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Home My WebLink AboutTruss ( 9-20-2018 )11!__ 11�111111=y 11 ViN BACK 3/4" FOR EXT. SHEATHING. (TYPICAL) Manuf Product Qty Simpson HGUS210-2 2 Simpson HHUS266-2 5 Simpson HHUS48 4 Simpson HUS26 28 Simpson HUS28-2 8 RN39TA1111111M RE111 I EIVED SAP 2 7 2018 -S _T. Lucie County ENGINEERED TIMBER TRUSS SYSTEMS —IMF PRODUCTS 0 EIT 'IT - EAST COAST TRUSS (D 5285 ST. LUCIE BLVD. Fr. PIERCE, FL 34946 OFFICE: (772) 466-2480 FAX: (772)466-5336 • SQ FT 180 DATE 09/20/18 61G15S-31.003 (3) (c), LAST COAST TRUSS is the "Truss Design Engineer" Trusses are designed in accordance with the Florida Building Code NOTE: A By approving this placement plan(s), signatured anywhere on this sheet, the customer or his representitive acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this 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 <k COAST TRUSS. Z Signed: —Date: LL W1 ODE = FBC 2017ITP12014 ASCE 7-10 ESIGN CRITERIA =MWFRS CCUPANCY CATEGORY= KPOSURE = D IWF SPEED = 180 UILDING TYPE =ENCLOSED EAN HEIGHT: 2700 TM GRAVITY LOADS I UPI FLOOR: DUR FACTOR= 1.0 PSF=TCLL-TCDL-BCLL-BCDIL ,li-00,0-0,5.0 OOF: DUR FACTOR= 1.25 I)i!7=TCLL-TCDL-BCLL-BCDL- 20.0,15.0,0.0,10.0 J, LOADS PER FBC & FRC *NON -CONCURRENT BC ILL 10psf CONCURRENT BC STORAGE LL 20 psf ------------- MWF MAIN WIND FORCE C&C COMPONENTS AND CLADDING TOB TOP OF BEARING TIC TOP CHORD BC BOTT OM CHORD LL LIVE LOAD DL DEAD LOAD psf POUNDS PER SQUARE FOOT # POUNDS ll,rPL-rFT-MUS7-BY--7r'-'ASS-FUGO R - TWO! UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. L tX6- S IRONG BACK BRA-C ",u - 0. 1 RECOMMENDED ON FLOOR TRUSSES SPANNING 20�-O" OR MORE TION: SPANS GREATER rnXR 30 - jUST BE SET WITH A SPREADER BAR. THE PREADER BAR SHOULD BE AT LEAST 1/2 0 13 IN LENGTH AS THE SPAN OF THE TRUSS EING SET. 0000 'EFER TO BCI-B1 FOR COMPLETE RECTION AND SAFETY PROCEDURES. ALL BEAMS BY BUILDER 1- V_ 2- 4- 3- 0 4- 5- 6- (D) 7H - IS , IS , A I PLACEMENT PLAN FOR ENGfNEEREb_____ COMPONENTS AS DEFINED BY WTCA 1 - 1995. DIAPHRAMS HAVE NOT BEEN ANALYZED BY EAST CAOST TRUSS - :OR ERECTION AND INSTALLATION OF TRUSSES FOLLOW INSTRUCTIONS ON THE BCSI-131 SUMMARY SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS - - ----- -------- ------------------ __ ----------- -- ,,RACING: 1) FOR THE ERECTION BRACING FOLLOW 4STRUCTIONS ON THE BCSI-131 SUMMARY SHEETS 2) PERMANENT BRACING FOR THE STRUCTURE IS HE ESPONSIBILITY OF OTHERS. 3) INSTALL WEB BRACING AS STATED ON SEALED NGiNEERIN%'-:; TRUSS DRAWINGS. STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS PLIES AND THE ��,'ONINECTIONI INFORMATION. OUR DESIGN DEPARTMENT MUSTIAPPROVE ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ADVANCE. 9 -0 9'-4" A. F.F. 16-0" A. F.F. RECEIVED SEP 2 7 2018 ST, woe county, "Ktinq i tL.,N,(_A NEER W U TIM BER WK. - Iss -,fSTEWS P30DUCTS 0 LET EAST COAST TRUS&;_zj C*-: 5285 ST, LUCIE BLVD. FT. PIERCE FL. 349,16 M C*. OFFICE: (772)466-49.480 F&M (772)1-6f;-f-533r1 Odeh [USTOMER:Anthony OB NAME.- Odeh Residence DDRESS-12461 Indian River Drive W ITY/'COUNTY-.Jensen Beach / Martin U) < EOB # J36756 4S OB # !ODEL:Custom Re -Model ARAGE Q FT 398 ATE 09/20/18 IN ACCORDANCE WITH THE FWAIDA ADMINISTRATIVE CODE 61GISS-31.003 (3) (c), EAST COAST TRUSS is the "Truss Design Engineer" Trusses are designed in accordance with the Florida Building Code 2007 By approving this placement plan(s), ignatured anywhere on this sheet, the customer r his representitive acknowledges that this lacement plan complies with the structural intent f the project. The customer also acknowledges that this pproval authorizes EAST COAST TRUSS to ianufacture these trusses and deliver them to ,e project indicated on this drawing. The customer also acknowledges that he/she ccepts financial responsibility -for any repair, ngineering, and labor required due to errors then than those of EAST COAST TRUSS. Date: CODE: FBC 2007 w/ 09 SUPPLEMENT ASCE 7-05 _OADING: MEAN HEIGHT: MPORTANCE FACTOR= _:XPOSURE CATAGORY=C AWF SPEED- 140 M.P.H. 3UILDING TYPE.- ENCLOSED FRUSS SPACING 24" O.C. EXCEPT AS NOTE FLOOR: DUR FACTOR= 1.0 PSF=TCLL-TCDL-BCLL-BCDL 40.0,10.0,0.0,5.0 ROOF: DUR FACTOR= 1.25 PSF=TCLL-TCDL-BCLL-BCDL 20.0,15.0,0.0110.0 •N_ 9- alm ID Me I I CONCURRENT BC STORAGE LL 20 psf 0 F_ DEFINITIONS MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING F_ TOB = TOP OF BEARING 0 TC = TOP CHORD Z BC = BOTTOM CHORD LL = LIVE LOAD 0 DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT 0 # =POUNDS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. 2X6_STRONG BACK BRACING, 10�-O" O.0 _f9__ : RECOMMENDED ON FLOOR TRUSSES SPANNING 20�-O" OR MORE _rRANIX--oll - -�A(MOKSRAKSGREATEk 0UST BE SET WITH A SPREADER BAR. THE� T F"PREADER BAR SHOULD BE AT LEAST 1/2 _0 t_/3 IN LENGTH AS THE SPAN OF THE TRUS 'W"EING SET. '\"EFER TO BCI-B1 FOR COMPLETE E-RECTION AND SAFETY PROCEDURES. ALL BEAMS BY BUILDER NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES REVISIONS %+-- 0 I MIL IRON ��i u W1 a, M,!Tek 0 RE: J36756 Odeh Residence Site Information: Project Customer: Anthony Odeh Lot/Block: Address: 12461 Indian River Drive City: Jensen Beach Project Name: J36756 Subdivision: State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 180 mph Design Method: Components/Cladding ASCE 7-10 Roof Load: 45.0 psf Floor Load: N/A psf This package includes 14 individual, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15139592 e01 g 9/20/18 2 T15139593 v7 9/20/18 3 T15139594 v9 9/20/18 4 T15139595 v12 9/20/18 5 T15139596 v15 9/20/18 6 T15139597 v18 9/20/18 7 T15139598 v21 9/20/18 8 T15139599 zcj1a 9/20/18 9 T15139600 zcj1b 9/20/18 10 T15139601 z612 9/20/18 11 T15139602 zcj3a 9/20/18 12 T15139603 zc14 9/20/18 13 T15139604 zej5c 9/20/18 14 T15139605 zhj9 9/20/18 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI[TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for 'MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfrPI 1, Chapter 2. 1 of 1 ,,11(111111111�1� QU I N V F< ON ' ........ Fly'., No 68182 ;4: STATE OF. '4ss/0 N AL E� ;%%%� 11111111.10 Joaquin Velez PE N6.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 §eptgnbpr 20,2018 —note, Velez J in pk j'n j Client: Anthony Odeh S0 L I O STA RTeProject: Date: 9/20/2018 Designer: Steve Page 1 of 6 DESIGN SOFTWARE Address: Job Name: Odeh Residence Project #: J36756 LVL1 LP-LVL 2900Fb-2.OE 1.750" X 11.250" 2-Ply - PASSED Level: Level III(II IILI(I ILIIIIIII II (IIIIIIIILILII I(I((II (•(ILIL IIIII: IIII(I I(L(IIILLI((I .III III II I IIL (I (13 �14) 111/4e 1 SPF 2 SPF 3 SPF 6'1" 19,11" ' 3 1/2" 26' Member Information Reactions PATTERNED Ib (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 60 (-118) (-633) 0 0 303 (-716) Moisture Condition: Dry Building Code: IBC/IRC 2015 2 419 3748 0 0 2384 Deflection LL: 240 Load Sharing: No 3 165 1440 0 0 918 (-5) Deflection TL: 180 Deck: Not Checked Importance: Normal Temperature: Temp — 100eF Bearings General Load Floor Live: 20 PSF Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. Dead: 15 PSF 1 _ SPF 3.500" 0% -675 / -741 -1416 _L D+C Wind: 180 PSF 2 - SPF 4.500" 93% 3803 / 2418 3 - SPF 3.500" 45% 1428 / 910 (-1416) 6221 LL D+C 2338 —L D+C Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -11400 ft-lb 6' 1" 22463 ft-lb 0.508 (51 %) D+C LL Pos Moment 9271 ft-lb I 22463ft-lb 0.413 (41%) D+C _L Shear 3504lb T 1/4" 9352 lb 0.375 (37%) D+C LL LL Defl inch 0.279 (U846) 16'9 15116" 0.984 (U240) 0.280 (28%) C L TL Defl inch 0.710 (U333) 16-10 1/4" 1.312 (U180) 0.540 (54%) D+C L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.431", Long Term = 0.646" 3 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 4 Refer to last page of calculations for fasteners required for specked loads. 5 Girders are designed to be supported on the bottom edge only. 6 Top loads must be supported equally by all plies. 7 Tie -down connection required at bearing 1 for uplift 1416 Ill (Combination D+C, Load Case 8 Top must be laterally braced at a maximum of 9' 3/4" o.c. 9 Bottom must be laterally braced at a maximum of 6'11" o.c. 10 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 1-0-0 Top 25 PSF 20 PSF 0 PSF 0 PSF 0 PSF 2 Point 1-0-0 Top 274lb 0lb 0lb 0lb 219Ib ZCJ1B Bearing Length 0-3-0 Continued on page 2... Notes Manufacturer Info East Coast Truss Louisiana-Pacific Corp This component analysis Is based on the loads, geometry and other conditions as entered by the user and listed In this report The user Is responsible to 414 Union Street, Suite 2000 ensure the accuracy of the Input and the applicability to ,he actual conditions of the structure for which this Nashville, TN 37219 (888) 820-0325 component is intended This analysis is valid only for the product listed www.lpcorp.com Copyright 2016 All rights reserved by Louisiana Pacific Corp. 414 Union at Suite 2000, Nashville, TN 37219 This design is valid until APA: PR-L280, ICGES: ESR-2403, L+DBS: RR-25783, Florida: FL15228 10/31/2020 LP SolidStart Design Version 3.1.04 (Build 18.11.115) Powered by i5tructTM Client:Date: S.0 L ID START"""': IN 9/20/2018 Designer: Steve Page 2 of 6 Address: Job Name: Odeh Residence oESIGN soFTWARE Project M J36756 LVL1 LP-LVL 290OFb-2.OE 1.750" X 11.250" 2-Ply - PASSED Level: Level II 1111111111111.111111 I111 11111I1 II 11111111111111II F1111T11111 III I1111111111111 \/ i \/ �J ( 0 L/ T �.0 11� �2� 3� �4 .0 1/4 1 SPF 2 SPF 3 SPF 6'1" 19,111, ' 3 1/2" 26' Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 3 Point 34-0 Top 219lb 0lb 0lb 0lb 175lb ZCJ2 Bearing Length 0-3-0 4 Point 5-M Top 250111 0lb 0lb 0lb 200lb ZCJ3A Bearing Length 0-3-0 5 Point 7-0-0 Top 2961b 0lb 0lb 0lb 236 lb ZEJ5C Bearing Length 0-3-0 6 Point 9-0-0 Top 296lb 0lb 0lb 0lb 236 lb ZEJSC Bearing Length 0-3-0 7 Point 11-0-0 Top 296lb 0lb 0lb 0lb 236 lb ZEJSC Bearing Length 0-3-0 8 Point 13-0-0 Top 296lb 0lb 0lb 0lb 236 lb ZEJSC Bearing Length 0-3-0 9 Point 15-M Top 296lb 0lb 0lb 0lb 236 lb ZEJSC Bearing Length 0-3-0 10 Point 17-0-0 Top 296lb 0lb 0lb 0lb 236 lb ZEJSC Bearing Length 0-3-0 11 Point 19-0-0 Top 296111 0lb 0lb 0lb 236 lb ZEJ5C Bearing Length 0-3-0 12 Point 21-0-0 'Top 250lb 0lb 0lb 0lb 200lb ZCJ3A Bearing Length 0-3-0 13 Point 23-0-0 Top 274lb 0lb 0lb 0lb 219lb ZCJ2 Bearing Length 0-3-0 14 Point 25-0-0 Top 274lb 0lb 0lb Olb 219lb ZCJ1B Bearing Length 0-3-0 Self Weight 11 PLF Notes Manufacturer Info East Coast Truss Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user and listed In this report The user is responsible to 414 Union Street, Suite 2000 ensure the accuracy of the Input and the appricabiuty to Nashville, TN 37219 the actual conditions of the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the - www.lpcorp.com product listed. Copyright 2016 All rights reserved by Louisiana Pacific - APA: PR-1_280, ]CC -ES: ESR-2403, LADBS: RR-25783, Florida: FL15228 Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until 10/31/2020 LP SolidStart Design Version 3.1.04 (Build 18.11.115) Powered by i5tructTM Client: Anthony Odeh 91 a� S.Q L I D STA RT°Project: 91 Date: 9/2012018 Designer: Steve Page 3 of 6 Address: Job Name: Odeh Residence DESIGN SOFTWARE Project#: J36756 LVL1 LP-LVL 290OFb-2.OE 1.750" X 11.250" 2-Ply - PASSED Level: Level CV 1 SPF 2 SPF 3 SPF 6'1" 43 19,11" 1/2" 26' Multi -Ply Analysis Fasten all plies using 2 rows of 10d. Box nails (.128x3") at 12" o.c.. Maximum end distance not to exceed 6" Capacity 0.0 % Load 0.0 PLF leld Limit per Foot 181.1 PLF Ield Limit per Fastener 90.5lb. leld Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 I Notes Manufacturer Info East Coast Truss Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user . and listed in this report The user is responsible to 414 Union Street, Suite 2000 ensure the accuracy of the input and the applicability tb Nashville, TN 37219 the actual conditions of the structure, for which this (888) 820-0325 component is Intended. This analysis is valid only for the www.lpcorp.com product Copyright 201 Copyright 2016 All fights reserved by Louisiana Pacfic APA: PR-L280, ICC-ES: ESR-2403, Corp. 414 Onion St suite 2000, Nashville, TN 37219 This design is valid until LADBS: RR-25783, Florida: FL15228 10/31 /2020 LP SolidStart Design Version 3.1.04 (Build 18.11.115) Powered by iStructTM Client: Anthony Ocleh Date: 9/2012018 Page 4 of 6 SOLIOSTART'Proje"': Designer. Steve Address: Job Name: Odeh Residence DESIGNsoicrWARE Project #: J36756 LVL2 LP-LVL 290OFb-2.OE 1.750" X 11.250" 2-Ply PASSED Level: Level� d��G��9'21l�ill�8II�I��11 Ipl I1 IIIIIII��II�0�14 in 11 1/4' I SPF 2 SPF TT' 21 H31/2" 7-3" Member Information Reactions PATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 73 927 0 0 636 Moisture Condition: Dry Building Code: IBCIIRC 2015 2 73 1274 0 a 914 Deflection LL: , 240 Load Sharing: No Deflection TL: ISO Deck: Not Checked Importance: Normal Temperature: Temp <= 100*17 Bearings General Load Bearing Length Cap. React D/L lb Total Ld. Case Ld. Comb. Floor Live: 20 PSF Dead: 15PSF I - SPF 3.500" 30% 927/636 1564 L D+C Wind: 180 PSF 2 - SPF 3.500" 42% 1274/914 2188 L D+C Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 4331 ft-lb 5' 22463 ft-lb 0.193(19%) D+C L Shear 21461b 6'1" 9352 lb 0.229(23%) D+C L LL Defi inch 0.021 (U3947) 4- 1/2" 0.340 (U240) 0.060(6%) C L TL Defi inch 0.049 (L/1659) 4-1/8" 0.453 (L/180) 0.110(11%) D+C L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.028", Long Term = 0.043" 3 Fasten all plies using 2 rows of 10d Box nails (.128x3") at 12" o.c. Maximum end distance not to exceed 6". 4 Refer to last page of calculations for fasteners required for specified loads. 5 Girders are designed to be supported an the bottom edge only. 6 Top loads must be supported equally by all plies. 7 Top braced at bearings. 8 Bottom braced at bearings. 9 Lateral slenderness ratio based an single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 1-0-0 Top 25 PSF 20 PSF 0 PSF 0 PSF 0 PSF 2 Point 1-0-0 Top 2371b 0 lb 0 lb 0 lb 189 lb ZCJ1 A Bearing Length 0-3-0 3 Point 3-0-0 Top 2701b 0 lb 0 lb 0 lb 216 lb ZCJ4 Bearing Length 0-3-0 Continued on page 2... Notes Manufacturer Info East Coast Truss Louisiana-Pacific Corp This component analysis Is based on the loads, geometry and other conditions as entered by the user 414 Union Street, Suite 2000 and listed In this report. The user is responsible to ensure the accuracy of the input and the applicability to Nashville, TN 37219 .e actual conditions of the structure for which this (888) 820-0325 component isntended. This analysis is valid only for the www.lpcorp.com product fisted. APA: PR-1-280, [CC -ES: ESR-2403, Copyright 2016 Ali rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until LADES: RR-25783, Florida: FL15228 10/31/2020 LP SolidStart Design Version 3.1.04 (Build 18.11.115) Powered by iStruct- Client: alSOLIOSTART°Project: Anthony Odeh Date: 9/20/2018 Designer: Steve Page 5 of 6 Address: Job Name: Odeh Residence DESIGN SOFTWARE Project #: J36756 LVL2 LP-LVL 2900Fb-2.OE 1.750" X 11.250" 2-Ply - PASSED Level: Level II IIII IIIa2:1111l1111111111111I3e1lIIk1111111111111114a lllll1111111I11 I1111! 11 1 /4" 1 SPF 2 SPF TY H3 1/2" 7r3" Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments' 4 Point 5-0-0 Top 14321b 0lb 0lb 0lb 11451b E01G Bearing Length 0-3-0 Self Weight 11 PLF 1 Notes Manufacturer Info East Coast Truss Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user 414 Union Street, Suite 2000 and listed in this report. The user is responsible to ensure the accuracy of the input and the applicability to Nashville, TN 37219 the actual conditions of the structure for which this (888) 820-0325 component is Intended. This analysis is valid only for the www.lpcorp.com produc[listed APA: PR-L280, ICC-ES: ESR-2403, Copyright 2018 All fights reserved by Louisiana Pedfic Corp. 414 Union St Suite 2000, Nashville, TN37219 This design is valid until LADES: RR-25783, Florida: FL15228 10/31/2020 LP SolidStart Design Version 3.1.04 (Build 18.11.115) Powered by iStruct- Client: Anthony Odeh �„ SOLIOSTART°Project: Date: 9/20/2018 Designer: Steve Page 6 of 6 -- Address: Job Name: Odeh Residence DESIGN SOFTWARE Project #: J36756 LVL2 LP-LVL 290OFb-2.OE 1.750" X 11.250" 2-Ply - PASSED Level: Level r 11 114" 1 SPF 77' 2 SPF H3 1/2" 7'3" Multi -Ply Analysis Fasten all plies using 2 rows of 10d Box nails (.1280") at 12" o.c.. Maximum end distance not to exceed 6" Capacity 0.0 % Load 0.0 PLF Yield Limit per Foot 181.1 PLF laid Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" Load Combination Duration Factor 1.00 Notes Manufacturer Info East Coast Truss Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user 414 Union Street, Suite 2000 and listed in this report. The user Is responsible to ensure the accuracy of the Input and the applicability to Nashville, TN 37219 the actual conditions of the structure for which this (888) 820-0325 component is Intended. This analysis Is valid only for the www.lpcorp.com productliCopyright 201 All fights reserved by Louisiana PeMie Copyright .APA: PR-L280, ICC-ES: ESR-2403, Union Corp. 414 Union St Suite 2000; Nashville, TN 37279 This design is Valid Until ' LADBS: RR-25783, Florida: FL15228 10/31/2020 LP SolidStart Design Version 3.1.04 (Build 18.11.115) Powered by iStructTM Job Truss Truss Type Qty Ply Odeh Residence T15139592 J36756 E01G Common Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.22U a May 24 ZU16 MI I eKmausmes, Inc. I nu Sep ZU 1 Z:46:11 ZU1 U Page 1 I D:jxrRd W Yj5kOSOdeYh7gdBycnS U-cUrWuvrrBOc5oM6V6dXgOgBidb6tkSDm p51 GyUybklY 2-M 9-M 11-0-0 13-0-0 15-0-0 17-0-0 26-0-0 28 2'0 2-0-0 9.0-0 210 2-0-0 2-M 2-0-0 9-0-0 2-0-0 Scale = 1:50.0 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 —_ ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x4 = 1x4 II 3x8 = 3x4 = 3x4 = 7-1 6 13-0-0 18-10-10 26-0-0 7-1.6 5-10-10 5-10-10 7-1-6 Plate Offsets (X.Y)— 13:0-5-2.0-1-121.1`14:0-5-2.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.17 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.23 19-20 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) 0.08 15 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 289 lb 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 7-8-7 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 9, 7, 11 REACTIONS. (lb/size) 2=185410-3-8, 15=1854/0-3-8 Max Horz 2=73(LC 4) Max Uplift 2=1826(LC 4), 15=1826(LC 5) Max Grav 2=2571(LC 20), 15=2571(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5330/3146, 3-4=2353/1449, 4-6=2297/1460, 6-8=2302/1522, 8-10=2302/1521, 10-12=2298/1460, 12-14=2353/1449, 14-15=-5330/3146, 3-5=2001/1184, 5-7=2006/1189, 7-9=-2006/1189, 9-1 1=2006/1189,11-13=2006/1189, 13-14=2001/1185 BOT CHORD 2-20=2607/4799, 19-20=-2570/4722, 17-19=2642/4745, 15-17=2679/4823 WEBS 3-20=393/853, 14-17=393/853, 8-9=-855/1438, 9-19=597/1184, 3-19=857/664, 14-19=857/663 , OTPIy "x3") oU I N � truss to be connected together with 10d (0.131 nails as follows: .oO ......... ♦♦ pP <F �� Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. ♦♦ , E N * � Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �♦ .' �, `SF•'.• Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. i 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 No 6 818 2 •; ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. * ;• 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=180mph (3-second gust) Vasd=139mpti; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., •� V GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 28-0-11; F cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide drainage to ••, �` adequate prevent water ponding. i�'� O P ,� \� ♦♦♦ ,� 1 O 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed fora 10.0 bottom chord live load nonconcument with any other live loads. . • R ss • • • •'' • �� ♦ psf .1 ��,, 8) Thislive lad of 20.Opsfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �O N A� w Iit between the bottom chord and omembers 0,* 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) Joaquin Velez PE No.68182 2=1826, 15=1826. MiTek USA, Inc. FL Cert 6634 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6904 Parke East Blvd. Tampa I'L 33610 Date: September 20,2018 AWARN/NG - V.Hfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, note 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 M iT@k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Residence T15139592 J36756 E01G Common Girder 1 n L �Odeh Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May24 2018 MiTek Industries, Inc. Thu Sep 20 12:48:11 2018 Page 2 I D.j)TRd W Yj5kOSOcleYh7gdBycnS U-cUrWuvf rBOc5 oM6V6dXgOg8idb6tkS Dmp51 GyUybklY NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 332 lb down and 265 lb up at 7-4-14, and 332 lb down and 265 lb up at 18-7-2 on top chord, and 639 Ib down and 458 lb up at 7-0-10, 87 lb down and 28 lb up at 9-1-6, 87 lb down and 28 lb up at 11-1-6, 87 lb down and 28 lb up at 13-0-0, 87 lb down and 28 lb up at 14-10-10, and 87 lb down and 28 lb up at 16-10-10, and 639 lb down and 458 lb up at 18-10-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live.(balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-8=-70, 8-14=70, 14-16=70, 21-24=20 Concentrated Loads (lb) Vert: 3=-73(F) 20=-361(F) 17=-361(F) 19=-42(F) 14=73(F) 29=-42(F) 30=-42(F) 31=42(F) 32=-42(F) ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE Mll-7473 rev. 1010312015 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 MiT@k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1.Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Residence T15139593 J36756 V7 Valley 1 1 �Odeh Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:48:15 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gdBycnSU-VG41 kHi_Fd7XG_QGLSbcZWJQnDaOgJaLkjGT5FybklU 3-M 6-6-13 3-M 3-3-6 2x3 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 15.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=130/6-6-13, 3=130/6-6-13, 4=235/6-6-13 Max Uplift 1=168(1_C 4), 3=168(LC 4), 4=166(LC 4) Max Grav 1=237(LC 9), 3=237(LC 9), 4=359(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-290/207 3x4 = 2x3 DEFL. in (loc) Udefl Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Scale = 1:14.4 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) 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 rd 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) 1=168, 3=168, 4=166. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. try J . LENS• �\ F • �� No 68182 �:• S OF �/� R,OP N1,1 �,�5'`S�OfV A ; 11111 Joaquin Velez PE No.68182 MiTek USA,.Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking 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 ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,FL 36610 Job Truss Truss Type City Ply Odeh Residence T15139594 J36756 V9 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:48:15 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-VG41 kHi_Fd7XG_QGLSbcZWJM2DYfgl7LkjGT5FybklU 4-8-9 9-5-1 4-8-9 4-8-9 44 = Scale = 1:19.3 4 2x4 i 1x4 II 2x4 9-5-1 9-&1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress incr YES WB 0.09 Horz(CT), 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 32 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=178/9-5-1, 3=178/9-5-1, 4=396/9-5-1' Max Uplift 1=198(LC 4), 3=-198(LC 5), 4=296(1_C 5) Max Grav 1=311(LC 9), 3=311(LC 9), 4=626(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-467/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-6-8 to 4-8-9, Exterior(2) 4-8-9 to 778-9, Interior(1) 7-8-9 to 8-10-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) 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 20:00sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd 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) 1=198, 3=198, 4=296. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. F � GENE. No 68182 �-0• .XZ OF : 41 It Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: September 20,2018 AWARNING - Verlry design parametea and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- 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 'required MiTek` Is always 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Residence T15139595 J36756 V12 Valley 1 1 �Ocleh Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 2012:48:12 2018 Page 1 ID:jxrRdWYj5kOSOdeYh7gd8ycnSU-4hPu5Fg5yikyPWhhgK2vxuhvk?ZHTxsv211 pVwybklX 6-1-11 6-1-11 44 = Scale = 1:23.2 8 7 6 3x4 i 1x4 II tx4 II 1x4 II 3x4 'Z� LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-3-6. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) 7 except 1=100(LC 4), 5=100(LC 5), 6=398(LC 4), 8=398(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=626(LC 6), 8=626(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showm. WEBS ' 4-6=526/418, 2-8=526/418 NOTES- 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9:0psf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-6-8 to 6-1-11, Exterior(2) 6-1-11 to 9-1-11, Interior(1) 9-1-11 to 11-8-14; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 O'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) 7 except Qt=lb) 1=100, 5=100, 6=398, 8=398. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� `01011111/l"1 ,�PQU 1N No 68182 O: ST OF, i 040, nnl Joaquin Velez PE No.68182 Mink USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 A WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, note 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' I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Residence �Odeh T15139596 J36756 V15 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 2012:48:13 2018 Page 1 ID:jxrRdVvYj5kOSOcleYh7gdBycnSU-YtzGJbhNOtpl gGuE2Z8T5D2wPvACNx2HPnN1 MybklW 7-6-13 15-1-10 \ 7-6-13 7-6-13 0 16 4 4x4 = 3x4 i ° r ° 3x4 1x4 11 1x4 11 1x4 11 Scale = 1:27.7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-1-10. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 6=420(LC 5), 8=-420(LC 4) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=268(LC 9), 6=705(LC 9). 8=705(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/249, 3-4=256/249 WEBS 4-6=-608/454, 2-8=608/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1Bft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-6-8 to 7-6-13, Exterior(2) 7-6-13 to 10-6-13, Interior(l) 10-6-13 to 14-7-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Gable bottom bearing. %%% QU�N requires continuous chord 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 live load 20.Opsf the bottom in 3-6-0 by 2-0-0 • C E N ' � SF••.• �� a of on chord all areas where a rectangle tall wide : will rd 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) 1, 5 except Gt=lb) 6=420, 8=420. No 68182 S * �• 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �: S OFdo �/ Ec*%%. Joaquin Velez PE N0.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrek® 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 ANSUTPII Quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139597 J36756 V18 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:48:13 2018 Page 1 ID:jxrRdWYj5kOSOGeYh7gd8ycnSU-YtzGJbhkjOtpl gGuE2Z8T5D_fPtACNP2HPnN1 MybklW 8-11-15 17-11-15 8-11-15 8-11-15 4x6 11 Scale=1:33.1 3x4 G 8 7 F 3x4 1x4 11 1x4 11 1x4 11 17-11-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Hore(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-S PLATES GRIP MT20 2441190 Weight: 68 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-11-15. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-481(LC 5), 8=481(LC 4) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=464(LC 9), 6=840(LC 9), 8=840(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=302/280, 3-4=302/280 WEBS 3.7=-363/114, 4-6=738/527, 2-8=-738/527 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-6-8 to 8-11-15, Exterior(2) 8-11-15 to 11-11-15, Interior(1) 11-11-15 to 17-5-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) 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 rd 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) 1, 5, 7 except 0=1b) 6=481, 8=481. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,`�1►1111II/ICI �.�`�PQu N �F<F �. .` GE N s . No 68182 OF Z to SS�11 N A`I_ Joaquin Velez PE No.68182 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AWARNING - Vad(y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll•7473 rev. 1e/03/2015 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, note 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 requited 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 ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Odeh Residence T'15139598 J36756 V21 Valley 1 1 Job Reference o tienal East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:48:14 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-13XeWxhMUJ?gfgr4ol4NOJmCppE1 xgKCV3 WwZpybklV 10-5-2 105-2 Scale=1:40.6 4x4 = 3x4 i 13 12 11 10 9 8 3x4 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n/a 999 BCL' L 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.60 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 91 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-3. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 11 except 8=-421(LC 5), 10=345(LC 4). 13=421(LC 4), 12=-345(LC 5) Max Grav All reactions 250 lb or less at joints) 1, 7, 11 except 8=721(LC 6), 10=610(LC 9), 13=721(LC 6), 12=610(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-361/358, 4-5=361/358 WEBS 6-8=-622/456, 5-10=514/390, 2-13=622/456, 3-12=514/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-6-810 3=6-8, Interion1l) 3-6-8 to 10-5-2, Exterior(2) 10-5-2 to 13=5-2,'lnterior(1) 13-5-2 to 20-3-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) 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 othermembers, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 11 except at=lb) 8=421, 10=345, 13=421, 12=345. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,�.� PCIU IN V �. 10 No 68182 � t S OF :41 .4*0F Joaquin Velez PE No.68182 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 �r AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only,upon parameters shown, and Is for an individual building component, not .��• a truss system. Before use, the building designer must verify the 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Odeh Residence ' T15139599 J36756 ZCJ1A Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 a.zzu s may z4 zula mi I eK mausmes, inc. I nu ziep zu i z:4a: i o zu i o rage i ID:jxrRd WY5kOSDcleYh7gd8ycnSU-zSePxdjcOxFOuB?TvA6r5krWmcuHPmnVzN?l ehybklT -2-M 1-4-9 2-0-0 1-4-9 Scale = 1:9.0 1-4-9 Plate Offsets (X.Y)- r2:0-0-2.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL - 1.25 BC 0.28 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 8 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=13/Mechanical, 2=314/0-3.8, 4=34/Mechanical Max Horz 2=244(LC 4) Max Uplift 3=13(1_C 1), 2=-763(LC 4), 4=-48(LC 10) Max Grav 3=102(LC 4), 2=426(LC 10). 4=153(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 1-4-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip, DOL=1.60 2) 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. 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 ` t,� will fit" between the bottom chord and any other members. ,,� • 6) Refer to girder(s) for truss to truss connections. 7) Provide bearing ,�, , Ci E N • • S�•:• mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=763. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� .•• �,� i No 68182 : 3 ' S OF : 44/: '. 10 <v .00.. 0�,,n.�• O R,�P.��=��• %� s,o N Ali- E�G nn11,1. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 20,2018 e WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Meek® 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, V8 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139600 J36756 ZCA B Rafter 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 2012:48:17 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-ReCnBzkEnENFWHarrte4exOmaOHVBD1 eBOIaA8ybkIS 2-1-0 2-1-0 Scale: 1.5"=1' 2-1-0 0315� LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=270/0-3-8, 2=270/0-3-8, 4=113/Mechanical Max Horz 2=195(LC 4) Max Uplift 2=687(LC 4), 4=219(LC 10) Max Grav 2=493(LC 10), 2=270(LC 1), 4=399(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed.; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ` u �,N � 7) Solid blocking is required on both sides of the truss at joint(s), 2. ,`� OPQ VF�� I 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) � , •,•; G ENS 0 2=687, 4=219. ; ••.• 9)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i No 68182 �: S OF :.40�/� nnr, Joaquin Velez PENo.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10/0312015 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Jab Truss Truss Type W Ply Odeh Residence �ZCJ2 T15139601 J36756 Jack -Open 2 1 Job Reference (optional) Last toast I cuss, 1-1. Pierce, rL 34946 8.22U s May 24 2U18 MI reK Industnes, Inc. Tnu Sep 20 12.48:17 2U18 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-ReCnBzkEnENFWHafrte4exOi5OFx8D 1 eB01aABybklS -15-9 2-0-9 15-9 2-0-9 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 SPACING - Plate Grip DOL Lumber DOL Rep Stress Incr Code FBC2017frPl 2-0-9 2-0 0 CSI. DEFL. in (loc) Vdefl Ud 1.25 TC 0.70 Vert(LL) -0.00 7 >999 240 1.25 BC 0.25 Vert(CT) -0.00 4-7 >999 180 REACTIONS. (lb/size) 3=39/Mechanical, 2=239/0-3-8, 4=9/Mechanical Max Harz 2=300(LC 4) Max Uplift 3=81(LC 5), 2=428(LC 4) Max Grav 3=150(LC 6), 2=394(LC 10), 4=77(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 0.00 n/a n/a Scale = 1:12.4 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2) -1-6-7 to 1-5-9, Interior(1) 1-5-9 to 1-11-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom. chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=428. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,`(4 `�111IIIIfit. .%`' PQU IN .`, N 'DENS' No 68182 r O:. S OF .:�� O N A %%%% Intl Joaquin Velez PE No:68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AWARNING- Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/e3/1015 BEFORE USE. Design valid for use only with MTek®wnnectors. 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 peisonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUfP11 duality Criteria, DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply ResidenceT15139602 J36756 ZCJ3A Jack -Open 2 1b Eeh Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.zzu s May z4 zults MI I eK'maustnes, Inc. I nu Jep zU 1z:4u:l t1 zum rage i ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-vnn9MJIsYYV67R9rl b9JA9xtrQV6tgHnQgU7iaybklR -1-5-9 3-5-11 i 1-5-9 3-5-11 Scale=1:16.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.03 4-7 >999, 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- BRACING- TOP'CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS. (lb/size) 3=92/Mechanical, 2=285/0-3-8, 4=38/Mechanical Max Harz 2=388(LC 4) Max Uplift 3=188(LC 5), 2=-408(LC 4), 4=11(LC 5) Max Grav 3=242(LC 6), 2=451(LC 10), 4=94(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: NOTES- 1) Wind: ASCE 7-10; Vu@=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -1-6-7 to 1-5-9, Interior(1) 1-5-9 to 3-4-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 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 rd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=188,2=408. 8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. .......... 0 No 68182 OF Joaquin Velez PE No.68182 Mrrek,OSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ,&WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 . ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infornatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type Qty Ply Odeh Residence T75139603 J36756 ZCJ4 Jack -Open 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:48:18 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-vrm9MJIsYYV67R9r1 b9JA9xsGQWxtgHnOgU7iaybklR �I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 2-0-0 4-23 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.74 Lumber DOL 1.25 BC 0.52 Rep Stress Incr YES WB 0.00 Code FBC2017/TPI2014 Matrix -MP REACTIONS. (lb/size) 3=108/Mechanical, 2=365/0-3-8, 4=42/Mechanical Max Horz 2=360(LC 5) Max Uplift 3=282(LC 5), 2=-623(LC 4), 4=28(LC 5) Max Grav 3=195(LC 9), 2=486(LC 10), 4=78(LC 6) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. 4-23 DEFL. in (loc) I/deft Ud Vert(LL) 0.04 4-7 >999 240 Vert(CT) -0.04 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a Scale=1:14.8 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 1) Wind: ASCE 7-10; Vu0=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-1-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricatorto increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=282, 2=623. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. t1{1111Iiit., PQv I N vF�'�',. E IN No 68182 -13'. S OF .:��/ "111rinl Joaquin Velez PE No.68182 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AWARNINO - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03M015 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 ANSUiPl1 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 r Y Job Truss Truss Type City Ply Odeh Residence T15139604 J36756 ZEJ5C Jack -Open 7 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL 34946 a.2zu s may z4 zuiti ml I eK maustnes, Inc. I nu Smv Sep zu lz:4tzuitr rage 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-N1 KXZflUJsdylbj2algYjMTl lggLc7XxfKEhFOybklQ -15-9 5-0-0 15-9 5-0-0 Scale = 1:20.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.08 4-7 >711 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.12 4-7 >491 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=143/Mechanical, 2=347/0-3-8, 4=62/Mechanical Max Horz 2=482(LC 4) Max Uplift 3=291(LC 5), 2=-418(LC 4), 4=25(LC 5) Max Grav 3=346(LC 6), 2=533(LC 10), 4=120(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -1-6-7 to 1-5-9, Interior(1) 1-5-9 to 4-11-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 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 rd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=291, 2=418. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,�411111//j� POtU IN V , No 68182 1Z 9 S OF 4 P i .. 0 R.I O,. ♦ �. , 'fS;O N A� 0�� Joaquin Velez PE No.68182 MITek USA,.inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING - verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 y Job Truss Truss Type Qty Ply Residence �Odeh T15139605 J36756 ZHJ9 Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 ZU18 MiTek Industries, Inc. Thu Sep ZU 12:48:ZU 2016 Page 1 ID:jxrRd W YjSkOSOGeYh7gdBycnS U-rDuwn_m749lpNIIE80BnGaO CVE8JLVz4u_zEnTybklP -2-6-4 4-5-10 8-6-3 2 6 4 4-5-10 4-0-9 Scale=1:21.7 2x3 11 4 5 0 8 4-5-10 8-6-3 0 8 45-2 4-0-9 Plate Offsets (X.Y)— f2:Edge.0-1-81, r7:0-2-8.0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.11 8-11 >903 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.11 8-11 >936 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 42 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF-1.8E TOP CHORD Structural wood sheathing directly applied or 5-3-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. REACTIONS. (lb/size) 2=50710-5-0, 7=353/Mechanical Max Horz 2=723(LC 14) Max Uplift 2=1424(LC 4). 7=601(LC 5) Max Grav 2=758(LC 19), 7=636(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1502/542, 3-4=303/158, 4-7=205/270 BOT CHORD 2-8=-809/1063, 7-8=809/1063 WEBS 3-8=0/338, 3-7=1151/877 NOTES- 1) Wind: ASCE 7-10; Vuh=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Comer(3) -2-6-4 to 1-8-10,. Ezterior(2) 1-8-10 to 8-6-3; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=1424,7=601. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 382 III down and 161 lb up at 1-8-6, 278 lb down and 131 lb. up at 3-7-3, and 375 lb down and 312 lb up at 5-1-11, and 347 lb down and 216 lb up at 6-0-11 on top chord, and 90 lb down and 72 lb up at 1-8-6, 45 lb down and 3 lb up at 3-7-3, and 45 Ib down and 35 lb up at 5-1-11, and 61 lb down and 21 lb up at 6-0-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-5=-30, 6-9=20 I olki111111f#.. .0 PQU I N VFW ��.. % G EN g No 68182 .0 S OF 41J• • • • 41 11 N A 0*�`�� 11111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: September 20,2018 AwARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only,upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Odeh Residence T15139605 J36756 ZHJ9 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=55(B) 15=6(F) 16=43(B) 17=3(F) 18=7(B) 19=13(F) 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:48:20 2018 Page 2 I D:jxrRd W Yj5kOSOcleYh7gd8ycnSU-rDuwn_m749lpNIIE8OBnGaOCVE8JLVz4u_zEnTybklP A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 101031201S BEFORE USE. ^ Design valid for use only with 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 verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa,.FL 36610 1 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- 'lid' 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 cr-2 c2-3 c 4 WEBS O T �'•� U A D_ O ~ c -e Crcm BOTTOM CHORDS 8 7 6 5 0 of O 2 U IL O 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 Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A 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 ANSVTPI 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 pudins 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.