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HomeMy WebLinkAboutRevisions; TrussWARNING* ALL BEARING POINTS THIS IS A PLACEMENT PLAN FOR ENGINEERED BRACIN : SEE FINAL ENGINEERING SHEETS FOR THE -BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR COMPONENTS AS DEFINED BY WTCA 1 - 1995. 1) FOR THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE UST BE INSTALLED PRIOR TO DIAPHRAMS HAVE NOT BEEN ANALYZED BY NSTRUCTIONS ON THE BCSI-131 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG -TIE OR USP STALLI NCk'ANY TRUSSES! FAILURE TO EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE NLESS OTHERWISE NOTED. INSTALL HANGERS 0 S0 MAY RESULT IN DAMAGED TRUSSES AND WILL 0 FOR ERECTION AND INSTALLATION OF TRUSSES RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN CCORDING TO THE CURRENT SIMPSON STRONG -TIE OID ALL WARRANTIES.' FOLLOW INSTRUCTIONS ON THE BCSI-61 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. R USP CATALOG SHEETS AND SEALED''ENGINEERED TRUSS DRAWINGS JENGINEERING TRUSS DRAWINGS. 102' 0" 47' 0" 0" 35' 4" IN O O ' On , o^ _ 1106 I.jA�l�lll���ii/�wli�e�iilli�ii��i��i�i��i►��i���!���'�il�'io�i►��is�!�eI��I, zcA ill ZEJ I - �II�I `ZEJ77 Sol No llpll®I� ®.. .. s si®i ��► m� ' - ----� -- �o ! EVIL EL ,- it g C LC N DO ��11 I I 1 I --•-- I �_— I►�ii�il��ii�ri�Pa��.,:w�rl►� H �.�,�,>. �I�. - _-- -- -_ --'a--- , I - — zcJ5W_) -- - ,_'�®� ►�I!s���� �� ���������� s�'�►oo/�'���o� �� ��,i ski/�� ��!��I��I /� ii x \I _ I ;,A!i h 64 ALI ZEJ _ ■�I�iiriieiili��lrr��iri®iir.�''1� _.... A MEN . — - -- -- - ����� 1 I MEMO ZEJ7T ZEJ 111111 - ►�I�11�81��i► ZCAT� �`n �'.'T®l�l�fi�i�ll�l l� �%®I®®®�� �04 zcii- ®® II�I�I�I�II�I■I�I�I��I�I���I�I �I� I ice,:•. --- - I► �.//;/S I� .//II//I�.i///�///,/% ► e' ®/II//i%/.i///.�/®',/II//.i'//.�///,/'91//II%I//I%/I/I2i%//INNIS.�/%!/%I%'I%/'/ � i- I� I i I I� � • �7l� N N - III N. N N N N N N N. N N N ENGINEERED TIMBER TRUSS SYSTEMS :PRODUCTS 00 r 4-, 0 EAST COAST TRUSS 5285 ST. LUCIE BLVD. FT. PIERCE, FL 34946 CIFFICE: (7721466-2480 FAX: 17721466-5336 CU N CUSTOMER:PLM Construction Consulting LL JOB NAME: Montana Res. ADDRESS:Tranquility Base Ln. W CITY/COUNTY:Port St. Lucie/St.;Lucie QJOB # J40106 JOB # MODEL:Model SQ FT 4206 ft2 DATE 08/12/20 AST=/ / IN ACCORDANCE WITH I HE FIDRIDA ADMINISTRATIVE 61G15331.003 (3) (e), EAST COAST TRUSS' the "Treat Deaige Eagdaeer" Tmum are designed in amardanee with the Ma dda Bnddiag Cade NOTE; n By approving this placement plan(s), signatured anywhere on this sheet, the customer or his representitive acknowledges that this placement plan „ The customer also acknowledgesthat this approval complies with the structural intent of the project. 10 -0 PLATE HT. , ' authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this , , 14'-0:PL TEHT. drawing.The customer also acknowledges that he/she accepts financial responsibility for any repair; engineering, and -� labor required due to errors other than those of EAST Q COAST TRUSS. Z Signed: Dater LL 0 CODE = FBC 2017rrPI2014 ASCE 7-10 W �- Indicates Left End Of Truss DESIGN CRITERIA =MWFRSOCCUPANCY CATEGORY= II On_LnyoUt & Engineering Sheets EXPOSURE =C Q MWF SPEED =160 In — BUILDING TYPE =ENCLOSED MEAN HEIGHT: 17 ft HARDWARE: GRAVITY LOADS =HUS26 HANGERS (QTY. 35)- W FLOOR: DUR FACTOR=1,0 " =TH�H412 HANGERS (QTY. 1) - (LVL3 TO LVLl) JPSF=TCLL-TCDL-BCLL-BCDL Z =HUS412IF HANGERS (QTY. 1) - (LVL2 TO LVLI) - - - 40.071`0.0;0-.0 5:0 ROOF: DUR FACTOR 1.25 PSF=TCLL-TCDL-BOLL-BCDL W 20.0,10.0,0.0,10.0 LOADS PER FBC & FRIC LVL1 (4) 1-3/411 X 16" X 26'-0" *NON -CONCURRENT BC LL 10psf LVL2 (2) 1-3/4" X 16" X 18'-0" CONCURRENT BC STORAGE LL 20 psf I--• LVL3 (2) 1-3/411 x 16" x 10'-0" lan-an, co , DEFINITIONS MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING I— 10'-0" CLG. HT. 13'-4" CLG. HT. TOB _ TOP OF BEARING TIC = TOP CHORD W — � / , �, ,,r"'- BC = BOTTOM CHORD (f� LL = LIVE LOAD DL = DEAD LOAD W-O" CLG. HT. 14'-0" CLG. HT. psf = POUNDS PER SQUARE FOOT F— # =POUNDS O z UPLIFT MUST BY-PASS FLOOR TRUSSES 12'-8" CLG. H�L' "� •., UNLESS SHOWN ON ENGINEERED TRUSS 12 -0II CLG. HT. FRAMED IN 10laVE COMPUX DRAWING. O , rr� c i�,,.,p"" ALL GIRDER/COLUMN LOADS MUST 0 -- - S� F , J BOCC BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. o„ C o„ o r✓� 2X6 STRONG BACKA 1N B 0'-0" ., 1 }- wPICAL RECOMMENDED ON FLOOR TRUSSES n SPANNING 20'--O" OR MORE O CAUTION: PANS GREATER A 30'-0' UST BE SET WITH A SPREADER BAR. THE ro SPREADER BAR SHOULD BE AT LEAST 1/2 ro /3 IN LENGTH AS THE SPAN OF THE TRUSS EING SET. 6 r-2 REFER TO BCI-B1 FOR COMPLETE ERECTION AND SAFETY PROCEDURES. O ALL BEAMS BY BUILDER NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES 4-3�/a1-6" REVISIONS —�4— 1- Tan' 2- 4- 3- 0 � 4 r 1 41/2" 8" -� 5- 1' 6" 4b�e? —AN (3/16" if plotted 24x36) Designed By: SB 811�120207:48 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: J40106 -Montana Res. Site Information: Customer Info: PLM Construction Consulting LLC Project Name: Montana Res. Lot/Block: - Subdivision: - Address: Tranquility Base Ln., - City: Port St. Lucie State: FL MiTek USA, Inc. 6904 Parke East Blvd. T pa, FL 33610-4115 Mode: - 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: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 69 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 T23183388 A01 3/12/21 15 T23183402 A15 3/12/21 2 T23183389 A02 3/12/21 16 T23183403 A16 3/12/21 3 T23183390 A03 3/12/21 17 T23183404 A17 3/12121 4 T23183391 A04 3/12/21 18 T23183405 A18G 3/12/21 5 T23183392 A05 3/12/21 19 T23183406 B01 G 3/12/21 6 T23183393 A06 3/12/21 20 T23183407 B02 3/12/21 7 T23183394 A07 3/12/21 21 T23183408 B03 3/12/21 8 T23183395 A08 3/12/21 22 T23183409 B04 3/12/21 9 T23183396 A09G 3/12/21 23 T23183410 B05 3/12/21 10 T231.83397 A10 3/12/21 24 T23183411 B06 3/12/21 11 T23183398 All 3/12/21 25 T23183412 B07 3/12/21 12 T23183399 Al2 3/12/21 26 T23183413 B08G 3/12/21 13 T23183400 A13 3/12/21 27 T23183414 C01 .3/12/21 14 T23183401 A14 3/12/21 28 T23183415 CO2G 3/12/21 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the 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, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �%� E•N g ��'/p��i No 536.81. -0 ir = : 13 '.. S TAT E O F ' 1JJ oo o. O ��. SS/D.N A - %%%�` Michael S. Magid PE No.53681 MITek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 12,2021 Magid, Michael 1 of 2. wi 0 MiTek 15 RE: J40106 -Montana Res. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: PLM Construction Consulting LLC Project Name: Montana Res. Model: - Lot/Block: - Subdivision: - Address: Tranquility Base Ln., - City: Port St. Lucie State: FL No. Seal# Truss Name Date 29 T23183416 CO3 3/12/21 30 T23183417 C04 3/12/21 31 T23183418 C05G 3/12/21 32 T23183419 D01 3/12/21 33 T23183420 D02 3/12/21 34 T23183421 D03 3/12/21 35 T23183422 D04 3/12/21 36 T23183423 D05 3/12/21 37 T23183424 D06G 3/12/21 38 T23183425 D07 3112/21 39 T23183426 D08 3/12/21 40 T23183427 D09 3/12/21 41 T23183428 D10 3/12/21 42 T23183429 D11G 3/12/21 43 T23183430 E01 G 3/12/21 44 T23183431 MV2 3/12/21 45 T23183432 MV4 3/12/21 46 T23183433 MV6 3/12/21 47 T23183434 MV8 3/12/21 48 T23183435 MV10 3/12/21 49 T23183436 PB01 3/12/21 50 T23183437 PB02 3/12/21 51 T23183438 PB03 3/12/21 52 T23183439 ZCJ1 3/12/21 53 T23183440 ZCJ1A 3/12/21 54 T23183441 ZCJ3 3/12/21 55 T23183442 ZCJ3A 3/12/21 56 T23183443 ZCJ3T 3112/21 57 T23183444 ZCJ3TA 3/12/21 58 T23183445 ZCJ5 3/12/21 59 T23183446 ZCJ5T 3/12/21 60 T23183447 ZCJ5TA 3/12/21 61 T23183448 ZEJ2 3/12/21 62 T23183449 ZEJ2A 3/12/21 63 T23183450 ZEJ5 3/12/21 64 T23183451 ZEJ7 3/12/21 65 T23183452 ZEJ7A 3/12/21 66 T23183453 ZERT 3/12/21 67 T231.83454 ZHJ5 3/12/21 68 T23183455 ZHJ7 3/12/21 69 T23183456 ZHJ7T 3/12/21 2 of 2 MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP MiTek USA, Inc. Page 1 of 1 jullur NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND �� oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. WMMM THIS DETAIL APPLICABLE TO THE AMITek Affiliate THREE END DETAILS SHOWN BELOW OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 coi O Z .128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 N 148 81.4 74.5 64.6 63.2 52.5 CO VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60' 45.00 ° ANGLE MAY VARY FROM 30°TO 60° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 600 45.00 ° Job russ fuss Type Qty Ply Montana Res. J40106 A01 piggyback Base 2 1 T23163388 Job Reference (optional) "'"' """"' "" '• ^"' ' -� "'��� 6.430 s Nov 30 2020 MITek Industries, Inc. Fri Mar 12 17:52:40 2021 Page 1 ID: U54OJczPBfl rDRthpHnGlnyoz50-XKddQxlBEvfSYba1 DRjuDBYPs9BfXr7xmchMcszbcl5 5 6-0 8 4 0 13 4-0 19-5-13 25.7-11 32-4-0 ,33 B-8 5-6 0 2-10-0 5-0-0 6-1-13 6-1-13 6-M 1-4 5x5 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY Scale=1:65.1 44 — BRACED BY PURLINS AT 2-0-0 O.C. MAXIMUM. 6.00 12 3 4 TYPICAL FOR ALL APPLICABLE TRUSS DESIGNS ., 1x4 II IN THIS JOB. 2 3x4 WIND DESIGN USING MWFRS ONLY, 44 5 PER FOR REQUEST. TYPICAL FOR ALL TRUSS DESIGNS IN THIS JOB. 1 3x6 m 6 1x4 // d 7 d 6 2x4 II lol 9 I$ 15 14 13 20 21 12 22 11 23 10 3x6 11 3x6 = 3x6 = 3x6 = 3x4 = 3x4 = 3x8 = 5 6 0 8-41 13-41 22-6-12 32-4-0 5 6-0 2-10-0 b-0-0 9-2-12 9-9.4 Plate Offsets (X,Y)— [3:0-2-8 0-2-4] [8:0-0-12 0-0-0] [9:0-2-2 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.24 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.41 10-12 >940 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 8 file n/a BCDL 10.0 Code FBC2020/TPI2014 'Matrix -AS Weight: 209 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 'Except* 2-0-0 oc purilns: 3-4. 8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 5-12 OTHERS 2x4 SP No.3 REACTIONS. (size) 15=Mechanical, 8=0-8-0 Max Horz 15=-401(LC 8) Max Uplift 15=-768(LC 8), 8=834(1_C 8) Max Grav 15=1473(LC 14), 8=1699(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1022/559, 2-3=-1013/718, 3-4=1337/846, 4-5=-1535/859, 5-6=-2497/1217, 6-7=-2623/1191,7-8=-2887/1307,1-15=-1404/776 BOT CHORD 14-15=337/387, 13-14=-52/1098, 13-20=-52/1098, 20-21=-52/1098, 12-21=-52/1098, 12-22=-596/1826,11-22=-596/1826,11-23=-596/1826,10-23=-596/1826,8-10=-986/2516 WEBS 3-14=-500/217, 3-12=-315/836, 4-12=86/343, 5-12=-977/585, 5-10=-264/827, 7-10=483/401,1-14=-566/1242,2-14=352/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 chard and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 768 lb uplift at joint 15 and 834 lb uplift at joint 8. 10r 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On any electronic copies. Miohael:S. Magill PE No.53681 M]TekiOSA; [nc.!FL Cart'6634 6904 Parka East'Blvd, Tampa EL 3360 Onto: March 12,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED t.11TEK REFERENCE PAGE MII-7473 rev. 511912020 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 appiioabllity 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 ANSUTPN 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 rSiss Type Qty Ply Montana Ras. T23183389 J40106 A02 Piggyback Base 2 1 Job Reference (optional) a-, Uoa.r i Fuss, M. FL 34946 - 8.430 s Nov 30 2020 Mrrek Industries, Inc. Fri Mar 1217:55:05 2021 Page 1 ID:U54OJczPBflrDRthpHnGlnyoz50-ODuRrW285TwlRtAvCOpubj2BgcgcORoH6gJXByzbc_q 5 6 &4 0 i3-4 0 19-5-13 25-7-11 32-4-0 5 6.0 2-10.0 5-0-0 6-1-13 6-1-13 6-8-5 6.00 12 3x6 5x5 = 44 = 14 13 12 18 19 11 20 10 21 9 3x6 II 3x6 = 3x8 = 3x6 = 3x4 = 4x4 = 3x8 = Scale: 3/16"=l' LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.93 -BC 0.92 WB 0.64 Matrix -AS DEFL. in (loc) I/defl Ud Vert(LL) -0.24 9-11 >999 240 Vert(CT) -0.41 9-11 >943 180 Horz(CT) 0.06 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 205 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc puriins: 3-4. 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-13. 5-11 REACTIONS. (size) 8=Mechanical, 14=Mechanical Max Horz 14=619(LC 6) Max Uplift 8=-738(LC 8), 14=748(LC 8) Max Grav 8=1609(LC 14),14=1480(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1052/654, 2-3=-10821803, 34=13281896, 4-5=-1525/915, 5-6=-2497/1289, 6-7=-2623/1264,7-8=-2890/1384,1-14=-1408/771 BOT CHORD 13-14=-372/480, 12-13=-174/1131, 12-18=-174/1131, 18-19=-174/1131, 11-19=-174/1131, 11-20=-718/1828,10-20=-718/1828,10-21=-718/1828,9-21=-718/1828,8-9=-1125/2528 WEBS 3-13=-514/255, 4-11=-111/363, 5-11=981/594, 5-9=-282/838, 7-9=-492/414, 3-11=-289/845,1-13=48011265,2-13=332/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 4) Provide adequate drainage to prevent water pondfng, electronically signed and 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 wfth any other live loads. Sealed by Magid, Michael, PE 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 using a Digital Signature. Will fit between the bottom chord and any other members, with BCDL=10.Opsf. Printed copies Of this 8) Refer to girder(s) for truss to truss connections. document are not considered 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 8 and 748 lb uplift at signed and sealed and the joint 14. 101 This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum signature nature must be verified sheetrock be applied directly to the bottom chord. On any electronic copies. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Michael S Magid PE No:53681 MiTek USA; tric.-FL Cert'6634 4964 Park@ East91vd. Tampa FL 33610 Date: March 12,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M111TEK REFERENCE PAGE 1,111-7473 rov. 5i1 W2020 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 NiiTek' 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-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 Qly Ply Montana Res. T23183390 J40106 A03 Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:44:50 2021 Page 1 ID: U540JczP8fl rDRthpHnGlnyoz50-Ai01 IhljAvyZhfHD1 mJB?mA9d3ie2nalKhKOw2zbk2h 5 6 0 8-4-0 13.4-0 19-5-13 25-7-11 32A-0 5-6-0 2-10-0 5 0 0 6-1-13 6.1.13 6-8-5 6.00 12 3x6 5x5 = 46 = 14 13 12 18 19 11 20 10 21 9 3x6 II 3x8 = 3x8 — 3x8 = 3x4 = 4x4 = 3x8 = 13-4-0 Scale = 1:64.7 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) -0.24 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.41 9-11 >943 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -AS Weight: 205 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. B-10: 2x4 SP No.1 WEBS 1 Row at micipt 3-13. 5-11 WEBS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 14=Mechanical Max Horz 14=-619(LC 6) Max Uplift 8=-738(LC 8), 14=748(LC 8) Max Grav 8=1609(LC 14), 14=1480(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10521654, 2-3=-1082/803, 34=1329/897, 4-5=-1525/915, 5-7=-2623/1289, 7-8=-2890/1384, 1-14=-1408/771 BOT CHORD 13-14=-372/479, 11-13=-174/1131, 9-11=-717/1828, 8-9=1125/2528 WEBS 3-13=-513/254, 3-11=-289/846, 4-11 =1 10/363, 5-11=-981/593, 5-9=-282/838, 7-9=-492/414,1-13=480/1265,2-13=333/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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, with BCDL'=10.Opsf. 8) Ill to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=738,14=748. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MichadlS. Magid PE No.53681 MiTek'GSA Inc, FL Ce1t'6834 6804:Parke East Blvd. Tampa FL 33610 Mile; March 12,2021 ®WARNING •Verity design parameters and READ NOTES ON THIS AND INCLUDED r 71TEK REFERENCE PAGE hill-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 uMiTek' 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 ANSI1rPIl 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 Pl�Tjob ntana Res. T23183391 J40106 A04 Hip 1 Reference (optional) -Uss, R. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:44:51 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-fuyP W1 JLxC4QJprPaTrQY_iJYS2vnErvYL4aSUzbk2g 6 4 0 10-10-0 15-4-0 20-9-13 26-3-11 32-4-0 6 4.0 4.8.0 4 6 0 5-5-13 5.5-13 6-0-5 4x6 = 3x4 = 4x4 = 8.00 12 2 3 4 4x8 Scale = 1:57.0 13 12 17 18 11 19 10 20 9 3x8 II 5x8 = 3x8 = 46 = 3x4 = 3x4 = I$� LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2020ITP12014 cSl. TC 0.98 BC 0.92 WB 0.64 Matrix -AS DEFL. in (loc) I/dell Ud Vert(LL) -0.24 11-12 >999 240 Vert(CT) -0.41 11-12 >948 180 Horz(CT) 0.07 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 199 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 WEBS 1 Row at midpt 2-12, 3-12, 5-11 REACTIONS. (size) B=Mechanical, 13=Mechanical Max Horz 13=-572(LC 6) Max Uplift 8=-738(LC 8), 13=-748(LC 8) Max Grav 8=1609(LC 14). 13=1468(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1113/688, 2-3=-961/697, 3-4=1539/956, 4-5=-1753/989, 5-7=-2707/1323, 7-8=-2944/1406, 1-13=-1390/769 BOT CHORD 12-13=-326/439,11-12=-354/1340,9-11=-794/1970,8-9=-1155/2582 WEBS 3-12=-838/415, 3-11=-160/585, 4-11=183/465, 5-11=-862/532, 5-9=-251/723, 7-9=-440/368, 1-12=-486/1268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. This item has been 6) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads, electronically signed and 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 sealed by Magid, Michael, PE will fit between the bottom chord and any other members, with BCDL = IO.opsf. 8) Refer to girder(s) for truss to truss connections. using a Digital Signature. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies of this 8=738, 13=748. document are not Considered 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 signed and sealed and the sheetrock be applied directly to the bottom chord. signature must be verified on any electronic copies. Michael'S: Magid PE N0.5*1 MITekC1SA Ino+L&K6634 69'O4 Farke EacE9lvd. Tampa 170361g NW, March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED I AITEK REFERENCE PAGE MII-7473 rov. 511912020 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 MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/I Quality Criterfe, OSB-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 Qty Ply Montana Res. T23183392 J40106 A05 Hip 1 1 �__. ___. r_.__ _. _._._ Job Reference (optional) as V Uaat I I USS, Ft. rruiuv, FL - 34946, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:44:52 2021 Page 1 ID: U54OJczPBfl rDRthpHnGlnyoz50-74WojNJziWCGxzQb8AMf5BFUMsPE We72n7p7_xzbk2f 4-0 0 1 Ni %0 17.4-0 24-6-12 32-4-0 44-0 6 6-0 6.6-0 7-2-12 7-9-4 6.00 12 4x8 = 3x6 18 4x8 = Scale = 1:55.3 14 13 12 19 11 20 10 9 8 axe II 3x4 = 3x8 = 3x8 = 3x4 = 46 = 1x4 II 3x4 = 324-0 I$� LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.97 BC 0.85 WB 0.83 Matrix -AS DEFL. in Vert(LL) 0.20 Vert(CT) -0.30 Horz(CT) 0.07 (loc) I/deft L/d 8-17 >999 240 8-17 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 195 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 WEBS 1 Row at midpt 2-11, 4-11, 6-10 REACTIONS. (size) 14=Mechanical, 7=Mechanical Max Horz 14=-525(LC 6) Max Uplift 14=-748(LC 8), 7=738(LC 8) Max Grav 14=1474(LC 14), 7=1590(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-950/602, 2-3=-1477/945, 3-4=1477/945, 4-6=-1968/1049, 6-7=-2844/1351, 1-14=-1416/774 BOT CHORD 13-14=-279/379, 11-13=-143/938, 10-11=-561/1583, 8-10=-1080/2469, 7-8=-1080/2469 WEBS 2-13=-756/486, 2-11=-549/1171, 3-11=436/371, 411=374/128, 4-10=-232/748, 6-10=-1025/592, 6-8=0/323, 1-13=557/1267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. • This Item has been electronically signed and 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 sealed by Magid, Michael, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. using a Digital Signature. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Printed copies of this 14=746, 7=738. document are not considered 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum signed and sealed and the sheetrock be applied directly to the bottom chord. Signature must be Verified on any electronic copies. Michael 9: Magid PE N0:53681 MiTe *.USA fnc.-FL Csit ,6634 8804 Parko2ast6lvd. Tampa.K.33870 Date: March 12,2021 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 verify the applicability of design parameters and properly incorporate this design Into the overall AiTek� 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 iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Montana Res. J40106 A06 Roof Special 1 1 T23183393 ­1 r Job Reference (optional) Inc, rn wiar -IL ut; q:oa duel rage i ID: U540J.P8f1 rDRthpHnGlnyoz50-bH3AxjKbTgK7Y77oiuludPoiNGnxF47COfZg WNzbk2e 6-5-15 12-10-1 19-4-0 25-6-12 32.4-0 6-5-15 6-4-3 6-5-15 6-2-12 6-9-4 3x4 = 3x6 = 1x4 II 3x6 = 4x8 = 1 2 3 4 18 19 5 14 20 13 12 21 11 22 10 9 8 4xB II 3x8 = 3x8 — 3x4 = 3x4 = 1x4 II 3x8 = Scale = 1:54.4 7 I$ 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.83 BC 0.75 WB 0.85 Matrix -AS DEFL. In (too) Well Ud Vert(LL) 0.15 8-17 >999 240 Vert(CT) -0.26 10-11 >999 180 Horz(CT) 0.08 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 190 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 WEBS 1 Row at midpt 1-14, 1-13, 4-13. 5-11 REACTIONS. (size) 14=Mechanical, 7=Mechanical Max Horz 14=-512(LC 6) Max Uplift 14=-750(LC 8), 7=-735(LC 8) Max Grav 14=1537(LC 14), 7=1589(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1401/761, 1-2=-1233/776, 2-4=1233/776, 4-5=1846/1077, 5-6=-2176/1122, 6-7=-2914/1377 BOT CHORD 13-14=-208/394, 11-13=-672/1837, 10-11=-679/1792, 8-1 0=-1 117/2540, 7-8=-1117/2540 WEBS 1-13=-858/1755, 2-13=-405/373, 4-13=925/433, 4-11=0/334, 5-1 0=-1 96/658, 6-10=-865/502, 6-8=0/273 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members, with BCDL=10.opsf. 7) Refer to girder(s) for truss to truss connections. sealed by Magid, Michael, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) using a Digital Signature. 14=750, 7=735. Printed copies of this 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 document are not considered sheetrock be applied directly to the bottom chord. Signed and Sealed and the ' signature must be verified on any electronic copies. Michael's Magid PE No.53881 MiTekyUSA, Inc. -FL Ceit53834 6864 Parke2aIsf6 vd. Tampa OIL -336D- Oifte: March 12,2021 ®WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil[-7473 rev. 5119/2020 BEFORE USE. Design valid for use onlywith 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 Is always required for stability and to prevent collapse with possible personal Injury and damage. For MiTek' property general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-69 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 s Truss Type City Ply Montana Res. TA07 T23183394 J40106 Flat 1 1 --- T- _ Job Reference (optional) - - - - •- •-. o w s mar Y auz i iva i art muusmes, Inc. rn mar -iz ut:44:a4 zuzl rage i ID:U540JczP8flrDRthpHnGlnyoz50-3TdY82LDE7S_AHa_GbO7AcKrSgA2_b7LEJIE3pzbk2d 6-6-10 12-11-9 19�-7 25-9.6 32-0-0 p 6 610 6.4-14 6-0-14 6-0 14 61i 10 Scale = 1:55.1 ~ 3x6 = 3x4 = 3x6 = 1x4 II 3x4 = 3x8 = 3x4 = 3x6 = 1 2 3 4 17 18 5 6 7 8 16 15 14 13 12 11 10 3x8 13x4 = 3x6 = 3x4 = 3x4 = 3x8 = 34 9 3x6 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.94 BC 0.51 WB 0.61 Matrix -AS DEFL. in (loc) Vdefl L/d Vert(LL) 0.16 12-13 >999 240 Vert(CT) -0.22 12-13 >999 180 Horz(CT) 0.05 9 We n/a PLATES GRIP MT20 244/190 Weight: 203 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 WEBS 1 Row at midpt 1-15, 5-13, 8-10 REACTIONS. (size) 16=Mechanical, 9=Mechanical Max Horz 16=-404(LC 4) Max Uplift 16=-739(LC 8), 9=739(1_C 8) Max Grav 16=1282(LC 1), 9=1282(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1221/764, 1-2=-1236/855, 2-4=1819/1191, 4-5=1819/1191, 5-7=-1820/1191, 7-8=-1236/854,8-9=-12201764 BOT CHORD 15-16=-346/300, 13-15=-735/1256, 12-13=-1040/1820, 10-12=-754/1236 WEBS 1-15=-924/1604, 2-15=918/636, 2-13=445/771, 4-13=378/331, 5-12=-379/332, 7-12=-446/772,7-10=-918/636,B-10=924/1604 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members. electronically signed and 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 (jt=lb) Sealed by Magid, Michael, PE 16=739, 9=739. g a Digital Signature. USIn g g 9) TOis truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum Printed copies of this sheetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc.'FL Cert'6634 6960aike East Blvd.Tampa EL 33610 DW: March 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED rr11TEK REFERENCE PAGE M1111-7473 rev. 5119/2020 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 very 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 chard 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/rplf 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 2D601 Tampa, FL 36610 Job s Truss Type Qty Ply Montana Res. TA'08 T23183396 J40106 Flat 1 1 Job Reference (optional) ---• - - -- - - •- cuc i rvn i en inuu m... nrc. ni rvmr IL ut:99;ou LOCI rage -i ID:U540JCZP8f1rDRtjpH Glnyoz50-XfBwMOMr7RaroQ9ApJvMigt4J4VTjl2VTz2nbFzbk2c 6 6-10 12-11-9 19-4 7 25-9-6 32-4-0 6.8-10 6-4-14 6-4-14 6-4-14 6-6-10 Scale = 1:55.1 4x4 = 3x4 = 3x6 = 1x4 II 3x4 = 3x6 = 3x4 = 4x4 = 1 2 3 4 17 18 5 H 7 8 15 15 14 13 12 11 3x6 II 4x4 = 3x8 = 3x4 = 3x8 = 3x6 = 10 44 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.67 BC 0.56 WB 0.69 Matrix -AS DEFL, in (loc) I/deft L/d Vert(LL) 0.21 12-13 >999 240 Vert(CT) -0.29 12-13 >999 180 Horz(CT) 0.06 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 190 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 WEBS 1 Row at micipt 1-15, 8-10 REACTIONS. (size) 16=Mechanical, 9=Mechanical Max Horz 16=-331(LC 4) Max Uplift 16=-739(LC 8), 9=739(LC 8) Max Grav 16=1282(LC 1). 9=1282(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1219/759, 1-2=-1506/985, 2-4=2217/1395, 4-5=2217/1395, 5-7=-2218/1396, 7-8=-1505/984, 8-9=-1219/759 BOT CHORD 15-16=-277/239, 13-15=-795/1506, 12-13=-1198/2218, 10-12=-866/1505 WEBS 1-15=-1042/1808, 2-15=-916/641, 2-13=-503/873, 4-13=378/330, 5-12=-379/331, 7-12=-505/874, 7-10=-916/641, B-10=1042/1807 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 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 (jt=lb) Sealed by Magid, Michael, PE 16=739, 9=739. using a Digital Signature. 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 Printed copies of this sheetrock be applied directly to the bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Michael-S. Magid PE No.53681 MITek,t)SA Inc FL Ceit'6634. 8604 Parke Eact 91Yd Tampa FL 33810 Date: March 12,2021 ®WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use onlywith MiTeke connectors. This design is based only upon 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 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 iVliTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdeatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Piy Montana Res. T23183396 J40106 A09G Flat Girder 1 1 Job Reference (optional) ""'• "•"'•'• •' . • •• �, - •+�� , 0.43V 5 mar 4 ZUZI ml I eK mausines, Inc. t-n mar 1Z U/:44:ot zUZI rage 1 ID:U54OJczPBflrDRthpHnGlnyoz50-T2Jhm4N6W2gZ1kJZxkxgnFyLpt7WBxTnxHXuf8zbk2a 5-5-13 119-15 1 112-0 21-6-1 2610-3 32-4-0 5-5 13 5� 1 5-0 1 5-4-1 5-4-1 5-5-13 Scale = 1:59.3 3x4 = 6x6 = 4xB = 3x8 = 6x8 = 2x4 II 3x4 = 3x8 = 4x8 = 1 19 20 2 21 22 3 4 23 2425 5 2627 28 6 7 29 30 8 31 32 9 18 33 34 17 35 16 15 36 37 14 38 39 3x10 M18SHS II 7x8 — Bx6 = &B = 3x8 = 10-9-15 16-2-0 21-6-1 40 13 12 41 11 42 43 10 3x8 = 7xB — 3x10 M18SHS 11 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.55 14 >695 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.60 14 >639 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* 12-16: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-17,2-15,3-14,7-14,8-13,9-11: 2x4 SP No.1 REACTIONS. (size) 18=Mechanical, 10=Mechanical Max Harz 18=-246(LC.4) Max Uplift 18=-1991(LC 8), 10=-1961(LC 8) Max Grav 18=2941(LC 26). 10=2897(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2818/1981, 1-2=-4118/2849, 2-3=-6489/4470, 3-5=7156/4930, 5-7=-7156/4930, 7-8=-6352/4373, 8-9=-4041/2794, 9-10=-2773/1950 BOT CHORD 15-17=-2771/4159, 14-15=-4322/6530, 13-14= 4273/6362, 11-13=2728/4020 WEBS 1-17=-3233/4773, 2-17=-2272/1736, 2-15=-1920/2845, 3-15=-1201/1008, 3-14=-558/825, 5-14=-696/660, 7-14=-681/989, 7-13=1198/987, 8-13=1870/2773, 8-11=2226/1702, 9-11=-3168/4681 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 234 lb FT = 0% Structural wood sheathing directly applied or 2-4-12 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-12 oc bracing. 1 Row at micipt 1-18, 1-17, 2-15, 8-13, 9-11 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) *6rhis 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1991, 10=1961. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTekTJSA;,Ihc.TL Cert 6634 6 4 Parke EactBivd. Tampa EL 33618 Data:_ March 19 7n91 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywhh 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 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 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 City Ply Montana Res. J40106 A09G Flat Girder 1 1 T23183396 c..r r'—. 7.... r I Job Reference (optional) - - - _-- ---• - • •-•- • - - •- o.wo� s mar 9 2UZI MI I eK Inaustrles, Inc. t•n Mar 12 07:44:57 2021 Page 2 NOTES - ID: U540JczPBfl rDRthpHnGlnyoz50-T2Jhm4N6W2gZ1 kJZxkxgnFyLpt7 WBxTnxHXuf8zbk2a 102 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 214 lb up at 1-9-7, 217 lb down and 214 lb up at 3-9-7, 217 lb down and 214 lb up at 5-9-7. 217 lb down and 214 lb up at 7-9-7, 217 lb down and 214 lb up at 9-9-7. 217 lb down and 214 lb up at 10-7-4. 217 lb down and 214 lb up at 12-7-4. 217 lb down and 214 lb up at 14-7-4, 217 lb down and 214 lb up at 16-7-4, 217 Ito down and 214 lb up at 18-7-4, 217 lb down and 214 lb up at 20-7-4. 217 lb down and 214 lb up at 22-7-4. 217 lb down and 214 lb up at 24-7-4, 217 lb down and 214 lb up at 26-7-4, and 217 lb down and 214 lb up at 28-7-4, and 217 lb down and 214 lb up at 30-7-4 on top chord, and 83 Ib down and 28 lb up at 1-9-7, 83 lb down and 28 lb up at 3-9-7, 83 lb down and 28 lb up at 5-9-7, 83 lb down and 28 lb up at 7-9-7, 83 lb down and 28 lb up at 9-9-7, 83 lb down and 28 lb up at 10-7-4, 83 lb down and 28 lb up at 12-7-4, 83 lb down and 28 lb up at 14-7-4, 83 lb down and 28 lb up at 16-7-4, 83 lb down and 28 lb up at 18-7-4, 83 lb down and 28 lb up at 20-7-4, 83 lb down and 28 lb up at 22-7-4, 83 lb down and 28 lb up at 24-7-4, 83 lb down and 28 lb up at 26-7-4, and 83 lb down and 28 lb up at 28-7-4, and 83 lb down and 28 lb up at 30-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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: 1-9=60, 10-18=20 Concentrated Loads (lb) Vert: 16=-62(F) 17=62(F) 2=128(F) 15=62(F) 3=-128(F) 8=-128(F) 11=62(F) 6=128(F) 12=-62(F) 19=-128(F) 20=128(F) 21=128(F) 22=-128(F) 23=-128(F) 24=-128(F) 26=128(F) 28=128(F) 29=-128(F) 30=-128(F) 31=128(F) 32=-128(F) 33=-62(F) 34=62(F) 35=62(F) 36=-62(F) 37=62(F) 38=-62(F) 39=62(F) 40=-62(F) 41=-62(F) 42=62(F) 43=62(F) ®WARNING - Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-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 ANSI7rP1f 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 russ Type Ply Montana Res. J40106 A10 Piggyback Base 1 1 T231B3387 =ner 1 1 T.„ .ore•-- Job Reference (optional) rvav au zuzu Nn l eK mausmes, mc. t-n mar lz 1 r:bb:o7 2021 Paget ID:U54OJczP8fl rDRthpHnGlnyoz50-_9etsjo1 UWk4tPvprPxR6odquburXOSPMJLpMMzbbzs 4 3 12 8�-0 13�-0 17-10-0 214-0 26 6-12 32.4-0 3 8-8 4 3 12 4 0 4 4.6-0 3.8 0 5-2-12 5.5: 1.4-8 4x4 = 6.00 12 3xt 5x5 II 48 = 2x4 0 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 2x4 II 08 = 4-3-12 8 4 0 13-4-0 21-4-0 2-4- 26.6.12 32-0-0 4 3-12 4-0-4 5-0-0 8-0-0 0_ � Scale = 1:67.4 Plate offsets (X,Y)— [1:0-5-8 0-0-41 [4:0-5-4 0-2-01 [10:0-2-2 0-1-01 [11 0-3-8 0-2.0) [14:0-2-12 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.36 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.68 14-15 >569 180 BCLL 0.0 Rep Stress [nor YES WB 1.00 Horz(CT) 0.24 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 222 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 6-12: 2x4 SP No.3, 14-16: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-21: 2x6 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 9=0-8-0, 21=0-5-8 Max Horz 21=-404(LC 8) Max Uplift 9=-825(LC 8), 21=766(1_C 8) Max Grav 9=1704(LC 14), 21=1452(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-1199/436, 2-3=-1382/733, 34=1219/708, 4-5=-1833/914, 5-6=-4260/1845, 6-7=-4110/1704, 7-8=-4167/1688, 8-9=-3031/1296, 19-21=-1452/766, 1-19=-1375/732 BOT CHORD 18-19=-519/608, 17-18=-58/1260, 17-25=-225/1648, 16-25=-225/1648, 15-16=-225/1648, 15-26=-642/2213, 26-27=-642/2213,14-27=-642/2213, 6-14=-292/266, 9-11 =987/2631 WEBS 2-17=-246/556, 3-17=-99/392, 4-17=864/321, 4-15=-437/1253, 5-15=-1202/646, 11-14=-1055/2916, 8-14=-221/1025, 8-11=-1097/490, 1-18=-700/1321, 5-14=851/2177, 2-18=-733/539 Structural wood sheathing directly applied, 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 12-14 1 Row at midpt 4-17, 5-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) ;his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 9 and 766 lb uplift at joint 21. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. except end verticals, and This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael:S. Magid PE No.53691 MiTek USA, Inm FL Cerf6634 694Parkelact 91vd. Tampa FL 33610, bate: March 12,2021 A WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 chard 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 ANS11TP/1 quality Crlterfa, DSB•68 and BCSI Building Component 6904 Parke East Blvd. Safetyinformatlon available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 JOID Truss russ ype t yPly Montana Res. J40106 All Piggyback Base 1 1 T23163398 East Coast Truss. FI. Pierce. FL 34514F Job Reference (optional) _ ._ _ .. s rvuv — cucu mi i ex mausines, inc. rn mar 1L 1 t:bcza 2u21 Page 1 to: U540JczP8fl rDRlhpHnGlnyoz50.6kl VsQnrQPxb5rbO5wuQutTjIFVx01 oK_QSbi9zbbyb 5-10-10 11-2-12 15-1-6 19-0-0 24-0-0 28-6-0 32-0-0 37-2-12 43-0-0 413- 5-10-10 5 4-2 3-10-10 3-10-10 5-0-0 4-6-0 3.8 0 5-2.12 5.9-4 1­5 Scale = 1:79.4 5x8 = 8.00 12 5x5 = 2x4 11 2 I� 13 3x8 = 3x4 = 3x8 II 2x4 11 3x8 = 3x8 = 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 0.54 Vert(L-) 0.36 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.67 17-18 >574 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.16 12 n/a file BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 264 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins: 6-7. 4-23: 2x6 SP No.2, 9-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 4-11-0 oc bracing: 21-23 OTHERS 2x4 SP No.3 10-0-0 oc bracing: 15-17 REACTIONS. (size) 1=0.5-4, 23=0-8-0, 12=0.8-0 WEBS 1 Row at midpt 5-21 Max Horz 1=-471(LC 6) Max Uplift 1=-348(LC 8), 23=1435(LC 8), 12=-802(LC 8) Max Grav 1=205(LC 17). 23=2201(LC 1), 12=1332(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-75/526, 2-3= 729/1328, 3-4=-708/1450, 4-5=-593/1433, 5-6=873/641, 6-7=-11481832, 7-8=-1328/866, 8-9=-3939/2109, 9-10=3809/1974, 10-11=-3866/1958, 11-12=-2299/1245 BOT CHORD 1-24=-733/30, 21-23=-2160/1357, 4-21=-350/299, 20-21 =1 781471, 19-20=-8/817, 18-19=-8/817, 17-18=-662/1844, 9-17=278/256, 12-14=942/1975 WEBS 2-24=-231/319, 21-24=-750/75, 2-21 =1 049/1097, 5-20=268/794, 6-20=-507/248, 6-18=-369/809, 7-18=-147/347, 8-1 8=1 126/691, 14-17=1087/2322, 11-17=501/1410. 11-14=-1159/621, 8-17=-1100/2289, 5-21=-2332/1242 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left This item has been exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to electronically signed and the use of this truss component. sealed by Magid, Michael, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) Plates checked for a plus or minus 0 degree rotation about its center. Printed Copies Of this 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 document are not Considered 2-0-0 wide will fit between the bottom chord and any other members. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 1, 1435 lb uplift at signature must be verified joint 23 and 802 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 On any electronic Copies. Michael's: Magid PE No.53681 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 chard. MiTek 11SA;1 ic.,FL C6 6634 8804 Parke.East Blvd, Tampa F.L 33810 Dato: March 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 and Incorporate e parameters property 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 regarding the MiTek' guidance fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 s Truss Type Qty Ply Montana Res. J40106 FA12 Piggyback Base Girder 1 1 3 T2183399 East Coast Truss, Ft. Pierce. FL - 34946. _ . Job Reference (optional) __ ...........__, _ ._ , _.. Fri 5x8 = 5x5 = 6.00 12 7 8 3x6 G 4x4 6 9 2x4 11 2x4 11 46 i 5 10 5x8 = 2x4 II 6x12 = 11 12 3x12 = 13 3x8 = 3x4 i 4 29 3 19 35 as 3 5x10 = 0 0 22 20 21 3x6 = d 8x14 = ch o 11 I¢ 2x4111 2 3x4 = 5x8 46 = 1B 17 16 c} w 15 14 O US= 2x4 II 5x8 = 24 US 2x4 II 28 25 3x6 = 3x4 = 3x6 II 0.17 5.10-f0 11-0-0 11-�r12 15-11 19-0-0 241-0 30-0-0 31-0-0331-8 37.8-8 0.P7 5.93 5-16 0.e h2 3.1010 3.10-10 5-0-0 6-0.0 -0. 2-1-8 4.7-0 4210.12 5-2d Plate Offsets (X,Y)- [1:0-2-2,0-1-0], [4:0-3-0,Edge], [7:0-6-0,0-2-8], [8:0-2-8,0-2-4], [9:0-0-8,0-1-8], [11:0-5-4,0-2-8], [13:0-1-12,0-3-0], [19:0-2-4,0-2-4], [23:0-2-12,0-2-8], [31:0-3-12 0-0-41 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCDL 10.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.80 BC 0.84 Vert(LL) 0.43 18 >891 240 Vert(CT) -0.51 19-20 >743 180 MT20 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.07 35 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 284 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.2 *Except` except end verticals. 5-25: 2x6 SP No.2, 10-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 5-0-0 oc bracing: 23-25 13-14,16-19,11-15,13-15: 2x4 SP No.2 10-0-0 oc bracing: 17-19 OTHERS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-23, 13-15 13-31: 2x8 SP DSS REACTIONS. (size) 2=0-5-4, 25=0-8-0, 35=0-6-12 Max Horz 2=450(LC 7) Max Uplift 2=-479(LC 25), 25=1568(LC 8), 35=1405(LC 8) Max Grav 2=340(LC 17), 25=2112(LC 1), 35=1712(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-181/406, 3-5=900/1313, 5-6=777/1308, 6-7=-1183/806, 7-8=-1456/1067, 8-9=-1669/1139, 9-10=-4134/2766, 10-11=4090/2654, 11-12=-2203/1692, 12-13=-2322/1784 BOT CHORD 2-26=-538/129, 23-25=-2068/1489, 5-23=-347/301, 22-23=-247/683, 20-22=-387/1003, 19-20=-1266/2209, 15-16=1989/3053 WEBS 23-26=-591/189, 3-23=-1107/1108, 6-23=-2442/1550, 6-22=-292/689, 7-22=373/259, 7-20=-491/781, 8-20=298/483, 9-20=1208/921, 9-19=1578/2312, 16-19=2305/3593, 11-19=-323/662, 11-16=-1873/1265, 11-30=-1263/699, 15-30=-1194/660, 15-28=-657/734, 12-28=657/734, 15-29=-1730/2352, 13-29=-1638/2227, 29-31=-306/340, 13-35=-1892/1563 This item has been NOTES- electronically signed and 1) Unbalanced roof live loads have been considered for this design. Sealed by Magid, Michael, PE 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. using a Digital Signature. II'Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left Printed copies of this exposed; Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signed and sealed and the to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. signature must be verified 5) Plates checked for a plus or minus 0 degree rotation about its center. on any electronic Copies. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Michael S. Magid PE No.53681 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 M Tek.USA, Iris. FL Cert`6634 will fit between the bottom chord and any other members. 6904 Parks East Blvd, Tampa FL 33810 8) Bearing at joint(s) 35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Date: capacity of bearing surface. IVIQllill IG,GVG ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITeke 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 and Incorporate this �F parameters property 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 bnd property damage. For general guidance regarding the MiTek' 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 s Truss Type Qty Ply Montana Res. J40106 TA'1u2 Piggyback Base Girder 1 1 T23183399 =f n 6,-�. �� Job Reference (optional) ---• ----• • • • •• • •�- ti.gnu S Mar 4 zU21 MI I eK Industries, Inc. Fri Mar 12 07:45:01 2021 Page 2 NOTES- ID:U540JczPBflrDRthpHnGlnyoz50-MpYBcSQcaHK7WLcKAZOmy574oUTQ7goNruV5ovzbk2W 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=479, 25=1568, 35=1405. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 191 lb up at 35-11-4, 212 lb down and 308 lb up at 37-11-4, and 212 lb down and 308 lb up at 39-11-4, and 212 lb down and 307 lb up at 42-1-12 on top chord. The design/selection of such connection devices) is the responsibility of others. 11) 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: 1-7=60, 7-8=60, 8-11=60, 11-13=-60, 25-32=20, 24-25=20, 19-23=-20, 17-18=20, 14-17=20 Concentrated Loads (lb) Vert: 13=-188(F) 12=172(F) 36=-89(F) 37=-172(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDEO f 11TEK REFERENCE PAGE M11-7473 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 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general regarding the MiTek' guidance fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP/t Duality 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 oTruss Truss Type Uty Ply Montana Res. T23183400 J40106 A13 Piggyback Base 1 1 Job Reference (optional) . - --.------ID:U540JczPBf1 rDRthpHnGlnyo50-x_2gvTb_v7VRcSLwOPoniuiKebD,yytus: 5cn1mc6nMzbybx111 1T 4-9 5-10-12 11-2-12 15 1 6 19-0-0 24-0-0 30-0-0 a1-1-6 36-10.6 42-10-12 -4-8 5-10-10 5 4 2 �3-10-1� 3-10-10 5�-0.0 6-0-0 1 5 8 14 6-0 & Scale = 1:82.3 5x8 = • Sx5 = 6.00 FIT 7 8 3x4 i 6 5x8 M18SHS = 6x10 = 3x8 = 5x12 = 2x4 II 4x8 i 5 9 10 11 3x4 i 4 30 3 n 29 0 0 0 '¢ 1 d o 5x10 = 0 19 18 17 5x8 — 2x4111 2 3x4 = 4x6 = 14 c} 13 12 ymI 15 a d 4x8 = 2x4 II 3x8 = 3x4 II i 23 22 21 3x8 = 3x4 = 3x6 II 0-1, 7 5-10-10 I 11-0-0 11 12 19-0-0 24-0-0 30.0-0 a1-1-8 36-10.6 4%10-12 0-i 7 5-9-3 5-1-0 0-2-12 7-9-4 6-0-0 1 5 8-14 6 0-0 Plate Offsets (X Y)— 11:0-2-2 0 1-01 [4 0-3-0 Edge] [7:0-6-0 0-2-81 [8.0.2-8 0-2-4] [10:0-3-8 0 1 8] [11:0 1 12 0 3-0] [16:0 5 12 0 2 81 [20:0-2 12 0 2 8] [25 0 3 0 0 2 121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.36 15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.47 16-17 >802 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.11 29 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 275 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins: 7-8, 9-11. 5-22: 2x6 SP No.2, 9-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 5-2-0 oc bracing: 20-22 OTHERS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 14-16 11-25: 2x8 SP DSS WEBS 1 Row at midpt 6-20. 9-17 REACTIONS. (size) 2=0-5-4, 22=0-8-0, 29=0-6-12 Max Horz 2=426(LC 5) Max Uplift 2=431(LC 8), 22=1452(LC 8), 29=-662(LC 8) Max Grav 2=373(LC 17), 22=2019(LC 1), 29=1165(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-238/376, 3-4=-720/1061, 4-5=700/1183, 5-6=-590/1159, 6-7=-1125/727, 7-8=-1373/940, 8-9=-1617/939, 9-30=3227/1803, 10-30=3227/1803, 10-11=1448/841 BOT CHORD 2-23=-496/172, 20-22=-1973/1369, 5-20=-357/303, 19-20=-260/652, 18-19=379/952, 17-18=-379/952,16-17=-1770/3310,9-16=-342/327 WEBS 20-23=-538/230, 3-20=-1035/976, 6-20=-2244/1296, 6-19=-201/620, 7-19=-331/192, 7-17=-398/740,8-17=-73/377,9-17=2065/1219,10-16=1063/1965,10-13=-1200/755, 11-13=-899/1595, 13-16=-665/1345, 11-29=-1205/687 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left This item has been exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to electronically signed and the use of this truss component. sealed by Magid, Michael, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise Indicated. Printed copies Of this 6) Plates checked for a plus or minus 0 degree rotation about its center. document are not Considered 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Signed and sealed and the ,will fit between the bottom, chord and any other members. signature must be verified 9 9) Bearing at joint(s) 29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 2, 1452 lb uplift at Michael S. Magid PE No.6368I MITak USA, Ine,:FL Cert`6634 joint 22 and 662 lb uplift at joint 29. 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 8304 Parke East 9111d. Tampa FL 33818 Dato; sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size Or the orientation of the puriin along the top and/or bottom chord. March 12,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based any 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 ANSIITP11 Qualify Criteria, DSB-89 and BCS/ Building Component Safety lnformaflon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 I .. 0 fuss r11S5 ype ty y Montana Res. J40106 114 Piggyback Base 1 i T23183401 East Coast Truss. FL Pierce. FL 349 Job Reference (optional)dn ID; U54OJczP8fl rDRlhpHnGlnyoz50-fAeh3y7CdRgFiNpoVeB6UA9wYy7VBjgB6d6 Rmp7bbx0 1-0 5-10.10 11-2-12 15.1-0 19-0-0 24-0-0 29-2-12 3 0 36 LID 42-10-12 13 a 5-10-10 5-0 2 3-10-10 3-10-10 5-0-0 5-2-12 6-3 10 6-7-2 Scale=1:82.2 5x8 = • 5x5 = 6.00 12 7 8 3x4 2x4 II ex10 = 6 5x5 = 3x4 = 5x12 = 2x4 II 9 10 11 12 4x6 5 31 3x4 4 d 3 d 17 30 to 2x4 II 5x10 = 20 19 18 g 1 2 3x4 = 4x6 = o 3 18 15 14 13 a 3x8 = 2x4 II 3x8 = 3x4 II 24 23 22 3x6 = 3x4 = 3x6 II 0-L 7 5-10-10 I 11-0-0 114-12 19-0-0 24-0-0 30-0-0 31-0 p 361-10 4110-12 0-T 7 5 9 3 5-1.6 0-2112 7-9-4 5-0-0 r 6-0-0 0- 5-3.10 6-7-2 Plate Offsets (X Y)— [1:0-2-2 0-1-01 [4.0-3-0 Edoe] [7:0-6-0 0-2-8] [8:0-2-8 0 2 4] [12:0 1 12 0 3 01 [17:0 2 12 0 2 8] [21:0 2 12 0 2 8] [26 0 3-4 0 2 12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lot) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.22 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.34 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.12 30 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 286 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT.CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins: 7-8, 9-12. 5-23: 2x6 SP No.2, 10-15: 2x4 SP No.3 BOT CHORD Rigid telling directly applied. Except: WEBS 2x4 SP No.3 5-4-0 oc bracing: 21-23 OTHERS 2x4 SP No.3 *Except* 10-0.0 oc bracing: 15-17 12-26: 2x8 SP DSS WEBS 1 Row at midpt 9-18, 6-21 REACTIONS. (size) 2=0-5-4, 23=0-8-0, 30=0-6-12 Max Horz 2=450(LC 5) Max Uplift 2=-442(LC 8), 23=1424(1_C 8), 30=-679(LC 8) Max Grav 2=412(LC 17), 23=1935(LC 1). 30=1185(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-321/305, 3-4=-565/738, 4-5=-545/860, 5-6=-428/826, 6-7=-1214/762, 7-8=-1423/948, 8-9=-1646/973, 9-10=-2452/1371, 10-31=2433/1373, 11-31=-2433/1373, 11-12=-1279/750 BOT CHORD 2-24=-431/246, 21-23=-1889/1341, 5-21=-358/305, 20-21=-365/763, 19-20=473/1035, 18-19=-473/1035,17-18=-1370/2535 WEBS 21-24=-501/312,3-21=-866/860,6-20=-163/543, 7-20=269/162, 7-18=-355/677, 8-18=-149/429, 9-18=-1351/822, 14-17=-624/1255, 11-17=-760/1408, 11-14=1177/752, 12-14=-843/1475,6-21=-2010/1174,12-30=-1205/692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. This item has been Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left Lumber electronically signed and exposed; DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to sealed by Magid, Michael, PE the use of this truss component. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) Plates checked for a plus or minus 0 degree rotation about its center. document are not Considered 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 Signed and sealed and the wide ,will fit between the bottom chord and any other members. Signature must be Verified 8) Bearing atjoint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint 2, 1424 lb uplift at Michaei:S: Magid PE No.53881 MITek,USA; Go.T1. Cart 6634 joint 23 and 679 lb uplift at joint 30. 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 .690d,Par ke East81vd. Tampa EL 33610 Data; sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 12,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111-7473 rev. 5119/2020 BEFORE USE. Design for valid 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 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 ANS11TPl1 Quality Crlterla, 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 Y . Job Truss Russ ype Qty y Montana Res. J40108 Alb Piggyback Base 1 1 T231B3402 East Coact Tr„a_c F1 Pl— m -OAA Job Reference (optional) ID: U540JczP8f1rDRthpHnGlnyoz50_r79cLNCw9pghFfQLkiXl7DckQGJ2yQFNXWi2Bzbbsf T1 5-10-10 11-2-12 151 8 19-0-0 24-01 27-41 30-0-0 31 4-0 35-1-8 42-10-12 T a a 5-10-10 5-4-2 3.10-10 3-10-10 5-0-0 313-0 2-8-0 3-9 8 7-9-0 Scale = 1:83.9 5x8 = ' 5x5 = 6.00 12 7 B 3x4 G ZZ 6x10 = 6 2x4 II 5x5 = 5x12 = 4x6 i 5 11 12 45,x5x8 3x4 � 4 d 3 30 42 21205x8 17 I¢ 5x10 = _ 1 2x4111 2 3x4 = 4x6 = 3x4 = 18 15 N 14 13 3x8 = 2x4 II 4xB = 3x4 = 24 23 34 = 3x4 = 3xB II -1010 I 1110 1 -01 19-0-0 24-02 27-40030B0-0 35-91-8 42-10-120-85 9 7-9-400 5-0 34 2 30 8 7.9-4 Plate Offsets (X,Y)— [1:0-2-2,0-1-0], [4:0-3-0,Edge], [7:0-6-0,0-2-8], [8:0-2-8,0-2-4], [10:0-1-8,0-1-4], [12:0-1-12,0-3-0], [13:Edge,0-1-8], [17:0-5-8,0-2-12], [22:0-2-12,0-2-8], 126:0 3-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.20 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.26 16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.11 30 n/a file BCDL 10.0 Code FBC2020rTP12014 Matrix -AS Weight: 287 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc puriins: 7-8, 9-10, 11-12. 5-23: 2x6 SP No.2, 10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 15-17 12-13: 2x4 SP No.2 WEBS 1 Row at midpt 12-14, 6-22 OTHERS 2x4 SP No.3 *Except` 12-26: 2x8 SP DSS REACTIONS. (size) 2=0-5-4, 23=0-8-0, 30=0-6-12 Max Horz 2=426(LC 5) Max Uplift 2=470(LC 8), 23=1400(LC 8), 30=-676(LC 8) Max Grav 2=421(LC 17), 23=1910(LC 1), 30=1190(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-343/308, 3-4=507/662, 4-5=487/784, 5-6=-371/750, 6-7=1238/786, 7-8=1424/966,8-9=-1618/1018,9-10=2058/1250,10-11=-2214/1260,11-12=-1749/1006 BOT CHORD 2-24=4391266, 22-23=-1870/1318, 5-22=-358/305, 21-22=-334/805, 20-21=-436/1058, 19-20=-436/1058,18-19=-1041/2060,17-18=-975/1962,10-17=-292/627 WEBS 22-24=-509/335, 3-22=-827/864, 6-21=154/529, 7-19=349/641, B-19=-227/445, 9-19= 1065/653,11-14=-1388/863,12-14=-989/1768,14-17=-941/1817,6-22=-1959/1141, 12-30=-1245/713 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 30 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 470 lb uplift at joint 2, 1400 lb uplift at joint 23 and 676 lb uplift at joint 30. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S Magid PE No:53681 MiTek USA, fie. FL Cert"6634 1i804 Parke East Blvd. Tampa FL 33610 DOC March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE N111-7473 - 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 Is always required for MiTek stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery,and of trusses and stems, see Quality Criteria, OSB-89 and SCSI Building Component sHighway, SafetyfabricalInformatlon fromon Truss Plate Institute, e, 2670 Crain Suite 203 Waldorf, MD p106 6904 Perko East Blvd. Tampa, FL 36610 . 4 Job Truss Truss Type Qty Ply Montana Res. T23183403 J40106 A16 Roof Special Girder 1 1 Job Reference o tional East Coast Truss_ Ff Piarea FL - 3494C '-' - - •- •-0-30 s Mar Y <VG I Ivll I uK IIIuuDUtub, Ifw. rll Mar IL 07:95:07 2021 rage i I D: U540 JczP8f1 roRthpHnGinyoz50-BzwStWNA758EG4U Wg7ABMN67vZOX05GEgyQO7zbk2Q 1-4-8 5-10-10 11-2-12 15.2-2 19.1.8 23.10-8 5-4- %10 3 0 33.6.12 37-1-8 4%10.12 1.48 5.10.10 5-4.2 3.11.6 3.11.6 4.9.0 1.5.8 40.0 -8- 3.8.12 3-8.12 5.9.4 Scale = 1:84.4 • 5x5 = 5x5 = 6.00 12 5x5 = 5x5 = 7 8 9 10 2x4 II 11 3x4 12 4x6 i 5x5 = 6x12 = 13 3x12 = 14 04x11 3x4 i 4 31 3 36 32 A a 3x6 — d_10 2x4111 23 3822 39 21 y 8x14 - 1CS 2 8 = 4x8 —_ 3x8 = 5x8 19 18 17 c} 18 15 4 O 2x4 11 4x8 =N 4x4 = 3x4 II 28 27 26 3X = 3x4 = 3x8 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020lrP12014 CSI. TC 0.75 BC 0.70 WB 0.88 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) 0.20 19 >999 240 Vert(CT) -0.29 20-21 >999 180 Horz(CT) 0.06 36 n/a file PLATES GRIP MT20 244/190 Weight: 303 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, BOT CHORD 2x4 SP No.2 `Except' except end verticals. 5-27: 2x6 SP No.2, 11-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 5-0-0 oc bracing: 25-27 14-15,14-16: 2x4 SP No.2 10-0-0 oc bracing: 18-20 OTHERS 2x4 SP No.3 *Except* 14-32: 2x8 SP DSS REACTIONS. (size) 2=0-5-4, 27=0-8-0, 36=0-6-12 Max Horz 2=453(LC 7) Max Uplift 2=-503(LC 25), 27=1391(LC 8), 36=1035(LC 8) Max Grav 2=419(LC 17), 27=2166(LC 29), 36=1582(LC 30) FORCES: (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=354/363, 3-5=521/977, 5-6=-1034/562, 6-7=-1403/826, 7-8=1210/791 8-9=-2227/1274, 9-10=-1966/1111, 10-11=-2587/1407, 11-12=-2595/1353, 12-13=-2298/1186,13-14=2267/1211 BOT CHORD 2-28=-446/262, 25-27=-2159/1310, 5-25=-2048/1154, 24-25=-936/533, 23-24=-310/1012, 21-23=-622/1616, 20-21=798/1897, 16-17=-1112/2219 WEBS 25-28=-529/333, 3-25=-975/927, 6-24=938/1883, 6-24=731/446, 6-23=-158/541, 7-23=-148/423, 8-23=-756/360, 8-21=68811419, 9-21-1078/672, 10-20=508/1039, 17-20=-995/2165, 12-20=-140/519, 12-17=-755/362, 13-17=-379/271, 16-30=-1039/624, 13-30=-1032/617,16-31=-1143/2319,14-31=-1049/2165,31-32=199/254, 14-36=-1757/1168 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically signed and 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. sealed by Magid, Michael, PE II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component, document are not considered 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. signed and sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signature must be verified 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 on any electronic copies. will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. Michael S. Magid PE No.53681 8) Bearing at joint(s) 36 considers parallel to grain value using ANSI/rRI 1 angle to grain formula. Building designer should verify MiTeWUSA; Irie.•FL Cet'6634 capacity of bearing surface. 3804 Parke EasE9lvd. Tampa FL 33818 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) pet°: 2=503, 27=1391. 36=1035. hfin—lh 47 7f171 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111-7473 5119!2020 BEFORE ' rev. USE. Design valid for use onlywith MrrekO 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 prevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the MiTek' fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Duality Crfteda, 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 M � Job Truss Truss Type City Ply Montana Res. T23183403 J40106 A16 Roof Special Girder 1 1 Job Reference o tional Bet VOa5t r u55, R. Hutue, rL - 04e90, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:07 2021 Page 2 NOTES - ID: U540JczPBfl rDRthpHnGlnyoz50-BzwStWNA758EG4U Wg7ABMN67vZOXQ5GEgyQOZzbk2Q 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 191 lb up at 39-11-4, and 212 lb down and 307 lb up at 42-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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) IDead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=60, 7-8=60, 8-9=60, 9-10=-60, 10-13=-60, 13-14=60, 27-33=-20, 26-27=-20, 20-25= 20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert: 14=-188(B) 37=89(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19,12020 BEFORE USE. Design valid for use onlywith 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 appllcabllity 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 to MTek' and 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 ANS//rp/1 Quality Criteria, DSO-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 Qty Ply Montana Res. T23183404 J40106 A17 Hip 1 1 Job Reference (optional) 6.43U s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:08 2021 Pagel ID:U54OJczP8fl rDRthpHnGlnyoz50-f9Tr4rWtxQD?rQfg4XePkZwll JsmGgvPSUhzY7zbk2P 1-4- 5.10.10 11-2.12 17-1.8 23�-0 2g•10-8 31 39.2112 47.0.0 8-4- -4-8 5-10.10 5-4-2 6-10.12 6-4-8 2.1.8 7-2.12 - 7-14 -48 5x8 = 6.00 12 2x4 11 5x8 = zo 24 -- 15 14 4x6 = 3x6 = 3x6 II 3x8 = 18 4x10 = 4x8 = 3x4 I I 33-0-0 [21:0-3-8,0-1-8], Scale=1:91.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.24 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.36 16 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.97 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 294 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-24: 2x6 SP No.2, 9-15: 2x4 SP No.3 4-7-0 oc bracing: 22-24 WEBS 2x4 SP No.3 10-0-0 oc bracing: 15-17 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 8-19 REACTIONS. (size) 2=0-5-4, 24=0-8-0, 12=0-8-0 Max Horz 2=-443(LC 6) Max Uplift 2=-482(LC 8), 24=1502(LC 8), 12=-902(LC 8) Max Grav 2=286(LC 17), 24=2559(LC 13). 12=1805(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=47/513, 3-5=528/1247, 5-6=-1077/619, 6-7=-1818/1052, 7-8=-1818/1052, 8-9=-2454/1257, 9-11=-3232/1498, 11-12=-3096/1416 BOT CHORD 2-25=-626/13, 22-24=-2554/1419, 5-22=-2354/1255, 21-22=-1184/767, 19-21=-43/976, 18-19=-579/2028, 17-18=-908/2698, 9-17=-374/1051, 12-14=-1065/2681 WEBS 3-25=-229/326, 22-25=-600/64, 3-22=-883/917, 5-21=-916/2160, 6-2 1 =-790/479, 6-19=-624/1385,7-19=430/359,8-19=555/181,8-18=-458/1225,9-18=-1230/598, 14-17=-1110/2745, 11-17=102/254, 11-14=-597/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=47ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) (rates 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, with BCDL=10,Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=482, 24=1502, 12=902. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE N0.53681 MITeWSA; Inc. -FL C,ert"6634 6804 Parke Eait'81vd, Tampa FL 33610 Dato; March 12,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 stabllity 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 Crirerla, 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 Qty Ply Montana Res. ]Truss T23183405 J40106 A18G Hip Girder 1 Job Reference o tional as vQaar H USS, rr, riuice, rL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:11 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-3k9zisYuDLbaiuNFIgC6MCXnE WZVTBWr9Swd9Kzbk2M 4411111 8-11 10 2-2 15 5-14 20-11-5 25-10-11 29-34 36-0A 7-8 4111 5-5 7 5-3 11 5-5-7 4-11-6 3-4-9 7-0-12 1.4-8 6.00 12 5x8 = 5xE 3x10 M18SHS 11 7x6-= HUS26 HUS26 HUS26 3x4 = 2x4 II 4x8 = 5x8 = 24 IJ la 1Z HUS26 48 M18SHS = 6x6 = HUS26 7x6 = HUS26 4x4 = 3x8 II 8x8 = HUS26 HUS26 HUS25 4x8 M18SHS =HUS26 SUH24 HUS26 HUS26 HUS26 HUS26 48 M18SHS = 4 8-11 10-2-2 15-5-14 20-11-5 25-10-11 29-3-4 36-4-0 4-8-11 5-5-7 5-3 11 5-5-7 4-11 8 3-4 9 7-0-12 Plate Offsets (X,Y)— [1_0_1 .12,0-2-01, [2:0-6-4,0-2-8], [4:0-3-0,Edge], [6:0-6-0,0-2-8], [8:0-3-O,Edge], [10:0-4-0,0-1-15], [11:0-2-2,0-1-0], [15:0-3-0,0-4-12], [16:0-3-0,0-4-8], Scale = 1:72.0 2x4 II 1 I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.40 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.51 13-15 >855 180 M18SHS 244/190 BCLL 0.0 Rep Stress [nor NO WB 0.98 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 569 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-13 cc purlins, 6-8: 2x4 SP No.1, 8-11: 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-11-11 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-18 2-18,5-18,6-16,1-19: 2x4 SP No.2, 1-20: 2x8 SP DSS OTHERS 2x4 SP No.3 REACTIONS. (size) 20=0-8-0, 10=0.8-0 Max Horz 20=-555(LC 6) Max Uplift 20=-4078(LC 8), 10=-3835(LC 8) Max Grav 20=8882(LC 30), 10=7359(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5739/2713, 2-3=-9138/4259, 3-5=9138/4259, 5-6=11061/5166, 6-7=-1193915684, 7-9=-1415117136, 9-1 0=-1 5679/8040,1-20=8541/3911 BOT CHORD 19-20=-324/452, 18-19=-1922/5173, 16-18=-4621/11046, 15-16=4644/10573, 13-15=-6035/12529, 12-13=-6990/13934, 10-12=-6990/13934 WEBS 2-19=-3605/1589, 2-18=-3119/7277, 3-18=-338/309, 5-18=-3377/1593, 5-16=1116/2498, 6-16=-118/817, 6-15=-2320/4562, 7-15=-2912/2045, 7-13=-1884/2768, 9-13=2019/1372, 9-12=-1131/1777,1-19=-3364/7754 NOTES- 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 0-7-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific tD the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael,& Magid PE No.53881 MiTek'GSA,'.Ihc. FL Ged'6634 8809 Parke East 914 Tampa Fl 33610 DW: ®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 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 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, DS19-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InstAute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 March 19 7n91 Job Truss Truss Type qty Ply Montana Res. J40106 A18G Hip Girder 1 T23183405 =,ter r•�, r�,-- Job Reference o tional - • •• • •-• - �,� a.,iau s mar 4 ZU dl MI I eK industries Inc. I-rl mar 12 D7:45:11 2021 Page 2 NOTES - ID: U540JczP8fl rDRthpHnGlnyoz50-3k9zisYuDLbaiuNFIgC6MCXnE WzVT13Wr9SWd9Kzbk2M 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 20=4078, 10=3835. 12) Use USP HUS26 (With 14-16d nails Into Girder & 6-16d nails Into Truss) or equivalent spaced at 4-0-0 oc max, starting at 2-4-12 from the left end to 29-3-4 to connect truss(es) to back face of bottom chord. 13) Use USP SUH24 (With 4-10d nails Into Girder & 2-10d x 1-1/2 nails Into Truss) or equivalent at 27-3-4 from the left end to connect truss(es) to back face of bottom chord. 14) 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: 1-2=60, 2-6=60, 6-11=60, 10-20=-20 Concentrated Loads (lb) Vert: 18=-743(B) 16=743(8) 12=-1426(B) 25=608(8) 26=-608(8) 27=-743(B) 29=743(B) 30=-743(B) 32=-743(B) 33=743(B) 35=-743(B) 36=-743(B) 37=586(B) 38=586(B) 39=586(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 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 MiTek' 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?P11 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 Qty Ply -2-[Job Montana Res. T23183406 J40106 B01G Roof Special Girder 1 Reference (optional) Easi Coasi I ruse, Fi. Pierce, FL - J4`U4ti, 8.430 s Mar 4 2021 MITek Industries, Inc. Fri Mar 12 07:45:12 2021 Page 1 ID:U540JczPeflrORthpHnGlnyoz50-XwjLwCZW fjRK2yRJNjLuP4v7wGgCes7N6fBhmzbk2L 5-0 3 10�-11 1410-0 19-5-2 22-7-4 29.8-0 31-0 8 5 4-3 5-0-7 4-5-5 4-7-2 3-2-2 7-0-12 1 4-8 4x8 M18SHS 11 6.00 12 Scale = 1:62.3 3x8 M18SHS 11 1ox10 M1BSHS = HUS28 3x8 11 4x8 M18SHS = HUS26 6x6 = 3x6 II 5x8 M18SHS HUS26 HUS26 HUS26 HUS28 HUS28 Bx8 = HUS28 HUS26 HUS26 HUS26 5 4-3 10.3-11 14-10-0 19.5-2 22-7-4 29-8-0 5 4-3 .5 4-5-5 4-7-2 3-2-2 7-0-12 Plate Offsets (X,Y)— [1:0-3-12,0-1-12] [3:0-5-4 0-2-8] [8:0-2-15 0-3-4] [9:0-2-2 0-1.0] [10'0-4-8 0-1-8] [11:0-2-8 0-4-8] [12'0-4-0 0-4-12] [14:0-4-8 0-1-8] [16.0-4-12 0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.48 11-12 >740 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.59 11-12 >601 180 M18SHS 244/190 BCLL 0.0 Rep Stress ]nor NO WB 0.97 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 435 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-10-3 oc bracing. BOT CHORD 2x6 SP DSS WEBS 1 Row at midpt 1-15, 3-15, 4-12 WEBS 2x4 SP No.3 *Except* 1-16: 2x8 SP DSS, 1-15,3-15,4-12: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (size) 16=0-8-0, 8=0-8-0 Max Horz 16=-532(LC 6) Max Uplift 16=-5822(LC 8). 8=5211(LC 8) Max Grav 16=10098(LC 2), 8=8260(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-9236/5387, 1-2=-9051/5355, 2-3=-9051/5355, 3-4=12028/7324, 4-5=-12048/7335, 5-7=-15439/9580, 7-8=-17854/11121 BOT CHORD 15-16=353/465, 14-15=-7898/13955, 12-14=-7853/13867, 11-12=8222/13767, 10-11=-9746/15912, 8-10=9746/15912 WEBS 1-15=-7346/12720, 2-15=-315/315, 3-15=-7025/4199, 3-14=-1584/3133, 3-12=-4792/2686, 4-12=-6264/10429, 5-12=-4811/3159, 5-11=-3168/4976, 7-11=-3184/2261, 7-10=-2102/3130 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 10) ' 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Micha(i1:3.Vagid PE No.53681 MITWIJSA; Ine FL'Cert'6634 66U Parke Eaut'Blv6. Tampa EL 33610' Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE Nil[-7473 rev. 5119l2020 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard 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 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 March 122021 Job Truss Truss Type Qty Ply Montana Res. T23183406 J40106 BO1G Roof Special Girder 1 2 I Job Reference (optional) ..t ".... ri. rmrce, FL - 54946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:12 2021 Page 2 NOTES- ID:U540JczP8flrDRthpHnGlnyoz5C-XwjLwCZW fjRK2yRJNjLuP4v7wGgCes?N6fBhmzbk2L 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 16=5822, 8=5211. 121 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 2-7-4 from the left end to 22-7-4 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: 1-3=60, 3-4=60, 4-9=60, 8-16=-20 Concentrated Loads (lb) Vert: 12=-1268(B) 10=-2793(B) 20=-1266(B) 21=1266(B) 22=-1268(B) 23=1268(B) 24=-1268(8) 25=1268(8) 26=1268(B) 27=1262(B) 28=-1262(B) A WARNING -Verifydesign parameters and READ NOTES ON THIS AND INCLUDED r 11TEK 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 uMiTek' 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 Crfterle, 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 6. Job Truss Truss Type Qty Ply Montana Res. T23183407 J40106 B02 Common 5 1 Job Reference (optional) asr I ruse, rt. Pierce, FL - 34946, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:13 2021 Page 1 ID:U54OJczPBfl rDRthpHnGlnyoz50-77Hk7Ya81zrlyBXet5EanddApKayxAoScmPkEDzbk2K 7-8.4 14-10-0 21-11-12 29-8-0 31-0-8 7-84 7-1-12 7-1-12 7-8-4 1 -8 Scale = 1:53.8 4x6 = 6.00 12 3x4 = axe = 6x8 = 3x4 = 29-8-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.61 BC 0.80 WB 0.67 Matrix -AS DEFL. in (loc) I/deft Lid Vert(LL) -0.28 9-10 >999 240 Vert(CT) -0.44 10-14 >802 180 Horz(CT) 0.07 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 136 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-3-8, 7=0-8-0 Max Horz 1=-372(LC 6) Max Uplift 1=-681(LC 8), 7=805(LC 8) Max Grav 1=1412(LC 13). 7=1498(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2404/1230, 2-4=-2208/1216, 4-6=2198/1203, 6-7=2393/1215 BOT CHORD 1-10=-908/2364, 9-10=-412/1473, 7-9=891/2066 WEBS 4-9=-420/1065, 6-9=-572/475, 4-10=-440/1076, 2-10=-578/485 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This Item has been will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by Magid, Michael, PE 1=681, 7=805. 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 using a Digital Signature. sneetrock be applied directly to the bottom chord. copies of this printed co p document are not considered signed and sealed and the signature must be verified on any electronic copies. Michadl S. Magid PE No.53681 MITek OSA; The. FC Gert'@63¢ 6904 Rarke.East Blvd. Tampa FL 33010 Data:' March 12,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE MII-7473 rov. 5119/2020 BEFORE USE. " Design valid for use any 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 any. 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 ANSIITP11 Quallfy 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 oty Ply Montana Res. T23183408 J40106 803 Common 1 1 �__. ___.,_.__ �. _._ Job Reference (optional) cast vuear i , Lisa, rL Pierce, rr. - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:14 2021 Page 1 I D:U54OJczP8fl rDRthpHnGlnyoz50-UJr6Luam WGz97-L6gRolp_g9Lpkzl geElr08Hmfzbk2J -14 .8 7-8-0 14-10-0 21-11-12 29.8-0 31-0.8 1-4-8 7-8-4 7-1-12 7-1-12 7-84 14-8 Scale = 1:66.8 4x6 = 6.00 FIT 3x4 = 1x4 II 6x10 = 3x6 = 1x4 II 3x4 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 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 0.59 Vert(LL) 0.26 13-21 >610 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.22 13-21 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -AS Weight: 153 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 *Except* WEBS 1 Row at midpt 7-12 5-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-11-5, 8=0-8-0, 2=0-3-8 Max Horz 2=-381(LC 6) Max Uplift 12=-1251(LC 8), 8=374(LC 8), 2=-572(LC 8) Max Grav 12=1563(LC 1), 8=672(LC 14), 2=468(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-345/386, 3-5=201/552, 5-7=-99/386, 7-8=744/257 BOT CHORD 2-13=-499/259, 12-13=-499/259, 10-12=-35/583, 8-10=-35/583 WEBS 5-12=-738/460, 7-12=-958/586, 7-10=0/362, 3-12=-683/915, 3-13=-329/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joints) except (jt=lb) 12=1251,8=374,2=572. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mjchael:S: Magid PE No.53681 MiTek;OSA, fire.T1. Cent 6634 b804 Parke Easif i lvd, Tampa FL 33610 Date: March 12,2021 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rov. 5119/2020 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 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 ANSI17P11 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 s Truss Type Qly Ply Montana Res. TBWO4 T23183409 J40106 Roof Special 1 1 Job Reference (optional) cast Coast r Fuss, Pt. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:15 2021 Page 1 ID: U54OJczP8fl rDRlhpHnGlnyoz50-yVPUYEbOHa5OBVh0_WG2W2iTF8HVP5sR34url5zbk21 -1.4-e z-3-o 7-1D-0 130-0 1a1o•o 17.3.0 22.4-0 27.0-o zae•o 31-o-e 1-4-8 N:06 5-7-0 5.2-0 1-10•0 2-5-0 5.1-0 a-e-o 2-a-o 1-ae 2x4 3x4 = 1x4 II 5x10 = 6.00 12 2x4 II LI 2x4 II 6x10 = 2x4 II 1x4 II 3x4 = Scale = 1:57.7 2x4 II j4 3 q LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.60 3-23 >308 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.51 24 >359 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) -0.30 19 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 191 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-5,9-13: 2x4 SP No.1 BOT CHORD Rigid calling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 20-22, 16-18 6-20,8-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 19=0-9-12, 2=0-3-8 Max Horz 2=467(LC 7) Max Uplift 12=-68(LC 8), 19=-1762(LC 8), 2=-446(LC 8) Max Grav 12=467(LC 7), 19=2173(LC 1), 2=346(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-32=-268/279, 3-4=0/580, 4-6=-627/1088, 6-7=-494/1015, 7-8=-669/1108, 8-1 0=-823/1159, 10-11 =777/718 BOT CHORD 3-23=-785/80, 22-23=-787/77, 6-22=325/261, 8-16=-283/308, 15-16=-632/833, 11-15=-633/832 WEBS 4-23=-324/275, 4-22=-691/904, 19-22=1020/1050. 7-22=390/193, 7.19=10181573, 16-19=-1058/1140,7-16=-149/443,10-16=-797/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 12 except Qt=lb) 99=1762, 2=446. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. M chael:S.;Wgid PE No.53681 MiTek:USA, GcrFL Cert 6934 6904 Rarke East Bivd. Tampa&33610 Data:. March 12,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111-7473 rev, 5119f2020 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 applicabllity 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 stabllity, 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 ANSIYTP11 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 Montana Res. T23183410 J40106 B05 Hip 1 1 _ Job Reference o tional tea„ GaSE 11 Uss, K. riw, Ve, rL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:17 2021 Page 1 ID:U54OJczP8f1rDRlhpHnGlnyoz50-uuWEzwdfpBLjRprP6wl bTnnHxzJtO_kXONyN_zbk2G -1-4-8 2.3.0 7-10.0 130.0 1 5 0 16.8.0 1 -3 214 0 27.0.0 2&8.0 31-0.8 1-4-8 2-3.0 5.7.0 5.2-0 A, 3.3-0 -7• b-1.0 4.8.0 2-&0 1-4.5 2x4 6.00 12 5x5 = 5x10 =2x4 II 6 35 36 7 8 3x4 = 1x4 II L 1x4 II 6x10 = 2x4 II n 1x4 II 3x4 = Scale=1:59.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.59 3-24 >313 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.50 25 >367 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) -0.29 20 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -AS Weight: 189 lb FT = 0% 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. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 17-19 8-19: 2x4 SP No.3 WEBS 1 Row at midpt 6-24, 6-21 WEBS 2x4 SP No.3 -Except* 7-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 20=0-8-0, 2=0-3-8 Max Horz 2=348(LC 7) Max Uplift 12=-92(LC 8), 20=1705(LC 8), 2=-477(LC 8) Max Grav 12=440(LC 7). 20=2176(LC 1), 2=350(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-33=-1421310, 3-4=0/633, 4-6=-51/698, 6-7=502/999, 7-8=-571/1078, 8-10=-753/1166, 10-11=688/705 BOT CHORD 3-24=-755/110, 23-24=-971/947, 8-17=236/358, 16-17=619/760, 11-16=620/760 WEBS 4-24=-498/491, 6-24=-1204/931, 20-23=-1405/1340, 7-23=-324/364, 7-20=-756/301, 17-20=-1064/1132, 7-17=-166/344, 10-17=-789/304, 6-23=-1069/935 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. sealed by Magid, Michael, PE 5) Plates checked for a plus or minus 0 degree rotation about its center. using a �191ta1 Signature. 6) 11iis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 7) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered 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) 12 except at=lb) signed and sealed and the signature must be verified 20=1705, 2=477. 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 on any electronic copies. sheetrock be applied directly to the bottom chord. Michael S, Magid PE Nd.53681 MiTek USA; (na 1. Cert;6634. 8803'Parke East 9lvd.Tampa FL 3360 Dato; March 12,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE tr111-7473 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 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?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saletylnlornration available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply Montana Res. ]Truss T23183411 J40106 B06 Hip 1 1 Job Reference (optional) i,cast r i uos, rr. Pierce, FL - 34946, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:18 2021 Page 1 ID:U54OJczPBflrDRthpHnGlnyoz50-M44dAGdHaVTa2zQbgegl8gKJLKncT2tm26VvQzbk2F •1-4-8 2.3-0 6-10.0 11.0.0 13.0-0 15.4.0 17.3.0 18•e-0 22.10.0 27.0-0 29.8.0 31.0.6 1-4.6 2-3.0 4.7.0 4-2.0 2-40 . 0 1-11.0 1-5.0 4-2.0 - NO 2-8.0 1-48 2x4 4x8 = 2x4 II 3x10 = 2x4 II 4x4 = 5 6 38 7 8 9 22' ,,. 15 „ 3x4 — 1x4 II 2x4 II 6x10 = 2x4 II 1x4 II 3x4 = Scale = 1:58.5 3x4 11 `¢ I$ j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.52 26 >352 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.45 26 >407 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) -0,27 20 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 5-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2'ExcepY 6.0-0 oc bracing: 21-23, 17-19 6-21,8-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 20=0-8-0, 2=0-3-8 Max Horz 2=377(LC 7) Max Uplift 12=-99(LC 8). 20=1689(LC 8), 2=-487(LC 8) Max Grav 12=449(LC 7), 20=2141(LC 1), 2=358(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-104/590, 4-5=-293/801, 5-6=-603/1119, 6-7=-605/1122, 7-8=734/1127, 81 -737/1125,9-10=-717/1068,10-11=-697/634 BOT CHORD 3-25=-848/76, 24-25=-850/76, 23-24=696/554, 16-17=-557/737, 11-16=-558/736 WEBS 4-24=-589/764, 5-24=-464/318, 5-23=921/840, 20-23=1331/1199, 7-23=361/373, 7-20=-693/378, 17-20=-1323/1237, 9-17=-651/511, 10-17=-777/266, 7-17=0/380, 4-25=-293/231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Qt=lb) 20=1689, 2=487. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael.S Magid PE Nd.53681 MiTek dSA;.Ine.fL C&t'6634. 890A Parke Eaot Blvd. Tampa FL 33810 Datb: March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5/19l2020 BEFORE USE. Design valid for use only with Mi rek® 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 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the WOW fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, sea ANSI/rP/1 Quality Criferfa, 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 Qty Ply Montana Res. T23183412 J40106 B07 Hip 1 1 _ - Job Reference (optional) 2x4 it r rubs. N. rlerce, rl- - 34`J45, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:19 2021 Page 1 i 4-ID: U54OJczP8fl rDRthpHnGlnyoz50-qHe?OcevLpbRg6_o2D9.8L.L0_hut9llg9Ls2l_is2Rszbk2E -.20.6-0 270.0 8.0 31.48-1-46.0 41.8 5 4.0.0 62-40 T4.0 5x8 = 2x4 II 3x10 = 2x4 II 5 33 6 7 4x8 M18SHS = 3x4 = 1x4 II L 2x4 11 6x10 = 2x4 II , 1x4 II 3x4 = Scale = 1:58.6 'x4 I I $ I¢ I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.76 3-22 >242 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.64 3-22 >289 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.33 18 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 168 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-8: 2x4 SP No.2 BOT CHORD Rigid calling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 19-21, 15-17 5-19,7-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' 6-18: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 18=0-8-0, 2=0-3-8 Max Horz 2=330(LC 7) Max Uplift 10=-54(LC 17), 18=1787(LC 8), 2=-440(LC 8) Max Grav 10=420(LC 7), 18=2226(LC 1). 2=318(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-181/698, 4-5=-1030/1585, 5-6=1026/15B4, 6-7=-1174/1594, 7-8=-1179/1599, 8-9=-802/913 BOT CHORD 3-22=-744/326, 21-22=-750/309, 14-15=-726/961, 9-14=733/959 WEBS 4-22=-345/285, 4-21=-1342/1296, 18-21=-1800/1581, 6-21=-265/236, 6-18=-378/215, 15-18=-1796/1561,8-15=-1234/797,8-14=0/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 chard live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (it=lb) 18=1787, 2=440. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael.S. Magid PE No.53681 MiTek USA, Eric. Fl. Celt 6634 8604 Parke East Ullvd, Tampa FL.336'i0 0ete: March 12,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 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 of trusses and truss systems, see ANSM11 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 City Ply ntana Res. T23183413 J40106 BOBG Hip Girder 1 Tjob Reference (optional) 01 •• • •-- • •• "' -"- ���-��o.4au a mar 4 /UGI MI eK mousmes, Inc. t•rl Mar iz U/:4o:Zl 2UZ1 rage 1 2S7-0 , ID: U540JczP8f1 rDRlhpHnGlnyoz50-mfmlpHg9tQs9vQBALmNSmJyUZYH2olUKSOL9Wzbk2C 4 1S0.0 50 17.3-0 22.6-0 27.0.0 29.8-0 31.0.8 -7-12 2-4.0 1-11-0 5.6.0 4.4.0 N'1 � 1-4-5 r 48 = 4x8 M18SHS = 4x4 = 2x4 II 4x12 = 2x4 II 6.00 F12 4 35 5 38 376 38 397 408 41 42 9 4. 3x4 = 1x4 11 2120 4719 5x8 = 5x12 = 3x4 II , 3x4 II 8x8 = 14 13 1x4 11 3x4 = 2x4 I I 12 Scale = 1:58.6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/rP12014 CSI. TC 0.81 BC 0.91 WB 0.88 Matrix -MS DEFL. in Vert(LL) 0.60 Vert(CT) 0.49 Horz(CT) -0.29 (loc) I/deft Lid 25 >309 240 25 >378 180 19 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins. 4-9: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. Except: BOT CHORD 2x4 SP No.2 `Except* 6-0-0 oc bracing: 20-22, 16-18 3-22: 2x4 SP No. 1, 6-20,8-18: 20 SP No.3 WEBS 1 Row at midpt 9-16 WEBS 2x4 SP No.3 `Except` 7-19: 2x8 SP DSS OTHERS 2x4 SP No.3 REACTIONS. (size) 11=0-8-0, 19=0-8-0, 2=0-3-6 Max Horz 2=283(LC 7) Max Uplift 11=-214(LC 8). 19=3254(LC 8), 2=-567(LC 8) Max Grav 11=476(LC 30). 19=4584(LC 1), 2=530(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-33=-279/224, 3-4=-602/714, 4-5=478/1030, 5-6=4932/3070, 6-7=-1935/3068, 7-8=-2061/3054,8-9=2044/3026,9-10=-715/440 BOT CHORD 3-24=-867/589, 23-24=-906/621, 22-23=-1030/673, 6-22=468/356, 18-19=310/215, 8-16=-426/391, 15-16=-301/905, 10-15=-283/852 WEBS 4-24=-694/955,4-23=-1797/1303,5-23=-1014/1440,5-22=-2607/1858,19-22=-3559/2565, 7-22=-536/522, 7-19=-10371789, 16-19=-3444/2544, 9-16=-3325/2165, 9-15=-584/1157, 7-16=-261/652 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. This Item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left electronically signed and exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the sealed by Magid, Michael, PE using a Digital Signature. use of this truss component. 4) Ffrovide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) Plates checked for a plus or minus 0 degree rotation about its center. Signed and Sealed and the 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) SThis 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 Signature must be Verified will fit between the bottom chord and any other members. On an electronic copies. y P 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Michael'S.Aagid PE No.53881 11=214, 19=3254, 2=567. MiTek USA, Ina: FL Cert 6634' 8804 Parke East dlvd. Tampa E1.33610 Data:: March 12 7021 ®WARNING - Verify d.19. parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hlll-7473 rev. 5/19/2020 BEFORE USE. �' Design valid for use only with MITek® connectors. This design is based any 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. Addftional 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 of trusses and truss systems, see ANSI/TP/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 5. Job Truss Truss Type Qty PlyTjob ntana Res. T23183413 J40106 B08G Hip Girder 1 Reference o tlonal ....o.. ,... r.. r,o, a�oYo, 0.4JU a Mar 4 zuz1 MI I eK Industries, Inc. Fri Mar 12 U7:4b:21 ZU21 Page 2 NOTES- ID:U54OJczPBflrDRthpHnGlnyoz50-mfmlpHg9tQsgvQBALmNSmJyUZYH2olUKSOLSWzbk2C 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 168 lb up at 7-0-0. 79 lb down and 48 lb up at - 9-0-12. 79 lb down and 48 lb up at 11-0-12, 301 lb down and 221 lb up at 13-0-12, 217 lb down and 214 lb up at 14-10-0, 217 lb down and 214 lb up at 16-7-4, 79 lb down and 48 lb up at 18-7-4, and 79 lb down and 48 lb up at 20-7-4, and 198 lb down and 168 lb up at 22-8-0 on top chord, and 768 lb down and 363 lb up at 7-0-0, 282 lb down and 131 lb up at 9-0-12, 282 lb down and 131 lb up at 11-0-12, 5 lb down at 13-0-0, 107 lb down and 6 lb up at 14-10-0. 83 lb down and 28 lb up at 16-7-4. 249 lb down and 176 lb up at 18-7-4, and 249 lb down and 176 lb up at 20-7-4, and 687 lb down and 471 lb up at 22-7-4 on bottom chord. The design/selection of such . connection device(s) is the responsibility of others. 11) 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=60, 4-9=60, 9-12=60, 25-32=-20, 3-22=-20, 20-21=20, 18-20=-20, 17-18=-20, 10-16=-20, 14-29=-20 Concentrated Loads (lb) Vert: 24=-638(F) 15=638(F) 37=-214(F) 39=-128(F) 40=128(F) 43=-228(F) 44=-228(F) 47=62(1=) 48=62(F) 49=-228(F) 50=-228(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE MII-7473 rev. 511912029 BEFORE USE. Design valid for use onlywith 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 AiTek- 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 iVi 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, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Montana Res. J40106 C01 ATTIC 14 1 T23183414 �, �� -r-„-- Job Reference o tional 2x4 •- • • -- • • ••-- o.4au s mar 4 ZUZ1 IVII I eK industnes, Inc. Fri Mar 12 07:45:22 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-FsK70dhnek_OXajMvUuhlVWgxyh3XHOTgg4j2Bzbk2B -1-4 8 7-10� 9-7-11 10-3- 12-0_0 13-8-6 1 -4- 16-1-12 24-0-0 25-0-8 1 4 8 7-10-4 1-9-7 7-1 1-8-8 7-1 1-9-7 7-10-4 1.4-6 Scale = 1:48.6 46 = 34 = 1x4 11 3x8 M18SHS = 1x4 II 3x8 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FSC2020/TPI2014 CSI. TC 0.71 BC 0.67 WB 0.54 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in floc) Udefl L/d -0.63 12-18 >457 240 -0.87 12-18 >331 180 0.04 8 n/a n/a -0.38 10-12 263 360 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 13 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-315(LC 6) Max Uplift 2=-546(LC 8), 8=546(LC 8) Max Grav 2=1364(LC 14), 8=1364(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2187/536, 34=-1783/575, 4-5=434/795, 5-6=434/796, 6-7=-1783/575, 7-8=-2186/536 BOT CHORD 2-12=-258/1906, 10-12=-258/1906, 8-10=-258/1906 WEBS 7-10=0/537, 3-12=0/537, 4-13=-2664/1137, 6-13=-2664/1137 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 150.0Ib AC unit load placed on the top chord, 12-0-0 from left end, supported at two points, 3-0-0 apart. 5) All plates are MT20 plates unless otherwise indicated. This Item has been 6) Plates checked for a plus or minus 0 degree rotation about Its center. electronically signed and 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' sealed by Magid, Michael, PE 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 Tit between the bottom chord and any other members. using a Digital Signature. 9) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-13, 6-13 Printed copies of this 10) Bottom chord live load (30.0-psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 document are not considered 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signed and sealed and the 2=546, 8=546. 12}This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum signature must be verified sheetrock be applied directly to the bottom chord. on an electronic copies. y P 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Michael S. Magid PE No.53681 MiTekUSA; Irc `FL Cert 66U 4904 Parke East Bivd. Tampa FL 3*0 Date: March 12,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 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 is always required for stability and to prevent collapse with possible personal Injury sand property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-88 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Montana Res. J40106 CO2G Common Girder 1 T23183415 Fa.t r—t To .. M D;e a Cr n L Job Reference o tional - -- --'--- - •- -. O.9JU b wldr •i LUL-I IVII I eK mousines, Inc. t•n mar iz ut:4b:z3 zuzl Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50 j2tVvEzhPP 16t9klZSBPwrk1 nXM0lGdkcvJgGaezbk2A 3-9 10 7 0 12 12-0-0 16-11-4 20-2 6 24-0-0 1 -8 3-g-10 3-3-2 4-11-4 4-11-4 3 3-2 3-9 10 1� 8 4x6 11 4x10 M18SHS = nubzo 3x8 11 7x6 —_ HUS26 HUS26 8xB = 4x8 M18SHS = 7x6 —_ HUS26 HUS26 HUS26 HUS26 HUS26 HUS28 Scale=1:46.3 ?x4 11 I$ 3x8 II 4x10 M18SHS = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 th SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020frP12014 CSI. TC 0.97 BC 0.77 WB 0.96 Matrix -MS DEFL, in (loc) I/defl L/d Vert(LL) 0.38 10-12 >762 240 Vert(CT) -0.47 12-13 >611 180 Horz(CT) 0.13 7 n/a file PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 299 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-8-10 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0.8-0 Max Horz 1=-305(LC 23) Max Uplift 1=-5108(LC 8). 7=4034(1_C 8) Max Grav 1=8882(LC 29). 7=6342(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1671019753, 2-3=-14073/8390, 3-4=-9940/6150, 4-5=-9926/6150, 5-6=13623/8577, 6-7=-13509/8432 BOT CHORD 1-14=-8597/15160, 13-14=8597/15160. 12-13=-7276/12755, 10-12=7445/12168, 9-10=-7396/12051, 7-9=-7396/12051 WEBS 4-12=-5222/8507, 5-12=-4085/2832, 5-10=-2484/3752, 6-10=-471/393, 6-9=-274/286, 3-12=-4851/2625, 3-13=-2284/4445, 2-13=-2767/1520, 2-14=-1194/2308 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 0-7-0 oc. 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 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. This item has been 3) Unbalanced roof live loads have been considered for this design. electronically signed and 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; 8=49ft; L=43ft; eave=5ft; Cat. sealed by Magid, Michael, PE 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 USIn nature. g a Digital Signature. g 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not Considered 6) All plates are MT20 plates unless otherwise indicated. Signed and Sealed and the 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) Signature must be Verified This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . 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 On any electronic copies. will fit between the bottom chord and any other members. Michael S. Magid PE Na63681 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTekOSA, Inc. -FL Cert6634 1=5108, 7=4034. 6964 Parka East Blvd. Tampa FL 33610 11) 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 0-11-4 f Date: rom a .it end to 16-11-4 to connect truss(es) to front face of bottom chord. March 12,2021 ®WARNING • Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bill-7473 rov. 5119/2028 BEFORE USE. Design valid for use onlywith MITek® connectors. This design Is based onlyupon 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 ANSIITPli Duality Cnterle, DSS-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 Montana Res. J40106 CO2G Common Girder T23183415 1 n Fasf (:oast Tn,ss Gr o;e...e n _ Ieoec L Job Reference (optional) NOTES- 12) Fill all nail holes where hanger is in contact with lumber. a.YJu 6 1.1 9 NG I wlr I UK rncu5mea, Inc. rn mar 1 z ut:4b:L3 zu21 f age 2 I D: U540JczP8fl rDRthpHnGlnyoz50 j2tWEzhPPl6tgklZSBPwrk1 nXMOIGdkcvJgGaezbk2A LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli Vert: 1-4=60, 4-8=60, 1-7=20 .Concentrated Loads (lb) Vert: 10=-2760(F) 13=1268(F) 17=-1268(F) 20=1268(F) 21=-1268(F) 22=1268(F) 23=-1268(F) 24=-1262(F) 25=1262(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 111TEK REFERENCE PAGE NIII-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 and Incorporate parameters property 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 Injury and damage. MiTek' personal property 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 Safety' Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job s Truss Type Qty Ply Montana Res. TC'03 T23183416 J40106 Hip 1 1 Job Reference c tional r=asr coast i iuss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MITek Industries, Inc. Fri Mar 12 07:45:24 2021 Page 1 ID: U54OJczPBfl rDRthpHnGlnyoz50-BERuRJi29LEkmutlOvw9Oxa6lm RA9CkmBzZp64zbk29 1 4 8 5-9-4 11-0-0 13-0-0 18-2-12 24-0-0 25-4-8 1 4 8 5-9-4 1-2 2-0-0 5-2-12 5-9.4 1-4-8 4x4 = Scale=1:47.4 04 = 3x4 = 1x4 II 3x4 = 3x6 = 1x4 II 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.37 BC 0.44 WB 0.46 Matrix -AS DEFL. in Vert(LL) 0.09 Vert(CT) -0.15 Horz(CT) 0.05 (loc) I/defl Lid 12 >999 240 9-11 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 125 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 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-292(LC 6) Max Uplift 2=-671(LC 8), 7=671(LC 8) Max Grav 2=1043(LC 1), 7=1043(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1729/968, 3-4=-1230/775, 4-5=1037/760, 5-6=-12301775, 6-7=-1729/968 BOT CHORD 2-13=-698/1613, 12-13=-698/1613, 11-12=-352/1039, 9-11=-698/1493, 7-9=698/1493 WEBS 3-12=-662/399, 4-12=-1701325, 5-11 =1 70/325, 6-11=-663/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This Item has been 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide electronically signed and 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 joint(s) except at=lb) Sealed by Magid, Michael, PE 2=671, 7=671. using a Digital Signature. 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 Printed copies of this sheetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael.S. Magid PE No.53881 MITek USA,.fno.-FL Ced`6834 6804_Parke East Blvd. Tampa FL 33810 Data: March 12,2021 ® WARNING - Verify dosign parameters end READ NOTES ON THIS AND INCLUDED r 11TEK REFERENCE PAGE kill-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 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 MOW 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 Hghway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Montana Res. T23183417 J40106 C04 Hip 1 1 Job Reference (optional) ❑ast Coast puss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:25 2021 Page 1 ID:U54OJczP8flrDRlhpHnGlnyoz50-fR7GffjgwfMb01SxacSOw97GV9i7kj6vNdJNf Afzbk28 1 4 8 4-9 4 02 0 0 15 0-0 19-2-12 24-0-0 25-0-8 1-0-8 4-9.t 4-2-12 6-0-0 4-2-12 4-9-4 2x4 06 = 48 = 4 4x4 = 3x8 = 3x8 = 04 = 3x4 = 24-0-0 Scale = 1:47.1 tx4 11 I$ . LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.43 BC 0.71 WB 0.20 Matrix -AS DEFL. in Vert(LL) -0.15 Vert(CT) -0.33 Horz(CT) 0.05 ([cc) I/deft L/d 9-19 >999 240 9-19 >867 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 121 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 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=245(LC 7) Max Uplift 2=-671(LC 8), 7=671(LC 8) Max Grav 2=1043(LC 1), 7=1043(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1704/1007, 3-4=1414/845, 4-5=1220/821, 5-6=-1414/846, 6-7=-1704/1007 BOT CHORD 2-11=-745/1591, 9-11=-475/1220, 7-9=745/1501 WEBS 3-11=-408/308, 4-11 =-1 00/373. 5-9=-100/373, 6-9=-410/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; 8=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This Item has been 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. Sealed by Magid, Michael, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) using a Digital Signature. 2=671, 7=671. 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 Printed copies of this sheetrock be applied directly to the bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. MichnlS. Magid PE Nd.53681 MiTek USA, trie.-FL Cart 6634. 6909 Parke Ea6t9ivd. Tampa.FL 33810 Data: March 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-7473 rev. 511912020 BEFORE USE. Design valid for use only with MIT00 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 ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Informal/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Montana Res. T23183418 J40106 C05G Hip Girder 1 1 Job Reference (optional) wabt r Fuss, R. Pierce, rL - :yaaae, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:27 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-bp703LkwSGcJdLcKh1Us7aCXHzK7CZ4CgxoTjjPzbk26 1 4 8 I 3.9-4 7-0-0 12-0-0 17-0-0 20 2-12 24 0-0 25-0-8 1-0-8 3-974 3-2-12 5-0-0 5-0-0 3-2-12 3-9-4 1.4-8 2x4 48 = 1x4 II 4x8 = 4 24 25 26 5 27 28 29 8 3x8 = 1x4 II 3x4 = 3x8 = 4x6 = 3x4 = 1x4 II 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=198(LC 7) Max Uplift 2=-1428(LC 8), 8=1428(LC 8) Max Grav 2-2075(LC 29), 8=2075(LC 30) Scale=1:47.1 CSI. DEFL. in (loc) Well Lid PLATES GRIP TC 0.73 Vert(LL) 0.29 13 >978 240 MT20 244/190 BC 0.94 Vert(CT)-0.3411-13 >852 180 WB 0.43 Horz(CT) 0.12 8 rile n/a Matrix -MS Weight: 129 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-2 oc bracing. FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3976/2621, 34=-3766/2591, 4-5=4048/2866, 5-6=4048/2866, 6-7=3766/2591, 7-8=-3977/2621 BOT CHORD 2-15=-2198/3638, 14-15=-2198/3638, 13-14=-2122/3464, 11-13=2095/3374, 10-11 =-2198/3491, 8-1 0=-2198/3491 WEBS 3-14=404/326, 4-14=-312/685, 4-13=6361919, 5-13=-734/699, 6-13=-636/920, 6-11 =-31 2/685, 7-11=405/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; save=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1428,8=1428. 9) 41anger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 394 lb down and 415 Ib up at 7-0-0, 217 lb down and 214 lb up at 9-0-12, 217 lb down and 214 lb up at 11-0-12, 217 lb down and 214 lb up at 12-11-4, and 217 lb down and 214 lb up at 14-11-4, and 394 lb down and 415 lb up at 17-0-0 on top chord, and 413 lb down and 270 lb up at 7-0-0, 83 lb down and 28 lb up at 9-0-12, 83 lb down and 28 lb up at 11-0.12, 83 lb down and 28 lb up at 12-11-4, and 83 lb down and 28 lb up at 14-11-4, and 413 lb down and 270 lb up at 16-11-4 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). This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Micheal S. Magid PE No.53681 MiTek USA,1nc FL Cert'6634 6904,Parke East 9Ivd. Tampa FL 33610 Ditto: ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE FAI1-7473 rev. 6/1912020 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 of trusses and truss systems, see ANSI/rF11 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 Mnrrh 19 2021 0. Job Truss Type Qty Ply Montana Res. ]Truss T23183418 J40106 COSG Hip Girder 1 1 Job Reference (optional) t1.430 s Mar 4 2021 MITek Industries, Inc. Fri Mar 12 07:45:27 2021 Page 2 ID:U54QJczPBflrDRthpHnGlnyoz50-bp703LkwSGcJdLcKh1Us7aCXHzK7CZ4CgxoTjjPzbk26 LOAD CASE(S) Standard 1)-Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-6=60, 6-9=60, 18-21=-20 Concentrated Loads (lb) Vert: 4=-183(B) 6=183(B) 14=370(B) 11=-370(8) 25=128(B) 26=-128(B) 27=-128(B) 28=128(B) 30=-62(B) 31=-62(B) 32=-62(B) 33=62(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE f.111-7473 rov. 6119l2020 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 iVliTek- 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 ANSUTPl1 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 s Truss Type Qty Ply Montana Res. J40106 �DO ROOF SPECIAL 6 1 T23183419 Faer Cnncm Tn,cc rm ore...,, rm ae Job Reference (optional) 2x4 o.-tow s mar 4 2Un Nil I OK Inausmes, Inc. hn Mar 12 U1:45:27 2U21 Pagel ID:U54OJczPBflrDRthpHnGlnyoz50-bp703LkwSGcJdLcKhlUs7aCTNzOiCXeCgxoTjPzbk26 -1 41 5-6-4 9-7-11 1 -3 11-9-12 15-4-11 1-4 8 5-6-4 4-1-7 7-1 1 6-4 3.6-15 4x4 i 3x4 = tx4 II 2x4 II 04 = Scale=1:47.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.55 10-15 >331 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.86 10 >214 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.01 8 file n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Attic -0.20 9-10 376 360 Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 8-11 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=Mechanical Max Horz 2=539(LC 8) Max Uplift 2=-257(LC 8), 8=-337(LC 8) Max Grav 2=971(LC 14), 8=1029(LC 14) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1093/0, 3-5=951/14, 5-6=-468/1279, 6-7=422/1372 BOT CHORD 2-10=-257/987, 9-10=-257/987, 8-9=253/958 WEBS 9-11=-40/660, 6-11=0/261, 8-11=-1742/456, 5-11=-2265/586, 7-11=-1519/415 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 150.0111b AC unit load placed on the top chord, 8-8-0 from left end, supported at two points, 3-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 3-5, 5-11 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=257, 8=337. 121 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. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mir haol'9 Magid PE No;5301 MiTek USA; Ino.-fL Ceit;@634 6804 Parke East Blvd.. Tampa FL 33010 D'ate:. March 12,2021 ® WARNING - Varify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 5119/2020 BEFORE • rev. USE. Design valid for use onlywith MTek0 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 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP/1 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 0ty Ply Montana Res. J40106 D02 ATTIC 1 1 T231B3420 Job Reference (optional) 2x4 Zifov s Mar 4 zuzi mi I eK mtlustnes, Inc. Fri Mar 12 07:45:28 2021 Page 1 ID:U540JczP8flrDRthpHnGlnyoz50-3?hPHgIYDakAFVAWFk?5Ynle6Nkyx_uL3bX1Frzbk25 1 4 8 5.64 9-7-11 10-3 11 11 15 0-0 15 11 1 4-8 5-6-4 4-1-7 -7-1 1 6� 3-24 024- 1 4x8 3x4 = 1x4 II 2x4 II 3x8 Scale = 1:48.9 5.6 4 11-9-12 -3-8 15-4-11 3 Plate Offsets (X,Y)-- [1:0-2-210-1-01 [7:0-2-15 0-2-0] [11:0-3-4 0-1-12] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.54 IG-15 >340 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.86 10 >214 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES VVB 0.52 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Attic -0.20 9-10 376 360 Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD 4-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) S=Mechanical, 2=0.8-0 Max Horz 2=622(LC 7) Max Uplift 8=-245(LC 5), 2=355(LC 8) Max Grav 8=1052(LC 14), 2=948(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1158/111, 3-5=-997/236, 5-6=366/1321, 6-7=-311/1408 BOT CHORD 2-10=-248/1032, 9-10=-248/1032, 8-9=-247/1004 WEBS 9-11=-I01/646, 6-11=-21/307, 8-11 =1 741/457, 5-11=-2253/633, 7-11 =-I 508/459 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 8-11 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; 8=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 150.01b AC unit load placed on the top chord, 8-8-0 from left end, supported at two points, 3-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 3-5,.5-11 9) bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8=245, 2=355. 12} 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. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael i S. Mag]d PE No.53681 MiTek'USA; Inc: FL Gert`66314' 89a Parke Eact 81vtj, Tampa FL 331j19 Data: March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 ANS11FP/1 Quality Criteria, OSB-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 Montana Res. J40106 D03 Half Hip 1 1 T23183421 Job Reference (optional) uss, rr. rrmCe, rL -. U"U, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:29 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-XCFnUOmA tsOtRipSWK47Hypn8GgOPVHFHaoHzbk24 14-8 6-94 13-0-0 154 1 1 4 8 6-9-4 6-2-12 2-4-11 2x4 1 04 = Scale=1:39.8 3x4 = s_nn 11�' 3x4 = 1x4 II 3x6 = 3x8 = C 3x6 I I LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.41 9C 0.44 WB 0.76 Matrix -AS DEFL. in Vert(LL) 0.08 Vert(CT) -0.11 Horz(CT) 0.02 (loc) I/defl Lid 9-13 >999 240 9-13 >999 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 96 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 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=470(LC 8) Max Uplift 6=-433(LC 8), 2=388(LC 8) Max Grav 6=665(LC 13), 2=735(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-932/319, 3-4=305/71, 5-6=-653/421 BOT CHORD 2-9=-574/890, 7-9=574/888 WEBS 3-9=0/289, 3-7=769/497, 5-7=-430/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, Sealed by Magid, Michael, PE 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) using a Digital Signature. 6=433, 2=388. Printed copies of this 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 document are not considered sheetrock be applied directly to the bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Michadl:S. Magid PE No.53631 MiTek'O5A Ind PLCert6634 896Parke gait Bivd. Tampi FL 3360 Data: March 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 vedy the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 Montana Res. T23183422 J40106 D04 Half Hip 1 1 Job Reference (optional) 005 , r,, rier�o, r - Wa4o, 6.430 S Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:30 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-OOp9iMno18tUpKvN9lZdCg9TAV7PwYeMOBKkzbk23 1 4 8 5-9-0 11-0-0 15�1-11 1-0 8 5-9A 5-2-12 4A-11 2x4 44 = 3x4 = 3x4 = 1x4 II 3x8 = 3x8 = 3x6 II Scale=1:36.6 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 0.29 Vert(LL) 0.05 9-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.07 9-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -AS Weight: 90 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 telling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=408(LC 8) Max Uplift 6=408(LC 8), 2=412(LC 8) Max Grav 6=629(LC 13). 2=735(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-993/401, 34=466/203, 4-5=-376/241, 5-6=-592/414 BOT CHORD 2-9=-600/934, 7-9=600/934 WEBS 3-7=-632/403, 5-7=397/620 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. 8) Refer to girders) for truss to truss connections. sealed by Magid, Michael, PE 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) using a Digital Signature. ies pies of this Printed cop 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 document are not considered sheetrock be applied directly to the bottom chord. signed and Sealed and the signature must be verified on any electronic copies. Michael,S: Magid PE No.53681 MiTek USA .Inc FL cerf(1634 8964 Parke East Blvd. Tampa FL.33810. Data: March 12,2021 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. 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 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 MOW 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•89 and BCSI 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 Truss Type Qty Ply Montana Res. T23183423 J40106 D05 Half Hip 1 1 Job Reference (optional) 2x4 6.43U s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:31 2021 Page 1 ID: U540JczP8fl rDRlhpHnGlnyoz50-UaMXvioRW V6k6zv5wtYoAQMHNanpBNtolZmhsAzbk22 1 4 8 4-9-4 9-0-0 15-4-11 1 4-8 4-9-4 NO-2 6-4-11 46 = 4x4 = 3x4 i 3x8 = — 2x4 II Scale = 1:31.5 Plate Offsets (X,Y)— [1:0-2-2,0-1-01,12:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.13 8-12 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.27 8-12 >685 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 82 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 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=D-8-0 Max Horz 2=346(LC 8) Max Uplift 6=-388(LC 8), 2=-433(1_C 8) Max Grav 6=606(LC 1), 2=730(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-981/482, 3-4=656/320, 4-5=-559/344, 5-6=-559/397 BOT CHORD 2-8=-624/927 WEBS 3-8=-413/310, 5-8=405/666 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ff; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Magid, Michael, PE 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) using a Digital Signature. 11=388, 2=433. Printed copies of this 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum document are not considered sheetrock be applied directly to the bottom chord. Signed and sealed and the signature must be verified on any electronic copies. MichaelS Magid PE No.53681 MiTek 6SA TriFL o Ceif634 8 W Parke Eaef t3lvd. Tampa FL 3360 Date:' March 12,2021 ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED Ir11TEK REFERENCE PAGE MII-7473 rov. 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 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 ANSI/11"P/1 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 Montana Res. T23183424 J40106 D06G Half Hip Girder 1 1 Job Reference o tional 2x4 6.43U s Mar 4 ZU21 MiTeK Industnes, Inc. Fri Mar 12 07:45:32 2021 Pagel ID:U54OJczP8flrDRthpHnGlnyoz50-ynwv72o3HoEbk6UHUa4lidvQw 67tmRx DVEPczbk2l 1 4-8 3-9-4 7-0-0 11-2-6 16-4-11 14 8 3-9� 3-2-12 4-2-5 4-2-5 3x4 = 08 = ox. 16 17 Scale = 1:28.6 4x4 = 3x6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 210-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2020frP]2014 CSI. TC 0.61 BC 0.62 WB 0.67 Matrix -MS DEFL. in (loc) Vdefl Lid Vert(LL) 0.09 8-10 >999 240 Vert(CT) -0.14 10-14 >999 180 Horz(CT) 0.03 7 file n/a PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing, OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=284(LC 8) Max Uplift 7=-1055(LC 8), 2=832(LC 8) Max Grav 7=1536(LC 29), 2=1243(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2168/1371, 34=1938/1261, 4-5=1404/970, 5-6=1404/970, 6-7=-1431/1046 BOT CHORD 2-10=-1366/1968, 8-10=-1188/1740 WEBS 3-10=-346/278, 4-10=-303/681, 4-8=441/287, 5-8=-674/640, 6-8=1257/1819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This item has been 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 electronically signed and will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. Sealed by Magid, Michael, PE 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) using a Digital Signature. 7=1055, 2=832. Printed copies of this 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 394 lb down and 415 lb up at document are not considered 7-0-0, 217 lb down and 214 lb up at 9-0-12, 217 lb down and 214 lb up at 11-0-12, and 217 lb down and 214 lb up at 13-0-12, and signed and sealed and the 217 lb down and 214 lb up at 13-7-4 on top chord, and 413 lb down and 270 lb up at 7-0-0, 83 lb down and 28 lb up at 9-0-12, 83 ' lb down and 28 lb up at 11-0-12, and 83 lb down and 28 lb up at 13-0-12, and 83 lb down and 28 lb up at 13-7-4 on bottom chord. signature must be verified The design/selection of such connection device(s) is the responsibility of others. On any @I@CtrOnIC copies. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Michael.S. Magid PE No.53681 MiTek•.QSA, Ifle. FL Cart'6634 69191Parko Eact91vd, Tampa Fil. 33810 Obte: Marnh 19 7n91 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Iv11TEK REFERENCE PAGE Ivill-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 iVliTek" 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 ANSUlP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply Montana Res. J40106 FDO6G Half Hip Girder 1 1 T23183424 Job Reference (optional) •• • •�• - o.40U a Mar 4 ZU41 MI I eK Inoustrles, Inc. 1-n Mar 12 UI:4b:a2 2U21 Page 2 ID: U540JczP8fl rDRthpHnGlnyoz50-ynwv72o3HoEbk6UHUa41 idvQw_67tmRx_DVEPczbk2l LOAD CASE(S) Standard 1)•Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-6=60, 7-12=20 Concentrated Loads (lb) Vert: 4=-183(B) 10=370(B) 5=-128(B) 8=-62(B) 15=-128(B) 16=128(B) 17=-128(B) 18=-62(B) 19=62(B) 20=62(B) ® 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 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 iVIiT®k• Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabdcaffon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 russ ype ty y Montana Res, J40106 D07 F..'U"S's" 1 1 T231B3425 East Cnast Tn— Ft Piemn FI ' AR Job Reference (optional) 8.430 s Nov 30 2020 MTek Industries, Inc. Fri Mar 12 19:40:51 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-111 ORPOcYi WxJSJ3gyu77ytgajbYuZ5MN_YLw7zbaRg -14-8 2-3-0 7-10-0 8.8-2 13-0-0 15-0-015 11 1 4 8 2 3 0 5-7-0 -10- 4-3-15 2-0-0 0411 3x4 G 6.00 12 a 3x4 = 110 11 7 3x6 - 1x4 II 3x6 II 1x4 II 2-3�_B_p 7-10-0 ,8-8-2, 13-0-0 .14-0-0.15-4-11 Scale = 1:47.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.91 BC 0.78 WB 0.49 Matrix -AS DEFL. In Vert(LL) 0.45 Vert(CT) -0.54 Horz(CT) 0.31 (loc) I/deft Lid 13 >406 240 13 >341 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 6-7, 6-12 3-12: 2x6 SP SS, 9-12: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=539(LC 8) Max Uplift 7=-458(LC 8), 2=352(LC 8) Max Grav 7=949(LC 13), 2=871(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-422/0, 3-4=1219/337, 4-5=-1395/606, 5-6=-1382/635, 7-9=939/453, 6-9=-755/485 BOT CHORD 3-12=-615/1166 WEBS 3-14=-142/360, 6-12=-686/1641, 4-12=635/553 NOTES- 1) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Refer to girder(s) for truss to truss connections. 7) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 7 and 352 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. WAD CASE(S) Standard This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S: Magid PE No.53881 MiTek'dSA, Inc: FL Ceit;6634 6664 Parke East'61vd. Tampa Ft. 33870 OW March 12,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED r 1ITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Bulld/ng 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 Montana Res. T23183426 J40106 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - J41U41 i, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:34 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-ug2gXkgJpQUJzQegc?6Vn2j6onPLf7ERX_LTVzbk2? 1 4 8 2-3-0 7-10-0 13-0-0 15 4-11 1 4-8 2 3-0 5-7-0 5-2-0 2-4-11 ry 2x4 2dPl 1 44 = 6.00 12 3x4 = io 0 3x4 = 1x4 II 1x4 II 2x4 II 3x4 = 1¢ Scale = 1:41.1 2-3-0 2-&p 7-10-0 13-0-0 14-0-0 15-0-11 2-3 0 -5 5-2-0 5-2-0 1-0-0 1 4-11 Plate Offsets (X,Y)— [1:0-2-210-1-0], [2:0-2-0 Edge] [3:0-4-15 Ed e] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.55 15 >334 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.67 15 >272 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 96 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 11-12 3-10: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=535(LC 7) Max Uplift 8=-361(LC 5), 2=-456(LC 8) Max Grav 8=704(LC 13), 2=730(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-19=-595/197, 3.4=-1138/568, 4-6=-354/227, 6-7=-232/253, 8-10=-698/367, 7-10=-631/390 BOT CHORD 3-14=-668/1195, 12-14=-669/1197 WEBS 3-16=-135/298, 4-14=-69/358, 4-12=1049/602, 7-12=-336/629 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) All plates are MT20 plates unless otherwise Indicated. Sealed by Magid, Michael, PE 6) Plates checked for a plus or minus 0 degree rotation about Its center. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not Considered 9) Refer to girder(s) for truss to truss connections, signed and sealed and the 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (]t=lb) signature must be verified 2=4uss design Thistruss 11) This trsign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum on any electronic copies. sheetrock be applied directly to the bottom chord. Miohaal S. Magid PE N03881 MiTek OSA,' Irib. FL Carf66U. 6 64 Parka Eaifif vd..TampaTL 53670 Date: - March 12,2021 ® WARNING - Vodfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MII-7473 rov. 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 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 ANSI1rPI1 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 nlss fuss Type Qty Ply Montana Res. J40106 D09 Half Hip 1 T23163427 1 Job Reference (optional) 6.430 s Nov 30 2020 Mrrek Industdes, Inc. Fri Mar 12 19:44:58 2021 Pagel ID:U54OJczP8flrDRthpHnGlnyoz50-ZpSoHsPYObeuRPiYeKp2e2cwgHwcGJFjAvtv4JzbaNp 1 4 8 2 3 0 6-10-0 11-0-0 13-0-0 15 4-11 1 4-8 2 3 0 4-7-0 4-2-0 2 0-0 2-4-11 4x4 = 3x6 = Scale = 1:39.0 Ib 3x4 = 1x4 II 2x4 II lx4 II 230 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.82 BC 0.69 WB 0.36 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) 0.57 3-12 >318 240 Vert(CT) -0.80 3-12 >229 180 Horz(CT) 0.35 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 92 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 3-9: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-4-11, 2=0-8-0 Max Horz 2=457(LC 7) Max Uplift 7=354(LC 5), 2=-458(LC 8) Max Grav 7=661(LC 13),2=732(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-537/174, 34=1144/618, 4-5=602/351, 5-6=-484/356, 7-9=674/357, 6-9=-687/386 BOT CHORD 3-12=-721/1220 WEBS 3-14=-132/292. 4-12=-759/495, 6-12=364/766 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. ll; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) Plates checked for a plus or minus 0 degree rotation about its center. Sealed by Magid, Michael, PE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 7): This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 lb uplift at joint 7 and 458 lb uplift at document are not Considered joint 2. signed and sealed and the 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 signature must be verified sheetrock be applied directly to the bottom chord. On any electronic Copies. LOAD CASE(S) Standard Michaels. Magid PE Nd.53881 MITOMSA, lnc, FL CeR 6634 6804 Parkefast Blvd. Tampa EL 3360 Date, March 12,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119f2020 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 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 of trusses and truss systems, see ANS11rP/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 Montana Res. T23183428 J40106 D10 Half Hip 1 1 Job Reference (optional) mast writ Iuss, n. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:36 2021 Page 1 ID:U54OJczPBflrDRthpHnGlnyoz50-gYAQyQrZL111Cko3jQ8ztT41PbOfpeSXurTSXNzbklz 1 4-8 2-3 0 5-10-0 9-0-0 13-0-0 15-8-0 1-4-8 2-30 3-7-0 3-2-0 4-D-0 2-8-0 2x4 3x4 = — " 4x4 = 3x6 = Scale: 3/8"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.52 13 >354 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.69 3-12 >270 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 89 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=379(LC 7) Max Uplift 7=-356(LC 5), 2=468(LC 8) Max Grav 7=636(LC 13). 2=741(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-17=-491/172, 3-4=-1378/727, 4-5=-880/497, 5-6=-749/483, 7-9=-619/365, 6-9=-578/389 BOT CHORD 3-12=-835/1440 WEBS 3-14=-133/289, 6-12=-436/818, 4-12= 730/427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=356, 2=468. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michabl S.1agid PE Nd.53681 MiTek USA, Inc. FL Gert rAU 6904`Parke Eact`Blvd. Tampa FL 3360 Date: March 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5119/2020 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 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 ANSUTPI1 Duality Criteria, DSB-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 Type City Ply Montana Res. TD'1u1SG �HALFHIPGIRDER T23183429 J40106 I__. — 1 Job Reference (optional) 2x4 st f fuss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:37 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-IkkoAlsB6LtuquMFH7fDPhcAp7o4Y5_g7VD73gzbkly 1 4 8 2-3-0 7-0-0 11-3-0 13-0-0 15-8-0 1 4 8 2-3.0 4-9-0 4-3-0 1-9-0 2-8-0 4x8 = 20 1x4 II 3x6 = 21 22 6 Scale = 1:30.4 3x6 = II 3x4 = ix4 u 1x4 II — 2-3-0 15-8-0 I§ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.37 14 >503 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.43 14 >432 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.23 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 192 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, 4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 3-9: 2x6 SP DSS WEBS 2x4 SP No.3 `Except* 6-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=301(LC 7) Max Uplift 7=-1058(LC 5), 2=845(1_C 8) Max Grav 7=1632(LC 29), 2=1325(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-18=-827/417, 3-4=-3225/1909, 4-5=2038/1308, 5-6=2038/1308, 7-9=-1608/1047, 6-9=-1467/1012 BOT CHORD 3-13=-1855/2940, 12-13=-191013037 WEBS 3-15=-282/512,4-13=-924/1631,4-12=1106/636,5-12=353/338,6-12=-1380/2223 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 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered 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 7-16; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber bOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component, 6) Provide adequate drainage to prevent water ponding. 7)'Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=1058,2=845. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael.$. Magid PE No.53681 MiTek USA; Go. -FL Ceff 6634 6904 Parke East Blvd. Tampa FL 33610 Pate: March 122021 ®WARNING - Verity rlosign parameters and READ NOTES ON THIS AND INCLUDED fv11TEK REFERENCE PAGE 1,1II-7473 rev. 511912020 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 Montana Res. J40106 D11 G HALF HIP GIRDER 1 T23183429 _ _ r m, „ Job Reference (optional) --- ---- _ tf.43l1 9 Mar 4 2U21 MI IeK Industries, Inc. Fri Mar 12 07:45:37 2021 Page 2 NOTES- ID:U540JczP8fl rDRthpHnGlnyoz50-IkkoAlsB6LtuquMFH7fDPhcAp7o4Y5_g7VD73gzbkly 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 168 lb up at 7-0-0, 79 Ib down and 48 lb up at 9-0-12, 79 lb down and 48 lb up at 11-0-12, and 217 lb down and 214 lb up at 13-0-12, and 201 lb down and 208 lb up at 15-0-12 on top chord, and 687 lb down and 471 lb up at 7-0-0, 249 lb down and 176 lb up at 9-0-12, and 249 lb down and 176 lb up at 11-0-12, and 83 lb down and 28 lb up at 13-0-0 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=60, 4-6=60, 14-17=-20, 3-10=-20, 7-11=-20 Concentrated Loads (lb) Vert: 13=-638(F) 12=228(F) 21=-128(F) 22=-146(F) 23=228(F) 24=-62(F) WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rov. 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 bulking 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 ANSVTP/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 Montana Res. T23183430 J40106 E01 G Hip Girder 1 1 Job Reference (optional) """"'• "•' ' ' '•" "•'�� , o.95 u s Mar 4 ZUz1 mi I eK mousines, Inc. i-n Mar 12 Uf:40:3H ZUZ1 Nage 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-nxHBN5tgse7lS 1 xRrrBSyu9NzP7fHdCgM9yZbGzbkl x 1 4 8 1 8 0 5-0-0 6 8 0 10-0-0 11-8-0 13.0-8 1-0 8 1 8 0 3,4-0 1-8.0 3 4-0 1-B-0 1 4 8 2x4 1-4-0 4x4 = 44 = axe II 3x4 = 11-8-0 Scale=1:25.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.27 9-10 >453 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.24 9-10 >500 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -MS Weight: 55 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x6 SP No.2 *Except* 4-11,5-10: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 12=0-8-0 Max Horz 12=151(LC 31) Max Uplift 7=-797(LC 8), 12=1115(LC 8) Max Grav 7=627(LC 18), 12=862(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-686/878, 3-4=-846/962, 4-5=-671/850, 5-6=-753/908, 6-7=750/924 BOT CHORD 2-12=-860/718, 11-12=-799/718, 10-11=-812/727, 9-10=800/717, 7-9=-800/717 WEBS 3-12=-563/633, 4-11=-330/238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; 8=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=797, 12=1115. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 283 lb down and 282 lb up at 5-0-0, and 283 lb down and 282 lb up at 6-8-0 on top chord, and 318 lb down and 243 lb up at 5-0-0, and 318 lb down and 243 lb pup at 6-7-4 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 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S.-Magid PE No.53681 MiTekIJSA; Gio. FL Cerf6884 W04 Parke East Blvd. Tampa,FL 33610 Data: March 19 9f191 A WARNING - Verily dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-7473 rov. 511912020 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 MOW 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 ANS/1rP11 Quality Crlterla, 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 Montana Res. T23183430 J40106 E01 G Hip Girder 1 1 Job Reference o /tonal rest u0asl I Fuss, m. Fierce, rL - 44a415, 8,430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:39 2021 Page 2 10:U540JczP8fl rDRthpHnGlnyoz50-F7rZbRuSdy7c3BWe0YihU6YjpSuO4Szbpi67izbklw LOAD CASE(S) Standard -Uniform Loads (plf) Vert: 14=60, 4-5=60, 5-8=60, 15-18=-20 Concentrated Loads (lb) Vert: 4=-67(B) 5=-67(B) 11=-122(B) 10=-122(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED N11TEK 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 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 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 ANSUTP/f Quality Criteria, OSS-89 and SCSI Building Component Safatylnformation 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 Montana Res. T23183431 J40106 MV2 Valley 3 1 E Job Reference (optional) as, Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:40 2021 Page 1 ID:U54OJczP8fl rDRthpHnGlnyoz50-jJPxonu4OGFThL5gyGDwl JEwjC_CIYx6pTRfg9zbkl v 2-0-0 2-0-0 Scale = 1:7.8 2x4 G LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 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 FBC20201rP12014 Matrix-13 Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Harz 1=43(LC 8) Max Uplift 1=-21(LC 8), 2=-47(LC 8) Max Grav 1=58(LC 13), 2=51(LC 13), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 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 100 lb uplift at joint(s) 1, 2. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MITek USA, tncJFL'C&(6634 9909 Parke East6lvd, Tampa FL 33910' Date: March 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED l ITEK REFERENCE PAGE Mil-7473 rev. 511412020 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 ANS)?P/t 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 PlyTjob ontana Res. T23183432 J40106 MV4 Valley 3 Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:40 2021 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50 jJPxonu4OGFThL5gyGDwlJEsmCxVlYx6pTRfg9zbkly 4-0-0 4-0-0 2x4 4 2x4 II 2 Scale=1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 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 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 14 lb FT = 0% 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=127(LC 5) Max Uplift 1=-70(LC 8), 3=-79(LC 5) Max Grav 1=131(LC 13). 3=157(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael'S. Magid PE No.53881 Mi rek ijSA,'InC;FL Ceif 6634 88174 Park@ East8lvtj. Tampa F. L 33810 Date: March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bill-7473 rov. 5f19/2020 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 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-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suhe 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply71JM.b ntana Res. T23183433 J40106 MV6 Valley 2 Reference o lional Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:41 2021 Page 1 ID: U54OJczP8fl rDRlhpHnGlnyoz50-B WzJ?7vigZNJJVgOWzk9aXnuvcBrU?BG27BDCbzbkl u 2x4 11 3 2x4 i 2x4 II Scale=1:18.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.58 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 FBC2020/rP12014 Matrix-P Weight: 21 lb FT = 0% 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=6-0-0, 3=6-0-0 Max Horz 1=205(LC 7) Max Uplift 1=-114(LC 8), 3=128(LC 5) Max Grav 1=213(LC 13),3=253(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) except (jt=lb) 1=114, 3=128. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MichW S. Magid PE No.53681 MiTek.l7SA, r6c.'FL GeR:6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 12,2021 ®WARNING - Vodfy design parameters and READ NOTES ON THIS AND INCLUDED Ir11TEK REFERENCE PAGE Mlt-7473 rov. 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 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 ANSIITP11 quality Crlterla, 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 Montana Res. J40106 MV8 Valley 2 1 T23183434 Job Reference (optional) ....... 8.43U s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:42 2021 Page 1 ID: U540JczP8fl rDRthpHnGInyoz5O-fiXhDTwKwtVAwfFC4gFO6kKBbOdhO ROPHnwmkl zbkl t 8-0-0 B-0-0 2x4 II 3 2x4 i 1x4 54 1 2x4 II Scale = 1:24.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight: 31 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=283(LC 5) Max Uplift 1=-18(LC 9). 4=-91(LC 5), 5=280(LC 8) Max Grav 1=128(LC 14). 4=151(LC 13), 5=425(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-334/307 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) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=171t; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=280. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.63681 Well USk Irio.-FL Cert'6634 Oh4l Parke East Blvd, Tampa FL33816 Diite: March 12,2021 ® 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 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/rP11 Duality 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 ss Truss Type Qty Ply Montana Res.T23183435 TM-v J401061 0 GABLE 2 1 Job Reference (optional) rr. r161CO. rL - avow, 6.43U s Mar 4 2U21 MiTek Industries, Inc. Fri Mar 12 07:45:39 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-F7rZbRuSdy7c3B WeOYihU6icepYK047zbpi67izbklw 10-0-0 10-0-0 2x4 2x4 11 4 2x4 II Scale=1:31.0 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 0.58 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 41 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0, 4=10-0-0, 5=10-0-0 Max Horz 1=361(LC 5) Max Uplift 1=-50(LC 8), 4=-88(LC 5), 5=361(LC 8) Max Grav 1=194(LC 14), 4=128(LC 13), 5=548(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-26B/171 WEBS 2-5=-421/365 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) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=361. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael &Magid PE Nd.53661 MiTek.C1SAi Eric-TI. Gert;6634 6604 Barke.Eact 81lvd.,Tampa FL 33610 Date: March 12,2021 ® WARNING - Verify design paranroters and READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ^ Design valid for use any with MT00 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 andfor 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 of trusses and buss systems, see ANSI/TPI10uality Criteria, OSB-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 Type Qty Ply Montana Res.T23163436 T J40106 Piggyback 8 1 Job Reference (optional) Cass Coast Truss, Ft. Pierce, FL-;m4u, 2x4 = 1x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BC LL 0.0 Rep Stress Incr YES BC DL 10.0 Code FBC2020frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=3-1-6, 4=3-1-6, 6=3-1-6 Max Horz 2=50(LC 7) Max Uplift 2=-106(LC 8), 4=106(LC 8), 6=-26(LC 8) Max Grav 2=102(LC 1), 4=108(LC 14), 6=113(LC 1) 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:42 2021 Page 1 ID:U54OJczP8fl rDRthpHnGlnyoz50-fiXhDTwKwtVAwfFC4gFO6kKGVOgoDSEPHnwmkl zbkl t 4x4 = 2x4 = Scale = 1:10.2 CSI. DEFL. in floc) Well Ud PLATES GRIP TC 0.03 Vert(LL) 0.00 4 n/r 120 MT20 244/190 BC 0.02 Vert(CT) 0.00 4 n/r 120 WB 0.01 Horz(CT) 0.00 4 file file Matrix-P Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 6 except at=lb) 2=106, 4=106. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE Nd.53W Mn`0k QSA IAc.'FL Cert,66U 8694 Parke East BI4 Tampa EI.,3360 Data;: March 12,2021 -- ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 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/rPlf 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 Qly Ply Montana Res. T23183437 J40106 PB02 Piggyback 1 1 Job Reference o tional ----• • •---•• •••• - "�� 0.40U 5 Mar 4 ZUZ-I IVII I eK Inausines, Inc. rn mar Ira U/:40:4d ZUZI rage I ID: U54OJczP8fl rDRthpHnGlnyoz50-7u53QpxyhBdl YpgPdOmdfysRFQ01 yvUZWRgKGTzbkl s 2-1-8 2-10-8 5-0.0 2-1-8 0-9-0 2-1-8 a Scale = 1:10.2 2x4 = 1x4 II 2x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 13 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. WEBS 2x4 SP No.3 REACTIONS. (size) 2=3-1-6, 4=3-1-6, 6=3-1-6 Max Horz 2=-50(LC 6) Max Uplift 2=-106(LC 8), 4=-106(LC 8), 6=-26(LC 8) Max Grav 2=102(LC 1). 4=108(LC 14), 6=113(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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 6 except (jt=lb) 2=106, 4=106. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building This item has been designer. electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the - signature must be verified on any electronic copies. Michael`s; Magid PE No.53681 MiTek (15A; Ino.*L Ce!*U 660arke East 91vd. Tampa FL 33610 Data:. March 12,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED tv11TEK REFERENCE PAGE 1,111-7473 rov. 517912020 BEFORE USE. Design valid for use only with MiTeks 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 ANSUTPII 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 es. J40106 P 003 Piggyback 1 1 T23183438 FJobReference ___� r �, _ _ (optional) III , - r1011itl, rL-J4V46, 2x4 = 1x4 II 4x8 = 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:44 2021 Page 1 3fl rDRlhpHnGlnyoz50-b4fSe9yaSUluAyPbB5HsB9Pc7gMGhMjik5Ptpwzbk1 r 5-0-0 2x4 = Scale = 1:9.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 4 n/r, - 120 BCLL 0.0 Rep Stress [nor YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 13 ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 REACTIONS. (size) 2=3-1-6, 4=3-1-6, 64-1-6 Max Horz 2=-50(LC 6) Max Uplift 2=-106(LC 8), 4=106(1_C 8), 6=-26(LC 8) Max Grav 2=102(LC 1), 4=108(LC 14), 6=113(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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 6 except (jt=lb) 2=106,4=106. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MichadI.S Magid PE No.536111 MiTek'OS/� Inc. -FL C6it'663d 6804_Parke.EaifBlvd. Tampa FL 33816 Data; March 12,2021 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED h117EK REFERENCE PAGE Atll-7473 rov. 5I19/2020 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 �w 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 of trusses and truss systems, see ANSIMP/1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parkrk East Job Truss Truss Type City Ply Montana Res. T23183439 J40106 ZCJ1 Jack -Open 15 1 Job Reference (optional) v aaa• ilu55, rl. r=—, r L - 0 UW, 6.43u s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:45 2021 Page 1 ID: U54OJczPBfl rDRthpHnGlnyoz50-3HDgrUyDDotlo6—nlpp5kNyjODh3QoAszl9QLMzbk1 q 0-11 0-11-4 Scale =1:7.9 0-11-4 0-11 a3 Plate Offsets (X,Y)— [1:0-1-10 0-1-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 6 >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 FBC2020frP12014 Matrix -MP Weight: 7 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=94(LC 8) Max Uplift 3=-5(LC 1), 2=-238(LC 8), 4=19(LC 1) Max Grav 3=26(LC 8). 2=185(LC 13), 4=53(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) 3, 4 except Qt=lb) This item has been 2=238. electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the • signature must be verified on any electronic copies. Michael S Magid PE No.53681 MiTek?l1SA `Ind TL Oert'6634 6904Parke Earsi6W. Tampa FL 3364 Date: March 12,2021 -- WARNING • Vudfy dostgn parameters and READ NOTES ON THIS AND INCLUDED tr117EK REFERENCE PAGE MII-7473 rov. 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 appllcabllity of design parameters and properly Incorporate this design Into the overall bulking 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 of trusses and truss systems, see ANSUTPII 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 Montana Res. T23183440 J40106 ZCJ1A Jack -Open 1 1 _ Job Reference o tional 0.4Ju S Mar 4 ZUZI MI I eK Industries, Inc. Fri Mar 12 07:45:45 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-3HDgrUyDDotio6—nlpp5kNyjODh3QoAszl9QLMzbkl q 0-11.4 0-11-4 Scale = 1:7.9 Plate Offsets (X,Y)— (1:0-1-10,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a file BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 2=0-3-8 Max Horz 2=94(LC 8) Max Uplift 3=-5(LC 1). 4=-19(LC 1), 2=-238(LC 8) Max Grav 3=26(LC 8), 4=53(LC 8). 2=185(LC 13) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) This item has been 2=238. electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the • signature must be verified on any electronic copies. Michael"S. Magid PE No.53681 MiTek-USA; Iric.-FL Cert 6634 i904 Parke EactBivd. Tampa Fl 33910' Dato; March 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED Ir11TEK 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 verity 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 chard 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 ANSIMP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Montana Res. T231B3441 J40106 ZCJ3 Jack -Open 9 1 Job Reference (optional) use, Pi. Pierce, FL - sgego, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:46 2021 Page 1 ID:U540JczPBflrDRthpHnGlnyoz50-YTmC3gzr 6?cPGZ JWKKHaUumdOL9FQ?COu_tozbklp 2-11-4 2-11-4 2x 2-11-4 Scale = 1:12.9 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 0.27 Vert(LL) -0.00 4-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-8 >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 FBC2020fTP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=155(LC 8) Max Uplift 3=-61(LC 8), 2=-195(LC 8), 4=-1(LC 5) Max Grav 3=81(LC 13), 2=224(LC 13), 4=49(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 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 eapable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=195. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No,63651 MiTekalSA Ind. FL Ge'0;i834. 8904 Parke East 9lvd.%Tampa EL 33610 March 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rev, 51IR12020 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 �F 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP1f Quality Crfterfa, DSB-69 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 Montana Res.' T23183442 J40106 ZCJ3A Jack -Open 1 1 Job Reference (optional) rr. 11.1.n, rL - oyavo, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:46 2021 Page 1 ID:U54OJczPBflrDRlhpHnGlnyoz50-YTmC3gzr_6?cPGZ JWKKHaUr8dvW9Fp?COu_tozbklp 2-11-4 2-11-4 Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, S=Mechanical, 6=D-8-0 Max Horz 6=155(LC 8) Max Uplift 4=-85(LC 1), 5=-120(LC 1), 6=-589(LC 8) Max Grav 4=104(LC 8), 5=161(LC 8), 6=517(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-271/316 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 npnconcurrent 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 100 lb uplift at joint(s) 4 except Qt=lb) 5=120, 6=589. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaelt9 Magid PE Nd.'33681 Mrrok(USA Inc: FC Gert @634. 6964Parke East 9lvd..Tanfpa FL 33616 Dater March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Iv111-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTekO 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 chard 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 fabrleation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 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 PlyTjob ntana Res. T23183443 J40106 ZCJ3T Jack -Open 5 Reference (optional) a-1 wasr r r use, Fi. Fierce, FL - 34e4o, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:47 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-0fKaGA_TIP7T1 Q7AsErZpol3W1 Mbui58Q2eXPFzbkl o 2-11-4 2-11-4 Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.01 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 6 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.04 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=155(LC 8) Max Uplift 4= 54(LC 8), 2=-194(LC 8) Max Grav 4=117(LC 13), 2=228(LC 13), 5=21(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=4911; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) 4 except (jt=lb) 2=194. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael.S, Magid PE Nd:53681 MiTek fJSA Jna..FL Cerf6634 6904 Parke Easi vci. Tampa:FL 3360 Date: March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 rov. 6119/2020 BEFORE USE. ' Design valid for use any with Mrreks 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?P/f Quality Criteria, DS19-89 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 Qty Ply Montana Res. T23183444 J40106 ZCJ3TA Jack -Open 1 1 Job Reference (optional) cast L uast Truss, rt. rlerce, rL --Mqb, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:48 2021 Page 1 I D: U54OJczP8fl rDRthpHnGlnyoz50-UsuyTW75WjFKfaiMQxMoM7aEGRigd9LlfiN5yhzbkl n 2-11-4 2-11.4 Scale=1:12.9 V d, a 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 0.27 Vert(LL) -0.01 6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 16lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 2=0-3-8 Max Horz 2=155(LC 8) Max Uplift 4=-54(LC 8). 2=-194(LC 8) Max Grav 4=117(LC 13),5=21(LC 3),2=228(LC 13) 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 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) 4 except Qt=lb) 2=194, This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S Magid PE No,53681 MiTekdSA fnc.TL ceit6834 .8909 Parka Easfdl d, Tampa FL 3361D t7afd: March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 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 �w 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP1f 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 Montana Res. T23183445 J40106 ZCJS Jack -Open 6 1 Job Reference (optional) E-1 wdsr r fuss, Ft. Fierce, FL - agago, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:49 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-y2S Lhs7jH1 NBGkHZ—ftl uD6MwrzjMcARuM7eU7zbkl m 4-11-4 4-11-4 Scale = 1:17.8 2X4 = 4-11.4 Plate Offsets (X,Y)— [1:0-3-6,0-2-6) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.03 4-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a file BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=217(LC 8) Max Uplift 3=127(LC 8). 2=211(LC 8), 4=-4(LC 8) Max Grav 3=153(LC 13), 2=300(LC 13), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) 4 except (jt=lb) This item has been 3=127, 2=211. electronically signed and 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 sealed by Magid, Michael, PE . sheetrock be applied directly to the bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the - signature must be verified on any electronic copies. Miahael:9: Magid PE No.53681 MiTek I SA Jnc,'FL'Cert'6634 6964.Parke East 9lvd. Tampa FL 33610' 0ato: March 12,2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED hIITEK 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 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 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdealion, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTFIf 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 Montana Res.T23183446 T J40106 Jack -Open 5 1 Job Reference (optional) ri. rwicv, FL - oyayo, 5.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:49 2021 Page 1 ID: U54OJczPBfl rDRthpHnGlnyoz50-y2SLhs7jH1 NBGkHZ_ftl uD6lKr?aMcNRuM7eU7zbkl m 1 4 8 2.8-0 4-11-4 1 4 8 2-8-0 2-3.4 Scale=1:17.8 2x3 = LOADING (psf) SPACING- 2-0-0 CS. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.13 6 >444 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.16 6 >363 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 22 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=217(LC 8) Max Uplift 4=-138(LC 8), 2=208(LC 8) Max Grav 4=194(LC 13), 2=309(LC 13), 5=61(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. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) except Qt=lb) 4=138, 2=208. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, tnc.'FL C46634 6864'0arke EastBivd. Tampa FL 33810 Data: March 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 applicabllity, 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 ANSI/rPH 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 Type Qty Ply Montana Res.T23183447 F J40106 Jack -Open 1 1 Job Reference o lional otiativ, ti.43U s Mar 4 ZU21 MII eK Industries, Inc. Fri Mar 12 07:45:50 2021 Page 1 ID: U540JczP8fl rDRlhpHnGlnyoz50-QEOjuCOL2KV2utslYMOGRQfS4ELp53cb7OsBOZzbk11 2-8-0 4-11.4 2-8-0 2-3.4 2x3 = 2-8-0 Scale = 1:17.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.13 6 >444 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.16 6 >363 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 22 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 2=0-3-8 Max Horz 2=217(LC 8) Max Uplift 4=138(1_C 8), 2=208(LC 8) Max Grav 4=194(LC 13), 5=61(LC 3), 2=309(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=138, 2=208. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 Well USA; ihe.TL Csrt 6634 *4 Parke Eaat9lvd..Tampa FL 33610' Data: March 12,2021 ® WARNING . Verify dosign parameters and READ NOTES ON THIS AND INCLUDED 111TEK REFERENCE PAGE t111-7473 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 passible personal Injury and property damage. For general guidance regarding the MiT®k` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 quality Criteria, DSB-99 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 Qty Ply Montana Res. T23183448 J40106 ZEJ2 Jack -Open 4 1 Job Reference (optional) east l;oasl 1 russ, 1-1. Pierce, t-L - 34b4ti, 8,430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:51 2021 Page 1 ID:U54OJczPBflrDRthpHnGlnyoz50-uRa56Y1zpedvW1Rx53vV eBkVeiQgWfkLgclZOzbklk -1-4-8 1-10-8 ~ 14-8 1-10-8 Scale = 1:10.2 V IS REQUIRED TO PROVIDE IED BY OTHERS, AT BEARINGS =T AND MAX HORZ. REACTIONS SPECIFIED BELOW. Plate Offsets (X Y)— [1:0-1-10,0-1-01, [2:0-4-8,0-0-81 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 0.27 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical Max Horz 3=461(LC 8), 4=584(LC 8) Max Uplift 3=-286(LC 8) Max Grav 3=232(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-545/422 BOT CHORD 2-4=-360/584 NOTES. 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 This item has been will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. electronically signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by Magid, Michael, PE 3=286. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the ., signature must be verified on any electronic copies. Michael_ S: Magid PE No,53681 MiTek USA, Go. FL GerE86U 8804 Parke East 81vd. Tampa FL 33810' Date: March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. $11912020 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suits 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Montana Res. T23183449 J40106 ZEJ2A Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 a Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:51 2021 Page 1 ID:U54OJczP8flrDRlhpHnGlnyoz50-uRa56Y1zpedvW1Rx53vV eBivej5gVWkLgclZOzbklk 1-10-8 1-10.8 Scale = 1:9.3 2x3 = SPECIAL CONNECTION IS REQUIRED TO PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ, REACTIONS SPECIFIED BELOW. 1-10-8 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 6 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=143(LC 1), 3=190(LC 8) Max Uplift 2=-169(LC 8) Max Grav 2=149(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-10-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=3.Opsf; h=17ft; 8=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) except (jt=lb) 2=169. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaol S Magid PE No.63681 MiTek I]SA, '6e :FL'Cait 6634 404 Parke East 8lvd..Tampa FL 3367g b9td: March 12,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED f 11TEK REFERENCE PAGE MII-7473 rev. 5119t2020 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 WOWIs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcaaon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 r Tampa, FL 36610 Job Truss Truss Type Oty Ply Montana Res., T23183450 J40106 ZEJ5 Jack -Open 2 1 Job Reference o floral East Coast r russ, m. tierce, FL - 44y415, 8.430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:52 2021 Page 1 ID: U54OJczP8fl rDRlhpHnGinyoz50-Md8TJu2cZymm7BO7fnRkWrksx2—FZzvuaKLl5Szbklj -14-8 }_ 5-0-0 1 4 e 5-0-0 —� Scale = 1:18.0 2x4 = 5-0-0 Plate Offsets (X,Y)— [1:0-1-10,0-1-01 LOADING (psf) SPACING- 2-0-0 csl. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.09 4-8 >673 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.08 4-8 >783 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=219(LC 8) Max Uplift 3=-147(LC 8), 2=322(LC 8), 4=-97(LC 8) Max Grav 3=142(LC 13), 2=291(LC 1). 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 girders) 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) 4 except (jt=lb) This item has been 3=147, 2=322. electronically signed and 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 sealed by Magid, Michael, PE sheetrock be applied directly to the bottom chord. using a Digital Signature. . Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael 'S: Magid PE No.63681 MiTek'USA; Inc. fL Car("8634 8804 Parke East Blvd. Tampa FL 33810 Data: March 12,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-7473 rev. 511912020 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 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, seb ANSI/TPil 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 Type Qty Ply7JC ontana Res, TZE T23183451 J40106 Jack -Open 31 bReference o tional rest toast 1 russ, m. tierce, t-L - s4a4ti, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:53 2021 Page 1 ID: U54OJczP8fl rDRthpHnGlnyoz50-gphrXE3EKFucILbKDUyz33H?fSDiIQ91 p_5sduzbkl i 1 4 8 7-0-0 7-0-0 2x2 3x3 = Scale=1:22.8 Plate Offsets (X,Y)— [1:0-1-10,0-1-01, [2:0-0-12 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.15 4-8 >545 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.22 4-8 >377 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=281(LC 8) Max Uplift 3=-193(LC 8), 2=236(1_C 8), 4=-8(LC 8) Max Grav 3=229(LC 13), 2=383(LC 13), 4=123(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 100 lb uplift at joint(s) 4 except (jt=lb) This Item has been 3=193, 2=236. electronically signed and 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 sealed by Magid, Michael, PE sheetrock be applied directly to the bottom chord, using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, Michael-S. Magid PE No.53881 MiTek USA, IAc.TL Oert'6834 6964 Parke EaI;f61vci. TampiFL 33k' Dilia:. March 12,2021 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 end/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/TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20B01 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply Montana Res. T23183452 J40106 ZEJ7A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 Is Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:53 20Z1 Page 1 ID:U54OJczP8flrDRthpHnGlnyoz50-gphrXE3EKFucILbKDUyz33Hw5SNyIPE1p_5sduzbkli -113-8 4-4-8 6-0-0 7-0-0 1.3-8 4-4-8 1-7-8 1-0-0 Scale = 1:23.1 2x2 2x3 = 4-4-8 4-4-8 1-7-8 1-0.0 Plate Offsets ( ,Y)—[1:0-1-6,0-1-01,17:0-5-4,0-2-12j LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.06 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.07 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.02 6 n/a rile BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 39 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. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 5=11ilechanical, 2=0-8-0, 6=Mechanical Max Horz 2=281(LC 8) Max Uplift 5=-199(LC 8), 2=236(LC 8) Max Grav 5=322(LC 13), 2=385(LC 13), 6=22(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/52 BOT CHORD 2-10=-182/308, 4-7=-266/499 WEBS 7-10=-226/383, 3-7=-408/239 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Magid, Michael, PE 7) Refer to girder(s) for truss to truss connections. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except (jt=lb) Printed copies of this p 5=199, 2=236. 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 document are not considered sheetrock be applied directly to the bottom chord. signed and Sealed and the • signature must be verified on any electronic copies. Michael S. Magid PE N6.53661 MITek USA, Inc. FL Cert 6.634 69D4 Parke East Blvd. Tampa FL 3361.0 Data: March 12,2021 -- ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE tN11-7473 rev. 611912020 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 ANSI/TPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job s Truss Type qty Piy Montana Res.T23183453 FZE J40106 7.T Jack -Open 9 1 Job Reference (optional) real roast I Fuss, t•t. rieme, FL - 34y4b, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:54 2021 Page 1 ID:U54OJczPBflrDRthpHnGlnyoz50-JOFEkZ3s5ZOTNVAWnCTCbGpBJscC1snAlegP9Lzbklh 1 4 8 2 8 0 4-7-8 7-0-0 1 4 8 2 M 1-11-8 2-4-8 —� Scale = 1:23.1 24 2x4 = 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.19 8 >443 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.23 8 >358 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 32 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=281(LC 8) Max Uplift 5=-43(LC 8), 2=-233(LC 8), 6=-156(LC 8) Max Grav 5=33(LC 13), 2=395(LC 13), 6=289(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-369/163 BOT CHORD 3-7=-305/424 WEBS 4-7=-490/352 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.0psf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 jive 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 100 lb uplift at joint(s) 5 except (jt=lb) 2=233, 6=156. 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. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MichaeLS: Magid PE No.63681 MiTek GSA; Inc.%FLCeif6634 6904 Parke Ealif 61ed. Tampa FL 3360 M*:' March 12,2021 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED r 11TEK REFERENCE PAGE kill-7473 rev. SM 9/2020 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 ANSI1TP11 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 Qty Ply Montane Res. T23183454 J40106 ZHJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Cast L,0851 1 russ, K. rlerce, t-L - s4kl4b, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:55 2021 Page 1 ID: U54OJczPBfl rDRthpHnGlnyoz50-nCpcxv4Ust8K_fliKv_R8UMPOF26mJhKGlayinzbkl g -1-115 3-8-10 7-0-2 1-11-5 3-8.10 3-3-8 Scale=1:17.6 3-8-10 3-3-8 Plate Offsets (X,Y)— [1:0-0-010-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 34 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=Mechanical Max Horz 2=218(LC 24) Max Uplift 4=-75(LC 8), 2=-478(LC 8). 5=-211(LC 8) Max Grav 4=97(LC 28), 2=361(LC 1), 5=205(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-663/329 BOT CHORD 2-7=386/504, 6-7=386/504 WEBS 3-6=-555/425 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 6) Refer to girder(s) for truss to truss connections. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (it=lb) sealed by Magid, Michael, PE 2=478, 5=211. $) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 95 lb up at using a Digital Signature. 1-4-15, 123 lb down and 95 lb up at 1-4-15, and 190 lb down and 170 lb up at 4-2-15, and 133 Ib down and 94 lb up at 4-2-15 on Printed copies of this rneco p top chord, and 215 lb down and 148 lb up at 4-2-15, and 93 lb down and 4 lb up at 4-2-15 on bottom chord. The design/selection document are not considered of such connection device(s) is the responsibility of others, signed and Sealed and the 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Signature must be Verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Michael.S.•Mayid PE No.53681 MITek'6SA [ric, FL Cert'6634 Uniform Loads (plo Vert: 14=60, 5-9=20 6604.Parke Eastlvd. Tampa FL 33610 Ditto: March 12.2021 tin 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 511912020 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 ANSI?PI1 Que9ty 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 Qty Ply Montana Res. T23183454 J40106 ZHJS Diagonal Hip Girder 2 1 Job Reference (optional) cam wear i use, rr. rrerce, rL - atisvo, 6.4UU S Mar 4 ZUZ1 MI I eK Industnes, Inc. Fn Mar 12 U7:4b:bb 2U21 Page 2 ID:1J54OJczP8flrDRthpHnGlnyoz50-nCpcxv4UstBK fliKv_RBUMPOF26mJhKGlayinzbk1g LOAD CASE(S) Standard 'Concentrated Loads (lb) Vert: 13=63(F) 14=65(F=69, B=-4) ® WARNING - Verily design paramoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 verily 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 ANSI/17PI1 Quality Criteria, DSB-89 and SCSI Building Component Safeiylnformatlon 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 Montana Res. �ZHJ7 T23183455 J40106 Diagonal Hip Girder 3 1 Job Reference (optional) Last Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:56 2021 Page 1 ID: V54OJczP8fl rDRlhpHnGlnyoz50-FON_9F56dAGBcoJvudVghhvYJfLfViPTVyJ WEDzbkl f -1-1111-5 5-1-9 9-10-1 1-75 5-1-9 1 4-8-7 3x4 = rrmr y 9-10-1 Scale=1:22.8 0 Lh 05 LOADING (psf) TCLL 20.0 TCDL 10.0 SCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TIC 0.46 BC 0.50 WB 0.35 Matrix -MS DEFL. in Vert(LL) -0.07 Vert(CT) -0.08 Horz(CT) 0.01 (loc) Vdefl Ud 8-12 >999 240 7-8 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-13 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=280(LC 8) Max Uplift 5=-145(LC 8), 2=-470(LC 8), 6=-214(LC 8) Max Grav 5=151(LC 28). 2=555(LC 28), 6=382(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-958/417 BOT CHORD 2-8=-545/818, 7-8=545/818 WEBS 3-8=-31/273, 3-7=-888/592 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate,grlp DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, 6) Refer to girder(s) for truss to truss connections. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) sealed by Magid, Michael, PE 5=145, 2=470, 6=214. using a Digital Signature. .8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 95 lb up at Printed copies of this P 1-4-15, 123 lb down and 95 lb up at 1-4-15, 133 lb down and 94 lb up at 4-2-15, 133 lb down and 94 lb up at 4-2-15, and 185 lb down and 170 Ib up at 7-0-14, and 185 lb down and 170 lb up at 7-0-14 on top chord, and 50 lb down and 47 lb up at 1-4-15, 50 lb document are not considered down and 47 lb up at 1-4-15, 29 lb down and 10 lb up at 4-2-15, 29 lb down and 10 lb up at 4-2-15, and 49 lb down and 20 lb up at signed and sealed and the 7-0-14, and 49 lb down and 20 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the signature must be verified responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). any eleCtfOnIC copies. On any nic co Mi ihaMagid PE 881 LOAD CASE(S) Standard MiTek OSA, inc,-FL Geit;6634 89104 Parke East l lvd, Tampa'FL 3360' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Data.: March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 WOWis ahvays 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 ANSLITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Montana Res. T23183455 J40106 ZHJ7 Diagonal Hip Girder 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 4 2021 MiTek Industries, Inc. Fri Mar 12 07:45:56 2021 Page 2 ID: U540JczP8fl rDRlhpHnGlnyoz50-FON_9F56dAGBcoJvudVghhvYJfLfViPTVyJ WEDzbkl f LOAD CASE(S) Standard 'Uniform Loads (plf) Vert: 1-5=-60, 6-10=20 Concentrated Loads (lb) Vert: 15=-81(17=40, B=-40) 16=61(F=30, B=30)17=-9(F=-4, B=4) 18=60(1`=-30, B=30) WARNING - Vority design paramoters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. k® Design valid for use only with MiTeconnectors. 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 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 ANS11TP/1 Quality Cdterfa, 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. Tempe, FL 36610 Job Truss Truss Type Qty Ply Montana Res. T23183456 J40106 ZHJ7T Diagonal Hip Girder 3 1 Job Reference (optional) west west I rusb, Fi. Fierce, FL - J4e4b, 8'430 s Mar 4 2021 MTek Industries, Inc. Fri Mar 12 07:45:57 2021 Page 1 11--12-2-9 ID; U54OJczPBflrDRthpHnGlnyoz50bxMMb6k0002Equ5SKOvDvRdi3ZQEAudkc33mfzbkl e 3-8-8 6-7-8 9-10-15 -9 1 5 1512-11-0 3-2-8 Scale = 1:22.9 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.86 BC 0.98 WB 0.27 Matrix -MS DEFL. in Vert(LL) 0.38 Vert(CT) -0.53 Horz(CT) 0.18 (loc) Vdefl Ud 9 >310 240 9 >219 180 6 file n/a PLATES GRIP MT20 2441190 Weight: 50 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-9-8 cc bracing. 3-6: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) S=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=280(LC 8) Max Uplift 5=-77(LC 8), 2=-453(LC 8), 6=-267(LC 8) Max Grav 5=75(LC 28), 2=590(LC 28), 6=490(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-368/101, 3-4=-1331/626 BOT CHORD 3-8=-711/1223, 7-8=-712/1225 WEBS 4-8=-163/470, 4-7=1342/780 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=17ft; B=49ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members, electronically Signed and 6) Refer to girder(s) for truss to truss connections. Sealed by Magid, Michael, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) using a Digital Signature. 2=453, 6=267. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 95 lb up at Printed copies of this 1-4-15, 123 lb down and 95 lb up at 1-4-15, 168 lb down and 96 lb up at 4-2-15, 168 Ib down and 96 lb up at 4-2-15, and 219 lb document are not considered down and 188 lb up at 7-0-14, and 219 lb down and 188 lb up at 7-0-14 on top chord, and 50 lb down and 47 lb up at 1-4-15, 50 lb signed and sealed and the down and 47 lb up at 1-4-15, 2 lb down at 4-2-15, 2 lb down at 4-2-'15, and 22 lb down at 7-0-14, and 22 lb down at 7-0-14 on signature must be verified bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). n On any electronic COPIES. nic co lacagid Michael PE 881 LOAD CASE(S) Standard MiTek USA; Ino fl, Ce'R'M -Parke 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ism East 91vd. Tampa FL 33870 Date:. March 12.2021 ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1111-7473 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 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 of trusses and truss systems, see ANSIMP/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 Job Truss Type Qty Ply Montana Res.T23183456 FzT J40106 Diagonal Hip Girder 3 1 �__„_ Job Reference o tional • •---� "'- ^� 8.4du s mar 4 zvdi mi I eK Inoustnes, Inc. i-n mar 1Z Ur40:S/ ZUZ1 Page Z ID:U540JczP8flrDRlhpHnGlnyoz50 jbxMMb6k0002Equ5SKOvDvRdi3ZQEAudkc33mfzbk1e LOAD CASE(S) Standard -Uniform Loads (plf) Vert: 1-5=60, 9-12=20, 3-6=20 Concentrated Loads (lb) Vert: 16=-51(F=-25, B=-25) 17=-151(F= 76, B=-76) 18=61(F=30, B=30) 20=-5(F=-2, 8=-2) ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5/19/2020 BEFORE USE. ` Design valid for use only with MITek® connectors. This design is based any 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 ANS11TP/1 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 Symbols PLATE LOCATION AND ORIENTATION �j4" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. J�Apply plates to both sides of truss and fully embed teeth. 0-7ii 16r. &a For 4 x 2 orientation, locate plates 0- I ' 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: ANSI/TP11: 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. in 0_ O 2 U IL O F- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 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 [CC -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 0 MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-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. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfrPI 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 ANSIrrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. A