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TABLE OF CONTENTS GENERAL STANDARD ENGINEERING PAGES Y - , 1....LATE(RAL BRACING RECOMMENDATIONS................... ST-STRGBCK 2...WEB BRACING RECOMMENDATIONS............................ST-WEBBRACE 3...TRUSS WEB BRACING LETTER 4...SCAB-BRACE DETAIL.........................................................ST-SCAB-BRACE 5:.. T-BRACE/I-BRACE DETAIL W/2X BRACE ONLY..............ST-T-BRACE 2 6...L-B RACE DETAIL.........................................................ST-L BRACE 7....OPEN JACK& CORNER HIP RAFTER DETAIL.................ST-CORNER SET 8...LATERAL TOE-NAIL DETAIL........................................ST-TOENAIL 9.--UPLIFT TOE-NAIL DETAIL...........................................ST-TOENAIL-UPLIFT 10...LATERAL TOE-NAIL DETAIL............:..........................ST-TOENAIL SP 1L..TRUSSED VALLEY SET DETAIL:...................................ST-VALLEY3 12...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL..ST-PIGGY-ALT 13...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (PERPENDICULAR) 14...STANDARD GABLE END DETAIL..................................ST-GE170-SP 15...STANDARD GABLE END DETAIL...................................ST-GE170-D-SP -� 16...STANDARD GABLE END DETAIL..................................SHEET 2 A 17...BEARING BLOCK DETAIL.......................................... ST-BLCKI 18...BE,ARING BLOCK DETAIL............................................S.T-BLCK2 CARL G. FORtlES,PE 555 S.POMPANO PKWY POMPANO BEACH, FL�3069 LICENSE NO:2069,9,,' (954)6 - 651f Symbols PLATE LOCATION AND ORIENTATION i 3 ' Center plate on joint unless X.y I Failure to Follow Could Cause Property /4 offsets are indicated. 6-4-8 ( Damage or Personal Injury dimensions shown in ft-in-sixteenths g 1 ry Dimensions are in ft-in-sixteenths. (Drowings not to scale) Apply plates to both sides Of(fuss 1. Addilional stability bracing for truss system,e.g. and fully embed teeth. I dogonol or X-bracing,is always required. See BCSI. I I an enineer.For 2. Truss 2 3 wide btru s spacing,racing mustndv ideal latersined al braces themselves ITOP CHORDS may require bracing,or olternotive T,I.or Eliminolor bracing should be considered. c 1-2 c2-3 i 1 3. Never exceed the design loading shown and never I o WEBS c3� 4 slack materials on inadequately braced trusses. S i a-' c $ n 1 00 1 4. Provide copies of this truss design to the building For;4 x 2 orientation,locate U ►b I? = I designer,erection supervisor,property owner and plates 0-1a4'from Outside a +' u U I all other interested parties. edge of truss. ( 0 c7 e cs7 CS-6 o 5. Cut members to bear tightly against each other. i r J BOTTOM CHORDS 6. Place plates on each face of truss at each ' This symbol indicates the I joint and embed fully.Knots and wane of joini required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. 1 connector plates. 7. Design assumes trusses will be suitably protected from I the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 l software or upon request. 8. Unless otherwise noted,moisture content of lumber ( I JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. ! AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for I I use with fire retardant,preservative treated.or green lumber. The first dimension is the late CHORDS AND WEBS ARE fDENTIFIED BY END JOINT p NUMBERS/LETTERS. 10.Comber is a non-structurof consideration and is the 4 x 4 width measured perpendicular f responsibility of truss-fabricator.General practice is to to slots.Second dimension is I comber for dead bad deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions I PRODUCT CODE APPROVALS indicated are minimum plating requirements. i LATERAL BRACING LOCATION ]CC-ES Reports: I 12.Lumber used shall be of the species and size,and i in all respects,equal to or better than that specified. Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, i by text in the bracing section of the 95-43,96-31,•9667A 13.Top chords must be sheathed or purlins provided at 1 I output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 fl.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown ore the responsibility of others. i Indicates location where bearings 16.Do not cut or alter truss member or plate wilhout prior (supports)occur. Icons vary but ©2006 MiTekO All Rights Reserved approval of on engineer. reaction section indicates joint i number where bearings occur. 4 �v i 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 1 project engineer before use. i Industry Standards: I AN5I/TPI1: National Design Specification for Metal ; 19.Review all portions of this design(front,bock,words jPlate Connected Wood Truss Construction. I and pictures)before use.Reviewing pictures alone D58-89: Design Standard for Bracing. is not sufficient. i BCSI: Building Component Safety Information, I .� 20.Design assumes manufacture in accordance with i Guide to Good Practice for Handling, ANSI/TPI 1 Qualily Criteria. Installing&Bracing of Metal Plate F'pw #Ta Pi*RF4f�M."' I- _ Connected Wood Trusses. y_� '-� MiTek Engineering Reference Sheet:Mll-7473 rev, 10-108 I � c i FEBRUARY 8, 2008 LATERAL BRACING,RECOMMENDATIONS I ST-STRGBCK --- MiTolt USA,.Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, i MT=P, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. I f MiTek USA,Inc. i NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY•MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY e ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO-THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED i WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ! ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) 70 TOP CHORD\ (0.131`x 3") f� ATTACH TO VERTICAL_ I WEB W1T ((3)-10d NAILS"lp r-71 \ / 1 / I I BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB 1S OFTRUSS. FASTEN TO TOP AND ATTACH TO CHORD WIT RECOMMENDED WHILE BOTTOM CHORD WITH 2)-Ibd H TWO# ( WOOD SCREWS S(.(.216"DIAM.) NAILING THE STRONGBACK �\ NAILS(0.131"x 3")IN D EACH CHORD I %•� I j =L x USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE i ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-10d NAILS (0.131" STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) i I • I I • 1 �v 4-0-0 I WALL BLOCKING A TRUSS 2X6STRONGBACK l (TYPICAL SPLICE) (6Y OTHERS) (BY OTHERS} tE., L THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, - I DESIGNED BY OTHERS.IF SPLICING IS NECESSARY;USE A 4'-0"LONG 1 SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS (0.131"x 3")EQUALLY SPACED. j ALTERNATE METHOD OF SPLICING: i OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) 1 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE �{ --�1— (R� MiTek USA,Inc. Page 1 of 1 - V 1--••-�I---� MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) BRACE .. BAY SIZE 24'O_C. 48"O.C. _ 72"O.C. �-I��1--•-••-•�I--1 BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. LA S C I D A B I C D C I D 101-01 610 1886 1886 2829 12'-0" 1342 1572 1572 2358 i 3143 µ3143' 44715' 4715 j' 7074 14'-0" 1150 1347 1347 2021 +��c'0 1 16'-0' 1006 1179 �1179� 1768� f '.Ii", L2358 2358 3536 18'-0" 894 104E 1048 1572 y' '' `.i:` `": 3143 4715 20'-0" 805 943 943 1414 °`' 1886 1886 2629 - t- Say size shall be measured In between the centers of pairs of diagonals. GENERAL.NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTOTHE ROOF ANDA7R CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED - 1 X 4 IND.45 SP PROFESSIONAL 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A, f -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE j MATERIAL.AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 112 SRB(DF,HF,SPF) AT A7 PRO%.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH a4TERMEDIATE TRUSS WITH 2.6d (0.131'x2.5')FOR 1x4 BRACES.2.10d(0.131'x 3')FOR 2x3 and 2x4 BRACES.AND 3.10d(0.131'0')FOR 2x6 BRACES. •"---"-•'"`-'"-'""'" ""-"'---"---�-""`^---'--'-••`• - 4.CONNECT LATERAL BRACE TO EACH TRUSS WITH 2•11d(0.131'X2.5')NAILS FOR 1x4 LATERAL BRACES. 2.10d(0.131.4-)NAILS FOR 2.3 and 2x4 LATERAL BRACES.AND 3.10d(0A31'.3*)FOR 2x6 LATERAL BRACES. B 2 X 3 113,STD,CONST(SPF.DF,HF,OR SP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FORCONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING.CONSULT C 2 X 4 P3,STD,CONST(SPF,DF,HF,OR SP) DSB•09 TEMPORARY BRACING OF METAL PLATE'CONNECTED WOOD TRUSSES AND SCSI i GUIDE TO GOOD PRACTICE FOR RANDLING,INSTALLING 6 BRACING OF METAL PLATE CONNECTED ....._.._._--.—....-._._._ WOOD TRUSSES.JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcLndualry.com and www.tptml.org D 2 X 6 93 OR BETTER(SPF,OF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WE9 MEMBER FORCE. B. TABULATED VALUES ARE BASED ON A DOL 1.15 FOR STABILIZERS: FOR A SPACING OF 24-O.C.ONLY.MITEK STABILIZER'TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B.C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS.STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE-STABILIZER- TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE sdq �\_! --•.jy CONTINUOUS LATERAL ,,' ,p i j'�• \•, r•� _ - RESTRAINT ' 2-10d NAILS '/� (SEE NOTE 4) TRUSS WEB MEMBERS n This information is provided as a recommendation to assist in the 'requirement for permanent bracing of the individual truss web rTIembers.Additional bracing may still be required for the stability is bf the overall roof system.The method shown here is just one `method that can be used to provide stability against web buckling. f CARL G. FORBES, P.E. 555 S. POMPANO PARKWAY POMPANO BEACH, FL 33069 FL. LICENSE NO. 20699 (954) 682-6651 March 16, 2016 To who it may concern: Re: TRUSS WEB BRACING CUSTOM TRUSS For any of the trusses designed b this office where 1x4 lateral bracing is called for on the g Y � g engineering sheets, the following may be substituted: If one brace is called for, 1x4 "T" or"I", Hem Fir or Southern--Yellow Pine may be used with 8d nails at 8 inches o.c. If two braces are called for, 2x4 "T" or"I" Hem Fir or Southern Yellow Pine may be used with 12d nails at 8 inches o.c. In all cased, the "T" or"I"brace must be installed and centered along at least 90% of the length of the web. -Please let me know if I can be of any further assistance. ' Very.Aru�y yours, } Carl-'G. Forbes, P.E. - `�:,` Licerlse•�q•o:20699 l JANUARY 1, 2009 SCAB-BRACE DETAIL ST - SCAB-BRACE \� (� MiTek USA,Inc. Page 1 of 1 Note:Scab-Bracing to be used when continuous --- C=_=-, 11 lateral bracing at midpoint(or T-Brace) is \--/j—� impractical. MiTek USA,Inc. Scab must cover full length of web I/-6". � V r THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(3"X 0.131")NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE,SIZE AND SPECIES(OR BETTER)AS THE WEB. MAXIMUM WEB AXIAL FORCE=2500 Ibs MAXIMUM WEB LENGTH=12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 Nails\ Section Detail = Scab-Brace Web Scab-Brace must be same species grade(or better) as web member. August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 21 U ^�MiTek USA,Inc. Page 1 of 1 \ �\� Note:T-Bracing/I-Bracing to be used when continuous lateral bracing is impractical.T-Brace./I-Brace must cover 90%of web length i _ If___ Note:This detail NOT to be used to convert T-Brace/I-Brace \I �MiTek USA,Inc. webs to continuous lateral braced webs:_ —--� Nailing Pattern Brace Size T-Brace size _Nail Size,_Nail Spacing - for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. - Specified Continuous I ---- -- -- - - Rows of Lateral Bracing Note:Nail along entire length of T-Brace/I-Brace Web�Size 1 2 (On Two-Ply's Nail to Both Plies) - --- --- ------ ----- 2x3 or 2x4 _ 2x4 T-Brace 2x4 I-Brace ` ^ 2x6 2x6 T-Brace 2x6 l-Brace 2x8 IM T-Brace 2x8 I-Brace ' y Nails \ Brace Size II k for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace —2x4 I-Brace- WEB _ 2x6 2x6 T-Brace 2x6 I-Brace -k 2x8 2x8 T-Brace 2x8 I-Brace -A T-Brace/I-Brace must be same species and grade(or better) as web member. T-BRACE Nails \ Section Detail \� T-Brace \� � \� web \� ! Nails Web— -: I-Brace Nailsz JANUARY 1 2009 L-B 1 RACE DETAIL ST - L-BRACE MITek USA,Inc. Page 1 of 1 2JUL J0 MiTek USA,Inc. Nailing Pattern Note:L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace — or 6 10d 8 must cover 90%of web length. 1 x4 "o.c. 2x4,6,or 8 16d 8"o.c. Note:Nail along entire length of L-Brace L-Brace Size (On Two-Ply's Nail to Both Plies) for One-Ply Truss I Specified Continuous I Rows of Lateral Bracing l Nails Web Size 1 2 — `— 2x3 or 2x4 1 x4 *** N 2x6 1 x6 2x8 2x8 *** l \� —DIRECT SUBSTITUTION NOT APLICABLE. i �, SPACING ( � -A WEB k k L-Brace Size for Two-Ply Truss —\A -- — �.� L-BRACE I / Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** \\\� 2x6 2x6 *** 2x8 '** DIRECT SUBSTITUTION NOT APLICABLE. -� Nails Section Detail — L-Brace Web 1 L-Brace must be same species grade (or better) as web member. ,r" JANUARY 22, 2013 OPEN JACK AND CORNER ST-CORNER SET HIP CORNER DETAIL MiTek USA,Inc. Page 1 of 1 �oo �o0 Connection at D 1I USA,Inc. SQUARE CUT Connection at A Connection at C Connect top of comer Hip with(3)10d(0.131"x 3") Open End Jack A SDEVEw SIDE"eu toenails Into top chord of hip girder. PITCH B y NEARSIDE - NEARSIDE FVT_MAX 6.00 12 FAR SIDE —SIDE MIN 4.00 12 NEARSIDE -� NEARSIDE A 3x4= C 0.00 Hider SPAN(8-0-0 MAX) I / Hip Girder _ Max.overhang:2-0-0 i � Y y US Hip Comer D Attach 12"2x6 SYP No.2 block with PITCH 10d(0.131"x 3")nails two rows of 1 od(0.131"x 3") MAX S-66 12 nails spaced 3"oc.Use a MIN 2.63 12 min 3"member end distance Plate covers 1-1/2"min. 3x10= over bearing SPAN(11-3-12 MAX) 45 DEGREE ANGLE Min.heel helgth:0-3-15 Connection at 131 BEVEL CUT Max.overhang:2-10-0 SIDE VIEW (W) 2 NAILS TYPICAL CORNER FRAMING NEAR 9IDE 2'OC TRUSSES IP D`R 45.00• NEAR 9IDE ;i A W C(TYP) 10d(0.131"x 3")nails Wind loading: B(TYP) } Basic wind speed is 170 MPH-ASCE 7-10 C Exposure category B or C. Y Occupancy category II 8 psf top chord dead load. 4.2 psf bottom chord dead load. z 25'roof height. W MWFRS Directional/C-C Hybrid III Enclosed building(Cond.I) a. Duration of load is 1.60 0 — — — — — — — — — — Deflection: Truss LL-U360 TL-U240 Lumber.SPF MSR 2100 1.8E min.top chant required for Loading:Duration of load is 1.25 top chord slopes between 5.01/12 and 8/12. 30 psf top chord live load SPF No.2 min.top chord slopes between 5112 and 4/12. 15 psf top chord deal load SPF No.2 min.bottom chord. 0 psf bottom chord live load SYP No.2 or better for comer rafter. 10 psf bottom chord dead load y 10 psf non-concurrent bottom chord live load Plates:All plates are MT20 Installed on each face per TPI 1. Conforms to:IRC 2000/200312006/200912012 IBC 20 0 0120 03/20 0 6/20 0 912 0 1 2 i March 4, 2013 LATERAL TOE-NAIL DETAIL ST-TOENAIL 00 ,R MTek USA.Inc. Page 1 of 1 IL l�J NOTES:1..TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER - -%JllloJf AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH f AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.�� • I-_l 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA,Inc. FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT - TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(lb/nail) SIDE VIEW SIDE VIEW (2x4) (2x3) DIAM. SP_ DF _ HF SPF SPF-S 3 NAILS _ 2 NAILS C7 „131 88.1- 80.6 69.9 68.4 59.7 NEAR SIDE 0 NEAR SIDE .135 - -93.5 85.6 74.2 72.6 63.4 _______� FAR SIDE U, ___.162 ____._ NEAR SIDE 118.3 108.3 i 93.9 91.9 80.2 T - ---i FAR SIDE ---_-_-- -_ SIDE VIEW (D .128 84A 76.9 66.7 65.3 .57.0 SIDE JO .131 88.1 80.6 69_.9 68.4 59.7 4 NAILS N 148A 106.6 97.6 84.7 �82.8 _ 72.3 1-1 NEAR SIDE � I -----� FAR SIDE Z __120 __ 73.9_ 67.6_ _58.7 57.4 50.1 NEAR SIDE O .128 84.1 76.9 66.7 65.3 57.0 ___ ____ FAR SIDE o .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 0.00° EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 91.9(lb/nail)X 1.15(DOL)=317.0 lb Maximum Capacity L U3 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS 1 NEAR SIDE �\ NEAR SIDE .00° 1 X \ \112 �21� (2 4)VIEW (x6)VIEW 2x6 U2�-\ / 3 NAILS - 4 NAILS I NEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY March 4, 2013 UPLIFT TOE-NAIL DETAIL ST-TOENAIL UPLIFTI,- MiTek USA,Inc. Page 1 of 1 THIS DETAIL SHALL BE USED FORA CONNECTION RESISTING UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. MiTek USA,Inc. END VIEW SIDE VIEW o.00° TOP PLATE OF W LL �` / 1"FOR 3"NAIL NEAR SIDE r 1-1116"FOR 3.25"NAIL " NEAR SIDE L -L 1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(lb/nail) DIAM. SP DF HF SPF SPF-S 131 59 46 32 30 20 NOTES: z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES O 135 60 48 33 30 20 WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE in .162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. ri 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF : NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING 1- Z .128 54 42 28^ 27 _ _19 OF THE WOOD. w ( .131 55 43 29 28 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN N .148 62 48 34 31 21 THE CONNECTION. Q ri �z — -- — z ' _120 _ 51 39 27 _ 26 _ 17 I O .128 49 _ 38 26 25 _ 17 o .131 51 39 27 26 17 M .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(A 62"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(lb/nail)X 1.33(DOL for wind)=148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(lb/nail)X 1.60(DOL for wind)=177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs(177 Ibs)Building Designer is responsible to specifiy a different connection. "`USE(3)TOE-NAILS ON 2x4 BEARING WALL "'USE(4)TOE-NAILS ON 2x6 BEARING WALL 1 JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP 00 n . MiTek USA,Inc. Page 1 of 1 y I `^J NOTES: L_.._\/__J�.-�I ___� 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER L---I_11_ AND MUST HAVE FULL.WOOD SUPPORT.'(NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. r 2.THE END DISTANCE,EDGE DISTANCE;AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID,UNUSUAL SPLFFTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S (5 .131 88.0 80.6 69.9 68.4 59.7 --'--- --� O .135 �93.5 _ 85.6 74.2 72.6_ _ 63.4 VIEWS SHOWN ARE FOR J -'- -- - - - ILLUSTRATION PURPOSES ONLY .162 108.8 99.6 _ 86.4 84.5 73.8 z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW i NA�131 75.9 69.5 60.3 59.0 51.1 (2 2 NAILS N .148 81.4 74.5 64.6 63.2 52.5 --- NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) 4 NAILS 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEARSIDE ANGLE MAY _ ANGLE MAY ANGLE MAY \VARY FROMVARY FROMVARYFROM � 30°TO 60° 30°TO 60° i I 30°TO 601 45.00 45.00° 45.00° I FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEYS EY00 ® MiTek USA,Inc. Page 1 of 1 E[]oo GABLE END,COMMON TRUSS LIVE LOAD=30 PSF(MAX) NOTE:VALLEY STUD SPACING NOT OR GIRDER TRUSS DEAD LOAD=15 PSF(MAX) TO EXCEED 48"O.C_SPACING D.O:L.INC=1.15 ASCE 7-98,ASCE 7-02,ASCE 7-05(MWFRS) 100 MPH MiTek USA,Inc. ASCE 7-10(MWFRS)125 MPH h 11 n ❑ 71 n n u P p II �1 �i �I ii ii I� ii i� II h 11 ' n ii ii a 1 P 1 1 n i 1j 11 11 ii ii li i� f� II 11 ii 11 II 1 II II 11 II 11 Ij �I Ij f It f it BASE TRUSSES VALLEY TRUSS TYPICAL II TYPICAL(24"O.C.) (24"O.C.) -LL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS 5 (24"O.C.) OR GIRDER TRUSS 1. INSTALL BASE TRUSSES. P Fl2 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES, VALLEY TRUSSES MAY PROVIDE 6 BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR 7 PURLIN SPACING EQUIVALENT TO VALLEY I i TRUSS SPACING(NOT TO EXCEED 24"O.C.). ' 3. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM) AND SECURE TO BASE TRUSSES AS e PER DETAIL A,B,OR C BELOW. -� u SEE DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. A,B,OR C BELOW(TYP.) s TOE-NAIL VALLEY TO BASE TRUSS W/ (2)16d TOE NAILS 12 11 10 ATTACH 2x6 CONTINOUS NO.2 SPF ATTACH 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/TWO BLOCK TO THE FACE OF THE ROOF W/ 16d(.131"x 3.5")NAILS INTO EACH TWO 16d(.131"x 3.5")NAILS INTO EACH TRUSS BELOW TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT_ TOE-NAIL VALLEY TO BASE TRUSS W/ VALLEY TRUSS (2)16d TOE NAILS RESTS ON 2x6 DETAIL A (GREATER THAN 3112 PITCH) DETAIL B ATTACH BEVELED 2x4 CONTINOUS (3112 PITCH OR LESS) NO.2 SPF TO THE FACE OF THE ROOF W/TWO 16d(.131"x 3.5")NAILS INTO EACH TRUSS BELOW R, AN VALLEY TO BEVELED 2x4 W/ (2)16d TOE NAILS DETAIL C TOE-NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS W/ LESS THAN 12112 PITCH) (2)16d TOE NAILS FEBRUARY 14, 2012 STANDARD PIGGYBACK i �ST-PIGGY-ALT TRUSS CONNECTION DETAIL MiTek USA,Inc. MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY If BUILDING EXPOSURE B or C ASCE ASCE 7 05 DURATION OF LOAD INCREASE:1.60. DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A \ �\ CONNECT TO BASE TRUSS WITH(2) 0.131"X3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF I I \ PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM ` PIGGYBACK SPAN OF 12 It E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2'PLYWOOD(or 7/16"OSB)GUSSET I C EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B j D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C.AT permanent bracing per standard'engineering practices or EACH BASE TRUSS JOINT.ATTACH WITH 3-6d(0.113-X 2")NAILS refer to BCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS \ ,\ MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x W-0"SCAB TO EACH FACE OF \ 7, TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS / SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH \ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. ---•----•-------- --• 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. / 5) CONCENTRATED LOAD MUST BE-APPLIED.TO BOTH' ; THE PIGGYBACK AND THE BASE TRUSS'DESIGN. l� i FEBRUARY 14, 2012 STANDARD PIGGYBACK TRUSS ST-PIGGY-PERP. CONNECTION DETAIL(PERPENDICULAR) I MITek USA,Inc. page 1 of 1 - •R. + ( MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B.or C + I WIND pESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH(MW FRS): ! l ! WIND DESIGN PER ASCE 7-10125 MPH(MWFRS) i Mrrek USA,Inc. DURATiON-OF LOAD INCREASE i FOR W IND'LOADS:1.60 DETAIL 1S NOT APPLICABLE FOR TRUSSES i TRANSFERINQ DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. THIS DETAIL SHALL:BE ONLY USED FOR RESISTING A VERTiCAL•WIND UPLIFT' I UP to 146 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGN> R y IF IS RESPONSIBLE I^OR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN -OTHER.DIRECTIONS. i i PIGGY-BACK TRUSS i (CROSS-SECTION VIEW) i Refer to aGtuel truss design drawing for • . ATTACH PIGGYBACK TRUSS ; 9 g To BASE TtAuSS WITH additional piggyback truss Information, (2)-Isd(b.i31"X 3.5")NAILS i TOENAILED. r FAR SIDE NEAR SIDE 11 NOTES FOR TRUSS: I ---- ----"- ' — " — 1- THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY; 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN.PINE OR DOUGLAS FIR-LARCH LUMBER; 3. THE SPACING OF PIGGYBACK-TRUSSES AND BAStz TRUSSES -- '. IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO 13ASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS ' ` . OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT ` t AT CONNECTING POINT. I I i FLAT TOP CHORD OF BASE TRUSS BASE TRUSS(SIDE VIEW) , Refer to actual.truss design`drawing for additional base truss information. i 1 NOTES FOR TOE-NAIL: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM 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. 6 ;emu- f May 24, 2012 Standard Gable End Detail ST-GE170-SP ____ -__._ MTek USA,Inc. Page 1 I LILJ jTypical 2x4 L-Brace Nailed To IL�I 2x4 Verticals W/10d Nails,6"o.d. Vertical Stud Vertical Stud 2X6 SP OR SPF No.2 �---;I"--'E� (4)-16d N21I5 DIAGONAL BRACE -W,_ MiTek USA, Inc. isd Nails f SECTION B-B � Spaced 6"o.c. "I DIAGONAL BRACE �----� -h ` 4'-0"O.C.MAX --•-- ---- (2)-i Od Nails into 2x6 �2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal Brace Nailed To 2x4 Verticals /I \- w/(4)-10d Nails 12 Varies to Common Truss SECTION A-A � 2X4 SP OR SPF No.2 I* I *\ SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING I TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH I F- � 3x4= (5)-10d NAILS. `----�—'- —" - - B B �, (4)-8d NAILS MINIMUM,PLYWOOD - ��•�� SHEATHING TO 2x4 S\SPF BLOCK / I -Diagonal Bracing V III L-Bracing Refer \ Refer to Section A-A to Section B-B NOTE: 24"Maxl Roof Sheathing \ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND --- - n -- WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT (2)-10y1 BRACING OF ROOF SYSTEM. Max' �(2)-i Od NAILS 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF i 'I DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A /TrUS S Ca 24" O.C" 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ' ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240, at 1/3 points j 2x6 DIAGONAL BRACE SPACED 8, THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. p 48"O.C.ATTACHED TO VERTICAL WITH 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed \ 4 16d NAILS, AND ATTACHED TO TYPE TRUSSES. BLOCKING WITH(5)-10d NAILS. 10.10d AND 16d NAILS ARE 0.131"X3.0"AND 0.131"X3.5"COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. 2 DIAGONAL End Wall HORIZONTAL BRACE Minimum Stud Wlthout 2x4 DIAGONAL BRAC)CS AT (SEE SECTION A-A) L-Brace BRACE 1/3 POINTS Stud Size Spacing Brace Species " i I and Grade Maximum Stud Length 12x4 SP No.3/Stud 12"O.C. 4-0-1 6-2-9 8-0-1 12-0-2 2x4 SP No.3/Stud 16"O.C. 3-7-10 i 5-4-9 7-3-5 10-10-15 2x4 SP No.3/Stud 24"O.C. 3-0-3 4-4-11 6-0-6 9-0-9 2x4 SP No.2 12"O.C. 4-2-9 6-2-9 6-2-5 12-7-12 2x4 SP No.2 16"O.C. 3 9-15 5-4-2 7-7-14 11-5-14 2x4 SP No.2 24"O.C. 3 4 2 _4-4-11 6-8-5 10-0-7 i Diagonal braces over 6'-3"require a 2x4 T-Brace attached to - one edge. Diagonal braces over 12'-6"require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 61n D.C.,with 3in minimum end distance. Brace must cover 90%of diagonal length. T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B or C ASCE 7-10 170 MPH STUD DESIGN IS BASED'''CWCONIPONENTS•AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. MAY 24, 2012 Standard Gable End Detail ST-GE170-D-SP _ MiTek USA,Inc. Page 1 Typical 2x4 L-Brace Nailed To =D0 2x4 Verticals W/10d Nails,6"D.C. Vertical Stud Vertical Stud 2X6 SP OR SPF No.2 - -� ,l (4)-16d Nails DIAGONAL BRACE MiTek USA,Inc. + \ 16d Nails DIAGONAL BRACE SECTION B-13 Spaced 6"o.c. i O.C. � MAX _� _- ._ _ -_-- ^- (2)-10d Nails into 2x6 2X6 SP OR SPF No.2 i TRUSS GEOMETRY AND CONbITIONS / I SHOWN ARE FOR ILLUSTRATION ONLY. I \Typical Horizontal Brace Nailed To 2x4 Verticals 12 I SECTION A-A w/(4)-10d Nails —J �r-A \ Varies to Common Truss — — 2 X4 SP OR SPF Na.2 —•-----• SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. I 3e�c ATTACH DIAGONAL BRACE TO BLOCKING WITH B B 3x4= (5)-10d NAILS. I (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ) Refer to Section A-A 'ti* L-Bracing Refer \ %i to Section B-B � NOTE: 24"Max Roof Sheathin 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1'-0" ARCHITECT OR ENGINEER FOR TEMPORARY AND,PERMANENT (2)-10�' x BRACING OF ROOF SYSTEM. Max' FZ/ 10d NAILS 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 \ / OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. aY� 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A %TrUS i 3s @ 24" O.C. 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C:HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace / 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 pointS 2x6 DIAGONAL BRACE SPACED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. I 48"O.C.ATTACHED TO VERTICAL WITH 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed �•�, / (4)-16d NAILS, AND ATTACHED TO TYPE TRUSSES. BLOCKING WITH(5)-10d NAILS. 10.10d AND 16d NAILS ARE 0.131"X3.0"AND 0.1 31"X3.5"COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. 2 DIAGONAL End Wall ----- HORIZONTAL BRACE (SEE SECTION A-A) Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE ' 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 3-9-7 __ 5-8-8 6-11-1__ 11-4-4 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 2x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 _ 8-3-13 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 1 6-11-1 10-10-5 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 9-5-14 _ Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'4'require 2z4 kbraces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 61n o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT-30 FEET EXPOSURE D —_---__- ASCE 7-10 170 MPH i STUD DESIGN IS BASED ON COMPONENTS AND CLADDING MJRATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 : Standard Gable End Detail r SHEET 2 ! f R. M!Tek USA,Inc. Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD i .__._._.... Trusses @ 24" ox. � j (!•• ;( ! Il HORIZONTAL BRACE ; 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) 's, ATTACHED TO VERTICAL WITH(4)-16d € MiTek USA,Inc. Roof Sheathing— COMMON WIRE NAILS AND'ATTACHED i l TO BLOCKING WITH(5)-1 Od COMMONS. vi Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER ORS 'THE PROJECT ENGINE ER/ARCHTECT TO DESIGN THE i' ! .-' NAIL DIAGONAL BRACE TO -C �' 'PURLIN WITH O 6 EILING DIAPHR G H TWO 1 d NAILS A M AND ITS ATTACHMENT TO THE / �• ,.;! .j•� ; TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT , MAY RESULT FROM THE BRACING OF THE GABLE ENDS I j 2X 4 PURLIN FASTENED TO FOUR TRUSSES ! WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) ! Diag. Brace. ` :;t.,; 1 PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points !I N l•.- .I 1 ,..SUPPORTING THE BRACE AND THE TWO TRUSSES if needed I ON EITHER SIDE AS NOTED. TOENAIL BLOCKING ;,� :%;�`• i i TO TRUSSES WITH(2)-1 Od NAILS AT EACH END. ! ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall �;.__T i ( CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES ! STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1:ATTACH A MATCHING GABLE TRUSS TO THE INSIDE t GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE METHOD 2:ATTAOCHING 2X NAILING_SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING SCAB ALONG 1 : ^('•..-,-���/•••''"••. NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE VERTICAL AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. i -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL ,� ! MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) ,. MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. .: ALL BRACING METHODS SHOWN ON PAGE 1 ARE ' `'• VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD 1 VERTICAL STUDS OF THE STANDARD GABLE TRUSS 1 ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS IIII CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOW N IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. f ; NOTE:THIS DETAIL IS TO BE USED ONLY FOR a ' STRUCTURAL GABLES WITH INLAYED 1 STUDS.TRUSSES WITHOUT INLAYED T� STUDS ARE NOT ADDRESSED HERE. ' 1 7•. STANDARD it GABLETRUSS March 4, 2013 BEARING-BLOCK DETAIL ST-BLCK1 r—�- R REFS—�� (J R TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc. Page 1 of 1 w 0 FOR PLATE SIZES'AND LUMBERGRADES 0o IMPORTANT �J This detail to be used only With one ply trusses. [_ with a D.O.L.lumber'idcrease of 1.15 or higher. MiTek USA,Inc. Trusses not.fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS REACTION BEARING BLOCK NAILING PATTERN GRADE (Ib) * ALLOWABLE LOADS ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH SP 2966 975 3941 0-4-10 2x4 BOTTOM CHORD 2 ROWS @ 3"O.C. DF 3281 892 4173 0-4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 c SP 2966• 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 _ 4619 _ 0-4-14 3 ROWS 0 3"O.C. HF 2126 1159 � 3285 0-5-6 ^ (12 TOTAL NAILS) _ SPF _2231 1131 _ 3362 _ _0-5-4__ _ 2966 1950 4916 _ 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 _ 0_-5-6 4 ROWS @ 3"O.C. HF (16 TOTAL NAILS) 2126� 1545 3671 0-6-0 T SPF 2231 1508 3739 0-5-13 CASE 1 \� CASE 2 4"MINIMUM -- HEEL HEIGHT BRG BLOCK TO BE SAME 12'BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12"BLOCK APPLY TO ONE FACE OF TRUSS. NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP =565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. L Y March 4, 2013 BEARING BLOCK DETAIL ST-BLCK2 i R MiTek USA,Inc_ Page 1 of 1 REFER TID TRUSS DESIGN OM-- TOEI SIIZIES AND LUM ER GRADES Qr= IMPORTANT BjII i[] This detail to be used only with one ply trusses with a D.O.L.lumber-increase of 1.15 or higher. MiTek USA,Inc. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS NAILING PATTERN (Ib) * ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD SP 4661 975 5636 0-6-10 2 ROWS @ 3"O.C. DF 5156 892 _ 6048 0-6-7 (8 TOTAL NAILS) HF _ _ 3341 _772_ 4113 _ 0-6-12 __` SPF 3506 754 4260 0-6-11 SP 4661 1462 6123 0-7-3 2x6 BOTTOM CHORD DF 5156 1338 6494 0-6-15 3 ROWS @ 3"O.C. HF 3341 1159 4500 0-7-6 (12 TOTAL NAILS) SPF 3506 1131 4637 _ _ 0-7-4 SP _ _ 4661 _ 1950 _ 6611 _ _ _ 0-7-12____ 2x8 BOTTOM CHORD DF __ 5156_ 1784 _ 6940 0-7-6 4 ROWS @ 3"O.C. HF 3341 (16 TOTAL NAILS) 1545 4886. 0-8-0 SPF 3506 1508 5014 0-7-14 CASE i CASE 2 4"MINIMUM -- HEEL HEIGHT BRIG BLOCK TO BE SAME 12'BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12"BLOCK APPLY TO ONE FACE OF TRUSS. NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP =565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE.MSR LUMBER W}TH'"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. ; rY` Project Information: Customer: Job Number: SOLTY PLUMBING 170462 Job Name: ".T..rRuss CESPEDES RES. GARAGE 1890 W. ATLANTIC AVE address: DELRAY BEACH, FL 33444 C24 CANAL ROAD 954-786-8800 City,sr,ZIP.- FT PIERCE, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter: Computer Program Used: FBC2014/TPI2007 MiTek Version: 8.02 Nov 18 2016 Gravity: Gravity: 55.0 psf ROOF TOTAL LOAD N/A Wind 170 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 This package includes a Truss Index Sheet and ***individual truss design drawings,together with the attached index of the Truss System design drawings. I,hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of Professional Regulations. Note: Furthermore,the responsibility of the undersigned is solely limited to the -- design of the truss components shown. The suitability and use of these ` trusses for any building is the responsibility of the building designer. P � Delegated Engineer: CARL G. FORBES ` FL LIC. NO: 20699 555 S. POMPANO PKWY. \ POMPANO BEACH, FL. 33069 (954) 682-6651 1 04/17/17 Al 20 04/25/17 J1A 2 04/25/17 A10 21 04/17/17 J3 3 04/26/17 Al 22 04/17/17 J5 4 04/26/17 Al2 5 04/17/17 A2 6 04/17/17 A3 7 04/17/17 A4 8 04/26/17 A6 9 04/25/17 A$ 10 04/25/17 A9 11 04/17/17 AG1. 12 04/26/17 AG2 13 04/26/17 AG3 14 04/26/17 AG4 15 04/25/17 EJ3 16 04/17/17 EJ7 17 04/25/17 HJ3 FILE 18 04/17/17 HJ7 19 04/17/17 J1 Page 1 of 1 Job Truss Truss Type Oty Ply CESPEDES RES. GARAGE 170462 Al Hip 2 1 Custom Truss,Delray Beach,FL 33444 Job Reference o'18 2 Run:8.020 s Nov 18 2016 Pdnt:8.020 s Nov 18 2016 Mi7ek Industries,Inc.Wed Apr 2610:36:54 2017 Pagel 13-0-07- . 159--48--00 ID:tB_blghmvm iKGGr10ZpVXzPsGR-ymVMNzjCyE?a01l5vliTnjbyPL9vvpkbbzMu3t 0-0 21-8-0 28-8-0 7-0-0 2-0-0 I 7-0-0 Scale:1/4"=l' Dead Load Defl.=1/2 in i + 4x6= 3x4= 4x6= 4.00 12 4x4 4 23 24 25 26 6 4x4 3 7 1.5x4 IIL1 WC@y 2 21 28 1.5x4 II 8 m 1 3 9 Io ,14 13 12 11 •10 3x4= 6x6= 3x8= 3x8= 6x6= 3x8 MT20HS= 3x4= 13-0-0 13-0-0 2-0-0 2r4�0 9-0-0 I 19-8-0 I 26-4-0 2q-1 28-8-0 2-0-0 0-4-0 6-8-0 10-8-0 6 8 0 0 4 0 2 0 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.26 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.74 11-13 >389 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.48 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wi'r1d(LL) 0.15 11-13 >999 240 Weight:140 lb FT=20% 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 20 SP No.3`Except' WEBS 1 Row at midpt 3-14,7-10 WCL3,WCR3:2x6 SP No.2 with 20 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1577/0-8-0 (min.0-1-14),10=1577/0-8-0 (min.0-1-14) Max Horz14=81(LC 11) Max Upliftl4=780(LC 12),10=-655(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3061102,3-4=-2091/1114,4-23=197511090,23-24=-1975/1090,5.24=197511090,5-25=-1975/1090,25-26=-197511090,6-26=1975/1090, 6-7=-2091/1114,8-9=-306/102 BOT CHORD 1-14=36/294,13-14=-87611855,12-13=1140/2407,11-12=1140/2407,10-11=86411855,9-10=-361294 WEBS 3-13=69/306,4-13=-131/331,5-13=-599/405,5-11=599/404,6-11=-131/331,7-11=69/306,3-14=-2152/1229,2-14=-441/400,7-10=-215211229, 8-10=441/400 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;8=45111;L=29ft;eave=4ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS • (directional)and C-C Exterior(2)G-0-0 to 3-0-0,Interior(1)3-110 to 9-0-0,Exterior(2)9-0-0 to 23-10-15,Interior(1)23-10-15 to 28-8-0 zone;cantilever left and right exposed; end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. :)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'Tnis 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 780 lb uplift at joint 14 and 655 lb uplift at joint 10. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard !CAR»G. FORBES FL LIC.NO: 20699 555 S. POMPANO PIS WY. PAMPANO BEACH, FL.33069 (964}632-6651 Job Truss Truss Type Qty Ply CESPEDES RES. GARAGE 170462 A10 Roof Special 60 1 Custom Truss,Delray Beach,FL 33444 R Job Reference o t18 2un:8.020 s Nov 18 18 2016 Print:8.020 s Nov 016 MiTek Industries,Inc.Wed Apr 2610:36:55 2017 Page 1 10-6-0 ID:I8_blghmvm_iKGGr10ZpVXzPsGR-Qz3kbljg X7ROSZB7TVBe7lseBH2hxiJBZYH7lzMu3s -i-4-4 1-9-0 3-1-12 4-6-8 6-3-8 10-6-0 7-7-12 1 4 4 I 1-4-12 1-4-12 1-9-0 1-4-4 Scale=1:17.5 4x4= • 4 4.00 12 1.5x4 II 1.5x4 II 3 5 5x10 16 W 7 g WO T1 10 T zz 14 13 13 15 2 B2 B3 _ 7 1 WB 4x6 I I W8 9 0 0 o o 0 3x4 3x4� 0'�. o ly 4' 1.5x4 4.00 12 1.5x4 z:� �. 12 10.6-0 3-4.8 10-6-0 2-11-0 -1-1 4-6-8 6-3.8 1-9-0 1-2-0 -2-1 1-2-0 1-9-0 Plate Offsets(X,Y)-- (2:0-2-0 0-2-121 f6:0-2-0 0-2-121 0212 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Verl(LL) -0.00 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Ved(TL) -0.01 10 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-AS Wind(LL) 0.01 10 >999 240 Weight:33lb FT=20% 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=456/0-3-8(min.0-1-8),8=456/0-3-8(min.0-1-8) Max Horz 12=49(LC 8) Max Upliftl2=-360(LC 12),8=360(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 25d(lb)or less except when shown. TOP CHORD 2-3=-392/173,3-4=-444/237,4-5=437/214,5-6=-398/160 BOT CHORD 11-12=-197/338,10-11=-48/386,9-10=63/393,8-9=-197/365,2-12=-446/537,6-8=430/525 WEBS 2-11=-405/499,6-9=380/463 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf,BCDL=4.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exterior(2)-1-4-4 to 1-9-0,Interior(1)1-9-0 to 3-1-12,Exterior(2)3-1-12 to 6-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )'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 otter members. 5)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 360 lb uplift at joint 12 and 360 lb uplift at joint 8. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIIC. NO-20699 556 S. POMPANO PF4WY. PAMPANO BEACH, FL..33069 (3 )f682.6651 Job Truss Truss Type Oly Ply �CESPEDES RES. GARAGE 170462 A11 Roof Special 4 1 Custom Truss,Delray Beach,FL 33444 Jab Reference o t18 2 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 016 MiTek Industries,Inc.Wed Apr 2610:36:57 2017 Page 1 10-6-0 ID:t8_blghmvm_iKGGr10ZpVXzPsGR-MLBVO_14F909GIi?6t�Yf)y�NCB_xl9glcbt100rrzMu3q '1'4-4 1-9-0 3-1-12 5-0-12 6-7-12 1-4-4 1-9-0 1-4.12 1-11-0 1-7-0 Scale:3/4"=l' 4x4= 4 4.00 F12 1.5x4 II 3 T2 4x4= 2x4 II 5x10 5 6 2 9 T3 T1 12 W9 N B3 0 8 B2 6 m �tI 1 W 7 4x6 11 64 0 v1 Im dI �' 0 3x4 8 7 to 3x6= p' 1.5x4� 4.00 F12 5x5= 11 10-6-0 10-6-13 1-9-0 3-1-12 4-11-4 6-7-12 1-9-0 1-4-12 1-9-8 1-e-8 Plate Offsets(X,))-- 12:0-2-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.01 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Verl(TL) -0.03 8-9 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014[rP12007 Matrix-AS Wind(LL) 0.02 9 >999 240 Weight:31 lb FT=20% 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. WT 2x4 SP No.3 MiT EV2:2x6 ek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4:2 *Except* erection in accordance with Stabilizer Installation guide. SP SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 7=290/Mechanical,11=526/0-3-8 (min.0-1-8) Max Horz 11=102(LC 11) Max Uplift7=-21 1(LC 9),11=-414(LC 12) Max Grav7=316(LC 19),11=526(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-550/456,3-4=-604/538,4-5=-591/538 BOT CHORD 10-11=212/351,9-10=-499/511,8-9=505/527,7-8=512/523,2-11=-508/615 WEBS 4-9=220/253,5-7=-525/519,2-10=605/631 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; •MWFRS(directional)and C-C Exterior(2)-1-4-4 to 1-9-0,Interior(1)1-9-0 to 3-1-12,Exledor(2)3-1-12 to 5-0-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5�'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)11 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 211 lb uplift at joint 7 and 414 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%2 gypsum sheetrock be applied directly to the bottom chord. 10)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC.NO:20699 5555 S. POMPANO P6'C1r'kfY. PAMPtANO Br EACH, FL.33069 (964)682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. GARAGE 17046 Al2 Half Hip 2 1 Custom Truss,Delray Beach,FL 33444 Job Reference o 6onal Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Wed Apr 2610:36:58 2017 Page 1 10-6-0 ID:t8_blghmvm_iKGGr10ZpVXzPsGR-gYItDKmi?SWOtvHmoglu�!WNtOHQuHWgXnxkMzMu3p -1-4-4 1-9-0 3-1-0 4-9-6 6-7-12 1-4-4 1-9-6 l 1-4-0 I 1-6-6 l 1-10-6 Scale=1:15.7 4x4= 1.5x4 II 3x6= 4 12 5 6 4.00 12 1.5x4 II 2 3 6x10 5� 3 9 2 0 W 2 1 Rn W6 1 7 B2 9 6 3x4= 7 L1 6 5x5= v m 2x4 11 � A' 3x4 o p' 1.5x4% 4.00 12 11 10-6-0 11-2-4 1 1-9-0 3-2-8 I 4-9-6 6-7-12 1-9-0 1-5-6 1-6-14 1-10-6 Plate Offsets(X))-- (2:0-2-0 0-3-01 f9:0-2-8 0-1-9) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) -0.01 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Ved(TL) -0.03 8-9 >999 240 BCLL 0.0' Rep Stress Incr 'YES WB 0.25 Horz(TL) 0.01 7 n/a nla BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.02 8-9 >999 240 Weight:301b FT=20% 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. W6:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4 SP No.3*Except* erection in accordance with Stabilizer Installation guide. EV2:2x6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 7=290/Mechanical,11=52610-3-8 (min.0-1-8) Max Horz 11=93(LC 9) Max Uplift7=259(LC 9),11=-408(LC 12) Max Grav7=319(LC 19),11=526(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=547/513,3-4=606/616,4-12=-5681593,5-12=5681593,5-6=-568/593,6-7=287/362 BOT CHORD 10-11=215/253,9-10=-6241547,8-9=-6151536,2-11=510/646 WEBS 6-8=-560/499,2-10=687/645,3-10=239/304 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Part.Encl.,GCpi=0.55; MINFRS(directional)and C-C Exterior(2)-1-4-4 to 1-9-0,Intedor(1)1-9-0 to 3-1-0,Exterior(2)3-1-0 to 6-5-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 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)Bearing at joint(s)11 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 259 lb uplift at joint 7 and 408 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CAR,. G, FORBE-S FL LICI NO:20696 566 S. POMPANO PKWY. PAMPANO Br=ACH, FL. 33069 (964�662-6661 r Truss Truss Type Oty Ply CESPEDES RES. GARAGE 62 A2 Hip 2 1 Custom Truss,Delray Beach,FL 33444 Job Reference o t18 2 Run:8.020 s Nov 18 2016 Print:nt:8.020 s Nov 016 MiTek Industries,Inc.Wed Apr 2610:36:58 2017 Page 1 I 2-4-013-0-0 2-4-0 6--08--00 2-ID:t08_blghmvm_iKGGr10ZpVXzPsGR-gYltDKmi?SWOtvHmc baEFd2W8-P8O-09 iuBJlgXnxkMzMu3p9 - 26-4-0-B I 6-8-0 I 2-4-0 Scale:1/4"=l' Dead Load Dell.=3/16 in y 7x8 MT20HS= 7x8 MT20HS= 4.00 F12 4x4 4 22 23 24 25 5 4x4 3 6 W2 21 26 WB 1.5x4 II 2 20 27 1.5x4 II v 7 1 1 a Io •*13 12 11 10 '9' 3x4= 6x6= 3x4= 3x6= 3x4= 6x6= 3x4= 13-0-0 13-0-0 2-0-0 240 11-0-0 17-8-0 26-4-0 2 - -0 28-8-0 2-0-0 0-4-0 8-8-0 6-8-0 6-8-0 0-4 0 2 0 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) -0.31 12-13 >916 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.52 12-13 >554 240 MT20HS 187/143 BCLL 0.0* Rep Stress Incr YES WB 0.60 HOrz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-AS Wind(LL) 0.17 12-13 >999 240 Weight:133 lb FT=20% 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 micipt 3-13,6-9 W1,W9:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20.0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 13=1577/0-8-0(min.0.1-14),9=1577/0-8-0(min.0.1-14) erection in accordance with Stabilizer Installation guide. Max Horz13=99(LC 11) Max Uplift13=780(LC 12),9=-655(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=27717,2-20=345192,20-21=262/107,3-4=-2015/1118,4-22=1898/1082,22-23=189811082,23-24=1898/1082,24-25=1898/1082, 5-25=-1898/1082,5-6=-2015/1118,26-27=-261/175,7-27=344/161,7-8=-277/30 BOT CHORD 12-13=922/1932,11-12=-797/1892,10-11=-79711892,9-10=910/1932 WEBS 2-13=-5731524,3-13=-1952/1182,3-12=2381264,4-12=98/330,5-10=-98/331,6-10=238/264,6-9=-1952/1182,7-9=-573/525 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-0-0,Extedor(2)11-0-0 to 21-10-15,Interior(1)21-10-15 to 28-8-0 zone;cantilever left and right exposed; ens',vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of vdthstanding 780 lb uplift at joint 13 and 655 lb uplift at joint 9. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheelrock be applied directly to the bottom chord. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL Q. FOR13ES FL LIC, NO: 20699 586 S. POMPANO PKWY. PAMPANO BEACH, FL.33069 (3 )692-66651 Job Truss Truss Type Qty P1 462 A3 Hip 2 1 y CESPEDES RES. GARAGE 170 Custom Truss,Delray Beach,FL 33444 Job Reference o 18 t18 2 Run:8.020 s Nov 18 2016 Print 8.020 s Nov 016 MiTek Industries,Inc.Wed Apr 2610:36:59 2017 Page 1 2-4-013-0-0 2 4 0 r I ID:t8_btghmvIm_iKGGr10ZpVXzPsGR-IkIFQgmLmmetV3syWa8tw8bMoTEd env3BWVGpzMu3o 9-0-0 13-00 5-800 26-40 8 -8-0 0-0 240 6 4 4-0- 6-8-0 2- % Scale:1/4"=1' Dead Load Dell.=3/8 in 46= 4x6= • 4 5 4,00 12 _ 4x6 4x6 3 6 1.Sx4 II 0 22 1.5x4 II 2 21 7 1 1 8 � to 14 13 12 11 10 " 6x6— 3x8 MT20HS= 3x4— 3x4— 3x8 MT20HS= 6x99_ 3x4= 3x4= — — — = 13-0-0 13-0-0 2-0-��0 13-0-0 I 15-8-0 I 26-4 0 2g�-0 28 8-0 2-0-0 0-4-0 10-8-0 2-8.0 10 8 0 0 4-0 2 0 0 ' LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Ved(LL) -0.24 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Ved(TL) -0.64 12-14 >454 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(L-) 0.11 11 >999 240 Weight:140lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied. B3:2x4 SP No.2 WEBS 1 Row at midpt 3.14.&9 WEBS 2x4 SP No.3*Except* with 2x4,SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. W1,W9:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=1577/0-8-0(min.0-1-14),9=1577/a&0(min.0-1-14) Max Horz 14=-117(LC 10) Max Uplift14=780(LC 12),9=655(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-312/0,2-21=395/63,3-21=315/93,3-4=-1848/991,4-5=1693/976,5-6=1848/991,6-22=-315/157,7-22=395/127,7-8=312/0 BOT CHORD 1-14=01293,13-14=890/1926,12-13=89011926,11-12=644/1693,10-11=879/1926,9-10=879/1926,&9=0/293 WEBS 2-14=543/515,3-14=-1896/1197,3-12=398/312,4-12=106/315,5-11=118/315,6-11=398/312,6-9=1896/1197,7-9=543/515 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.ll;Exp C;Encl.,GCpi=0.1 B;MWFRS (directional)and C-C Exterior(2)0.0-0 to 3-0-0,Interior(1)340 0 to 13-0-0,Extedor(2)13-0-0 to 15-8-0,Interior(l)19-&15 to 28-8-0 zone;cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any ' ottrr members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 780 lb uplift at joint 14 and 655 lb uplift at joint 9. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and''/='gypsum sheetrock be applied directly to the bottom chard. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARS,G. FORBES FL LIC. NO:20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL.33069 (954�682-6651 Job Truss Truss Type city Ply CESPEDES RES. GARAGE 170462 A4 Hip 2 1 Custom Truss,Delray Beach,FL 33444 Job Reference o l Run:8.020 s Nov 18 2016 Print: 2nt:8.020 s Nov 18 016 MiTek Industries,Inc.Wed Apr 2610:37:00 2017 Page 1 13-0-0 ID:t8_blghmvm_iKGGr10ZpVXzPsGR-nwsdeOnzX3mk7DR9vOl h9CpTM402lrG2pFzMu3n 2-4-0 I 9-0-0 13-0-0 15-8-0 19-8-0 26-4-0 28-8-0 2-4-0 fi-8-0 4-0-0 I 2 8 0 ~ 4 0 0 I 6 e 0 I 2 4 0 Scale=1:48.8 Dead Load Defl.=3/8 in 3x4= 4x6 5 46 4.00 12 4 6 23 24 4x6 4x6ZZZ 3 7 T3 0 1.5x4 II IVI. 1.5x4 II 25 a 2 22 8 1 1 9 8 ]o ,15 14 13 12 11 3x4= 6x6= 3x8 MT20HS= 3x4= 3x4= 3x8 MT20HS= 6x60 3x4= 13-0-0 13-0-0 2-0-0 2r410 13-0-0 15-6-0 26-4-0 2r�-0 29-6-0 2-0-0 0-4-0 10-8-0 2-8 0 10-8-0 04 0 2-0 0 Plate Offsets(X Y)-- f4.0-0-4 0-2-01 f5:0-2-0 Edoel,L6:0-0-4,0-2-01 LOADING(psf) SPACING- 240 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.24 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.63 13-15 >454 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.11 12 >999 240 Weight:144lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied. 133:2x4 SP No.2 WEBS 1 Row at micipt 3-15,7-10 WEBS 2x4 SP No.3*Except' with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. W1,W9:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=1577/0-8-0(min.0-1-14),10=1577/0-8-0(min.0-1-14) Max Horz 15=128(LC 10) Max Uplift15=-780(LC 12),10=655(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=309/0,2-22=389/63,3-22=309/93,3-23=-1848/885,4-23=1774/903,4-5=284/147,4-6=-14321774,5-6=-283/147,6-24=-1774/903, 7-24=-1848/885,7-25=-309/156,8-25=388/126,8-9=-309/0 BOT CHORD 1-15=0/288,14-15=-764/1927,13-14=-764/1927,12-13=559/1691,11-12=764/1927,10-11=764/1927,9-10=0/288 WEBS 2-15=-542/510,3-15=-1898/1116,3-13=-427/261,4-13=-104/323,6-12=-119/323,7-12=427/287,7-10=-1898/1116,8-10=5421510 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS (dire-ctional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 14-4-0,Exterior(2)%4-0 to 17-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 780 lb uplift at joint 15 and 655 lb uplift at joint 10. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and YT gypsum sheelrock be applied directly to the bottom chord. 9)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL O. FORB ES FL LIC. NO:20699 555 S. POMPANO PKll Y.: PAMPANO BEACH, FL.33069 (954y 682.6661 Job Truss Truss Type :23: ty �Ref�p. ES. GARAGE 170462 A6 Roof Special Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MITek Industries,Inc.Wed Apr 2610:37:012017 Page 1 ID:t8_b1 hmvm iKGGr10Z VXzPsGR-F60?rMoblNubkNOLTkc 7cLhzMu3m g3-o-o I 5-7-4 I 9 _ Pg4c955WEBWV. B-6-3 11-5-1 14-4-0 17-2-15 20-1-13 23 0 12 25 11 10 28 8 0 2 a 6 2-10-15 2-10-15 I 2-10-15 I 2-10-15 + 2-10-15 + 2-10-15 l 2-10-15 2-10-15 I 2-9-6 ' Scale:1/4"=P Dead Load Den.=11/16 1n 5x5= 6 4.00 F12 3x4� - 3x4 g 1 7 3x6 3x6 4 8 1.5x4 II 15 1.5x4 II 3 T 9 �W. 5x6 7x10 MT18HS= B 2 5x6 zz� o 2 25 1 16 14 V 28 10 r 3x4 3x4 z�- c6 1 g_ 17 t3 11 �cJJ 5x10 3.75 rl2 5x10 Io 18 12 3x4= 6x6= 6x6= 3x4= 13-0-0 14-6-12 13-" 2-0-0 2.8-8 5-7-4 B-6-3 9-i1-2 11-5-1 14-1-0 1 17-2-15 18.6-14 20-1-13 23-0-12 25-11-10 6� 28-8-0 2-0-0 0-8-6 2-10-15 2-10-15 1�-15 1-5-15 2$-3 0-- 2-8.7 1-5-15 1-4-15 2-10-15 2-10-15 0-8-6 2-0-0 0212 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.52 15 >541 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -1.16 15 >241 240 MT18HS 244/190 BCLL 0.0' Rep Stress Incr YES WB 0.66 Horz(TL) 0.88 12 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matdx-AS Wind(LL) 0.75 15 >372 240 Weight:135 lb FT=20% 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. B2,B3:20 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4 SP No.3*Except* erection in accordance with Stabilizer Installation guide. Wl,W9,W17:2x6 SP No.2,W8,W16:2x4 SP No.2 REACTIONS. (lb/size) 18=157710-8-0(min.0-2-0),12=1577/0-8-0(min.0-2-0) Max Horz 18=-128(LC 10) Max Upliftl8=-1178(LC 12),12=-1032(LC 12) Max Gravl8=1672(LC 20),12=1672(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=4271229,2-25=-2888/1547,3-25=-2844/1561,3-4=2904/1657,4-5=-5287/3055,5-6=5819/3224,6-7=-5819/3221,7-8=-528713069, 8-9=-2904/1779,9-26=-284411682,10-26=-2888/1667,10-11=428/229 BOT CHORD 1-18=-173/428,17-18=544/705,16-17=2477/4648,15-16=297815585,14-15=2981/5585,13-14=-2551/4648,12-13=-526n05,11-12=-173/428 WEBS 6-15=1756/3382,9-13=288/263,10-13=1840/3065,10-12=1424/1049,3-17=289/257,2-17=-1840/3065,2-18=1424/1049,4-17=222111364, 4-16=2441581,5-16=-635/403,5-15=174/410,7-15=174/410,7-14=-652/404,8-14=244/595,8-13=-2221/1363 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=2911;eave=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; • MWFRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 14-4-0,Extedor(2)1440 to 17-2-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0[all by 2-0-0 vide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1178 lb uplift at joint 18 and 1032 lb uplift at joint 12. 7)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the lop chord and 1/F gypsum sheetrock be applied directly to the bottom chord. 8)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL It;a., FORBIES FL LIC.NO: 20699 555 S. POMPANO P6{WY. PAMPANO BEACH, EL. 33069 (964)682.6651 Job Truss Truss Type 0ty Ply CESPEDES RES. GARAGE 170462 A8 Roof Special 2 1 Custom Truss,Delray Beach,FL 33444 Job Reference o t18 20 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Wed Apr 2610:37:02 2017 Page 1 10-6-0 ID:t8_blghmvm_iKGGr10ZpVXzPsGR-IJ_03ipD3hORMX 6_fgrOb43t?ePg4yL1919t7zMu31 -1-4-4 1-9-0 3-1-12 4-9-4 6-7-12 1-4-4 1-9-6 1-4-12 1 1-7-8 ' 1-10-8 Scale:3/4°=1' 4x4= 4 4.00 F12 1.5X4 II Sx5= 3x6= _ 3 T2 5 6 r• 5x10- 10 W 1 T3 2 T1 12 W9 N B3 5 2 q 8 B2 _W o 1 V W7 4x6 11 B4 6 o p' 3x4 8 4x6= 7 Io o p' 1.5x4 4.00 F12 2x4 II 11 10-6-0 10-8-0 1 1-9-0 3-1-12 I 4-7-12 6-7-12 i 1-9-0 1-6-0 Plate Offsets(X.))-- (2:0-2-0 0-2-121 (5.0-2-8 Edgel 1-4-12 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.01 8-9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.03 8-9 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(ILL) 0.02 9 >999 240 Weight:32lb FT=20% 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. W7:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4 SP No.3*Except* erection,in accordance with Stabilizer Installation guide. EV2:2x6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 7=2901Mechanical,11=52610-3-8(min.0-1-8) Max Horz 11=100(LC 11) Max Uplift7=-219(LC 9),11=-414(LC 12) Max Grav7=317(LC 19),1 1=526(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-556/477,3-4=612/563,4-5=597/565,5-6=595/563,6-7=-2911337 BOT CHORD 10-11=214/335,9-10=533/524,8-9=540/540,2-11=509/611 WEBS 5-8=327/370,6-8=531/516,2-10=-595/639,3-10=-2351254,4-9=249/267 NOTES- 1)Unbalanced roof live loads have been considered for this design. �2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MIrVFRS(directional)and C-C Extedor(2)-1-4-4 to 1-9-0,Interior(1)1-9-0 to 3-1-12,Exterior(2)3-1-12 to 4-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)11 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 219lb uplift at joint 7 and 414 Ito uplift at joint 11. 9)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and'/F gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. F©RSES FL L1G, NO:20899 555 S. POMPANO PKWY. PAM1pANO BEACH, ILL. 33069 (9a4}i��2�651 Job Truss Truss Type aty Ply CESPEDES RES. GARAGE 170462 A9 Roof Special 6 1 Custom Truss,Delray Beach,FL 33444 R Job Print:8.020 s Nov Reference o t18 2 Run:8.020 s Nov 18 2016 2016 MiTek Industries,Inc.Wed Apr 2610:37:02 2017 Page 1 IDt8blghmvmiKG Gr10ZpVXzPsGR-jJ03ipD3hOR MXbX1 R8rOb43t?ghg5RL1919t7zMu31 11-4-4 1 os-o 1-90 3-41-1 4-6- _ 6-3 -8 10-6-0 -4--142 71-7 i-4-18 Scale=1:17.5 4x4= i 4 4.00 12 1.5x4 II 1.5x4 II 3 5 5x10 N 24 W 5 6 5x10 2 Tt 10 T 14 13 Vt/18 21 1 2 B2 B3 VJ 7 a L7 We4x6 11 W8 0 0 9 O N O 6 3x4 3x4 �-�. 6 0' 1.5x4 5� 4.00 12 1.5x4 �. 12 10.6-0 3-4-8 10-6-0 1-9-0 2-11-0 -1-1 4-6-8 1-9-0 1-2-0 -2-1 -2-12 1-2-0 0 Plate Offsets(X))-- f2:0-2-0 0-2-121 f6.0-2-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Verl(LL) -0.00 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 10 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.01 10 >999 240 Weight:33lb FT=20% 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=456/0-3-8 (min.0-1-8).8=456/0-3-8 (min.0-1-8) Max Horz 12=49(LC 8) Max Upliftl2=-360(LC 12),8=-360(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-392/173,3-4=-4441237,4-5=437/214,5-6=-398/160 BOT CHORD 11-12=-197/338,10-11=-48/386,9-10=-63/393,8-9=197/365,2-12=-446/537,6-8=430/525 WEBS 2-11=-405/499,6-9=-380/463 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exterior(2)-14A to 1-9-0,Intedor(1)1-9-0 to 3-1-12,Extedor(2)3-1-12 to 6-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)12,8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 360 Ito uplift at joint 12 and 360 Ito uplift at joint 8. ;7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and IV gypsum sheetrock be applied directly to the bottom chord. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL.G, FOIf1G3Er'7..� FL LIC. NO: 20699. 556 S. POMPANO PFCWY. PAAMPANO BraACH, FL. 33069 (964)682-6661 Job Truss Truss Type Oty Ply CESPEDES RES. GARAGE 170462 AG1 Hip Girder 2 1 Custom Truss,Delray Beach,FL 33444 Job Reference(optional)2 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Wed Apr 2610:31:04 2017 Page 1 13-0-0 IDJ8_blghmvm_iKGGr10ZpVXzPsGR-fh68UNgTbIG9bghv89I31NQ8JgpF_It1eCSEGy0zMu3j 2-4-0 4-0-0 7-0-0 11-11-4 16-8-12 21-8-0 24-8-0 26-4-0 28-8-0 2-4-0 1-B-0 3-0-0 4-11-4 4-9-B 4-11-4 3-0-0 1-8-0 2-4-0 Scale=1:47:3 Dead Load Der! =1/4 in 4x4= ' 4.00 12 3x4= 3x4— 4— r 5 27 31 6 . 3x6 3x8 JI 1.5x4 11 3 8 1.5x4 11 2 T 1 s o 1 10 c" U Li to ,18 17 16 34 35 1536 14 37 38 39 13 12 Li 11 3x4= 6x6= 3x8 II 3x4= 5x8 MT20HS=3x4— 3x4= 3x8 II 6x6= 3x4— 13-0-0 13-0-0 2-0-0 24 80I 7-0-0 - --4 14-4-0 16-8-12 2118-0 4-8-0 4.00 2 -0 2808000 1-0 0l2- 4 4114 2-4-12 2-4-12 3 02- 0 Plate Otfsels(X,Y)-- 111:0-3-0 0-4-81(18:0-3-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.23 14-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Ved(TL) -0.50 14-16 >580 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr NO WB 0.65 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.2914-16 >990 240 Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at micipt 5-16.6-13 W1,W11:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3')nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 18=1983/0-8-0(min.0-1-10),11=1983/0-8-0(min.0-1-10) erection,in accordance with Stabilizer Installation guide. Max Horz 18=63(LC 31) Max Uplift18=1178(LC 8),1 1=-1 101(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2843/1539,4-25=-2676/1489,25-26=2676/1489,5-26=2676/1489,5-27=4414/2440,27-28=4414/2440,28-29=-4414/2440,29-30=-4414/2440, 30-31=-4414/2440,6-31=4414/2440,6-32=-267611529,32-33=2676/1529,7-33=267611529,7-8=2843/1579 BOT CHORD 17-18=1336/2671,16-17=-1336/2671,16-34=-2282/4226,34-35=-2282/4226,15-35=2282/4226,15-36=-2282/4226,14-36=-2282/4226, 14-37=2272/4226,37-38=2272/4226,38-39=-2272/4226,13-39=2272/4226,12-13=135212638,11-12=135212638 WEBS 3-18=3480/1900,4-16=-2111598,7-13=-220/598,8-11=3480/1872,5-16=-1932/1051,5-14=43/390,6-14=43/390,6-13=-1932/1050, 3-17=-565/1076,8-12=-565/1076 NOTES- �)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=291t;eave=4ft;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)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1178lb uplift at joint 18 and 1101 lb uplift at joint 11. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)165 lb down and 275 lb up at 7-0-0,78 lb down and 145 lb up at 9-0-12, 78 lb down and 145 lb up at 11-0-12,78 lb down and 145 lb up at 13-0-12,78 lb down and 145 lb up at 14-4-0,78 lb down and 145 lb up at 15-7-4,78 lb down and 145 lb up at 17-74,and 78 lb down and 145 lb up at 19-7-4,and 165 lb down and 275 lb up at 21-8-0 on top chord,and 355 lb down and 160 lb up at 7-0-0,40 lb down at 9-0-12,40 Ib down at 11-0-12,40 lb down at 13-0-12,40 lb down at 14-4-0,40 Ib down at 15-7-4,40 Ib down at 17-7-4,and 401b down at 19-7-4,and 355 Ib down and 160 Ib up al 21-74 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)Warning: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(pIQ Vert:1-4=-90,4-7=90,7-10=-90,19-22=-20 Concentrated Loads(lb) CARL G. FORBES Vert:4=-95(F)7=-95(�16=-34(F)13=34(�14=-10(F)25=-69(F)26=69(F)28=69(F�29=-69(F)30=-69(F)32=69(F)33=-69(F)34=-10(F)35=10(F)36---10(F) 37=40(F)38=10(F)39=-10(F) FL LIC. NO: 20699 555 S. POMPANO PifCWY.. PAAMPANO BEACH, FL. 33069 (964�682-6661 Job Truss Truss Type Oty Ply CESPEDES RES. GARAGE 170462 AG2 Half Hip Girder 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Wed Apr 2610:37:04 2017 Page 1 10-6-0 ID:tB_blghmvm_IKGGr10ZpVXzPsGR-fh68UNgTblGgbglw8rsM090xpLZ1_eCSEGyO7Mu3j 1 -1-4-4 1 2-7-12 1 4-6-12 1 6-7-12 1-4-4 2-7-12 1-11-0 2-1-0 Scale=1:15.7 1.5x4 II 3x6= 4x8= 3 4 5 4.00 F12 2 6x12 2 a 2 7 0 6 Wa 1 W9 1 B2 L1 5 8 73x8= 6 5x5= p 2x4 II A* o A. 2x4 4.00 12 9 10-6-0 11-0-8 1 2-9-4 1 4-6-12 1 6-7-12 1 2-9-4 1-9-8 2-1-0 Plate Offsets(X,l�-- 12:0-4-0 0-3-01 13.0-5-4 0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Ved(TL) -0.02 8 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MP Weight:34lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 SP No.2*Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4 SP No.3*Except' erection,in accordance with Stabilizer Installation guide. EV2:2x6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 6=269/Mechanical,9=506/0-3-8 (min.0-1-8) Max Horz9=85(LC 7) Max Uplift6=304(LC 5),9=458(LC 8) Max Grav6=360(LC 30),9=548(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-756/591,3-4=635/541,4-5=635/541,5-6=329/296 BOT CHORD 7-8=-50714,2-9=530/491 WEBS 5-7=584/682,2-8=-500/699 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,e)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)9 considers parallel to grain value using ANSI/fP11 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 304 lb uplift at joint 6 and 458 lb uplift at joint 9. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)76 lb down and 99lb up at 2-7-12,and 76 lb down and 99 Ito up at 4-8-8 on top chord,and 161 lb down and 115 lb up at 2-7-12,and 63 lb down and 51 lb up at 4-8-8 on bottom chord. The design/selection of such connection devices)is the responsibility of others. 9)Warning: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:1-3=-90,3-5=90,B-9=-20,6-8=-20 Concentrated Loads(lb) Vert:8=20(8)7=20(8) CARD 6. FORBES FL LIC.NO:20699 555 S. POMPANO PKWY. PAMPANO 1135ACH, FL.33069 (954� 682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GARAGE 170462 EJ3 Roof Special 4 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 102816-MiTek Industries,Inc.Wed Apr 2610:37:06 2017 Page 1 I -14-4 106-0 ID:t8-blghmvm_iKGGr1 0ZpVWbT-b4Euu3sk7vWtr8uIGHCnaRFked2MmxoxgmjNOvzMu3h 1-9-0 2-7-12 1- 4 I o-10-121-1-12 07-4 Scale=1:11.5 4 1.5x4 II 4.00 12 3 a 6 6x10 0 2 o Y T1 5 8 4 6 W5 a 1 L1 W3 n d Q• 3x4 Q o 2x4 4.00 12 7 10-11-8 10-6-0 11-8-7 1-1-12 1.9-0 �- 2-7-12 1-1-12 0-7-4 0-10-12 Plate Offsets(X Y)—f2:0-2-0 0-3-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Ved(LL) 0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 6 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.06 Horz(TQ 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Wind(LL) -0.00 6 >999 240 Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4 SP No.3 erection,in accordance with Stabilizer Installation guide. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 4=48/Mechanical,7=37210-3-8(min.0-1-8),5=27/Mechanical Max Horz 7=133(LC 12) Max Uplift4=61(LC 12).7=-287(LC 12),5=-27(LC 1) Max Grav4=59(LC 17),7=372(LC 1),5=29(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 2-7=386/567 NOTES- 1)Wind:ASCE 7-10;Vull=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25fl;B=45fl;L=24ft;eave=4fl;Cal.II;Exp C;Pal.Encl.,GCpi=0.55;MWFRS(directional)and C-C E tedor(2)-144 to 1-9-0, Interior(1)1-9-0 to 2-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrenl with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •4)R,fer to girder(s)for truss to truss connections. 5)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify,capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 4,287 lb uplift at joint 7 and 27 lb uplift at joint 5. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOA6 CASE(S) Standard CARL G. FORSES FL LIC.NO: 20999 555 S. POMPANO PKWY.: PAM1PANO SEALH, FL. 33069 682-6661 Job Truss Truss Type Oly Ply CESPEDES RES. GARAGE 170462 EJ7 Jack-Open 18 1 Custom Truss,Delray Beach,FL 33444 Jab Reference(optional) 13-0-o Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 20 i ek Industries,Inc.Wed Apr 2610:37:07 2017 Page 1 ID:tB_blghmvm_iKGGr10ZpVXzs5 ��4 GnH6PtMuDekSITVgJ07fnvsOLxVNu4vOSwYLzMu3g r 7-0-0 7-0-0 3 Scale=1:19.3 4.00 12 1.5x4 II 10 9 1 2 v o N N N 1 WCL3 LHJ 81 e' 4 e• 2x4= o• a 5 11'39-yd 011 13-0-0 15-5-14 I 2 0 0 I2-4-01 7-0-0 1 2-0-0 0-4.0 4-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.03 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Cade FBC20141TPI2007 Matrix-AS Weight:23lb FT=20% 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 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 3=159/Mechanical,4=29/Mechanical,5=575/0-8-0(min.0-1-8) erection,in accordance with Stabilizer Installation guide. Max Horz5=162(LC 12) Max Uplift3=-115(LC 12),5=-335(LC 12) Max Grav3=159(LC 1),4=69(LC 3),5=575(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-284/121 WEBS 2-5=-462/560 NOTES- 1)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf,BCDL=4.Opsf;h=250;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)G-0-0 to 3-0-0, Intedor(1)3-0-0 to 6-114 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3)'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 will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 335 lb uplift at joint 5. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/T gypsum sheetrock be applied directly to the bottom clprd. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard EL LIC.NO:20699 555 S. POMPANO PKWY. PAMPANO 13r=ACH, FL. 33069 (W)f 682.6651 Job Truss Truss Type Oty Ply �CESPEDES RES. GARAGE 170462 HJ7 Diagonal Hip Girder 4 1 Job Reference(optional)2 Cusfom Truss,Delray Beach,FL 33444 Run: NovR 8.020 s N 18 2016 Print:8.020 s Nov 18 016 MiTek Industries,Inc.W 610:37:08 2017 Pagel 13-0-0 ID:tB_btghmvm_iKGGr10ZpVXzPsGR-YTLtJII_fxmb4S2hNy __y�EOcUEpYD74CT5nzMu3r 4-11-8 7-0-0 9-10-1 4-11-8 2-0-8 2-10-1 4 Scale=1:19.1 _ 2.83 rt2- 3x4= �� 3 1.5x4 II 13 1 v 2 u� o N 12 W4 W 5 c' F-1 t d - 1 3 Li B1 Li q 3x4= 14 �. 15 7 6 2x4 11 3x4 pq 8 5 13--U-0 1 13-0-0 15-5-15 2-8-9 13-2-4 1 7-0-0 1 9-10-1 2-6-9 0-5-10 3-9-12 2101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 1.00 Vert(ILL) -0.02 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0* Rep Stress Incr NO WB 0.17 Horz(TL) -0.04 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MS Wind(LL) 0.03 7 >999 240 Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-6-8 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:5-6. WCL3:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (Iblsize) 4=1301Mechanical,8=35710-11-5(min.0-1-8),6=521Mechanical erection,in accordance with Stabilizer Installation guide. Max Horz 8=184(LC 20) Max Uplift4=-94(LC 20),8=-808(LC 4),6=-117(LC 4) Max Grav4=153(LC 17),8=1001(LC 31),6=303(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=5891357,2-12=-566/392,2-13=-6201488,3-13=-504/383 BOT CHORD 1-14=378/607,8-14=-378/607,8-15=-378/423,7-15=-378/423,6-7=-378/423 WEBS 2-8=447/319,3-6=-506/452,3-7=-408/217 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cal.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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,808 lb uplift at joint 8 and 117 lb uplift at joint 6. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)38 lb down and 79 lb up at 1-4-15,38 Ib down and 79 Ib up at 1-4-15,244 lb down and 353 lb up at 4-2-15,244 lb down and 353 lb up at 4-2-15,and 139 lb down and 54 lb up at 7-0-14,and 139 lb down and 54 lb up at 7-0-14 on top chord,and 13 lb down and 40 lb up at 1-4-15,13lb down and 40 lb up at 1-4-15,177lb down and 265 lb up at 4-2-15,177lb down and 265 lb up at 4-2-15,and 36 lb down and 43 lb up at 7-0-14,and 36 lb down and 43 lb up at 7-0-14 on bottom chard. The design/selection of such connection device(s)is the responsibility of others. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-90,5-9=-20 Concentrated Loads(lb) Vert:13=287(F=143,B=143)14=-25(F=-13,B=-13)15=275(F=137,B=137) CARL G_ FORBES FL LIC, NO: 20699 5555 S. POMPANO PK WY. PAM PANG BEACH, FL. 93069 (3 )f 6824661 Job Truss Truss Type Oty Ply CESPEDES RES. GARAGE 170462 J1 Corner Jack 8 1 Custom T uss,Delray Beach,FL 33444 13-0 o Job Reference(optionap Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Wed Apr 2610:37:09 2017 Page 1 � 1-0-0 13-5-14 ID:t8_blghmvm_iKGGr10ZpVXzPsGR-Ofvl X5ucOquSibdtxPmUC4lMrg3yzlUNMkxldDzMu3e 1-6-0 4.00 12 Scale=1:7.6 2 i T1 0 6 v i B1 0 3 2x4= 13-0-0 13-5-14 1-0-0 100 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Ved(TL) -0.00 6 n/r 120 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/iP12007 Matrix-MP Weight:3 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Mie accordance with Stabilizer Installation guide.Tek recommends that Stabilizers and required cross bracing be installed during truss ction,in REACTIONS. (lb/size) 2=80/Mechanical,3=29/Mechanical er Max Horz2=101(LC 1),3=101(LC 1) Max Uplifl2=60(LC 12),3=-33(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.0psf;BCDL=4.Opsf;h=25fl;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 2 and 33 lb uplift at joint 3. 6)Non Standard bearing condition. Review required. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. FORBES FL L#G. NO: 20699 555 S. POMPANO P'KWY. AAM:PANO BEACH Flo. 33069 t` 682.6661 Job Truss Truss Type Qty Ply CESPEDES RES. GARAGE 170462 J1A Corner Jack 4 1 Custom Truss,Delray Beach,FL 33444 0-6-0 Job p1Ht�&11ce o lional Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Wed Apr 2610:37:09 2017 Page 1 ID:tB_blghmyT.-6TGr10ZpVXzPsGR-Ofv1 X5ucOquSibdtKPmUCAtJ5g4wzIUNMkxldDzMu3e I -1-0-0 1-0-0 1-0-0 Scale=1:7.9 3 4.00 12 2 w i 0 1 T1 6 ` o � n B1 0 r Qo 4 Qo �D Qo 10 - 10-6-0 3x4= 11-0-7 1-0-0 ` 0-7-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in '(loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Ved(TL) 0.00 7 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-MP Wind(LL) -0.00 7 >999 240 Weight:5lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=301Mechanical,2=28710-3-8(min.0-1-8),4=651Mechanical Max Horz 2=68(LC 12) Max Uplift3=30(11C 1),2=-257(LC 12),4=-65(LC 1) Max Grav3=27(LC 12),2=287(LC 1),4=63(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.OpsF,BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,257 lb uplift at joint 2 and 65 lb uplift at joint 4. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC.NO: 20699 555 S, POMPANO PFCII'VlY.: PAMPANO BEACH, FL.330691 (954J 682.6651 Job =Jru5 Truss Type oty Ply �CESPEDES RES. GARAGE 1704b2 Corner Jack g 1 Custom Truss,Delray Beach,FL 33444 Job Reference(optional) 13-0-0 Run:8.020 s Nov 18 2016 Print:8.020 s Noyj-%7®16 MiTek Industries,Inc.Wed Apr 2610:37:10 2017 Page 1 - ID:tB_blghmvm_iKGGr10Zf,66T GR-UrTPkRvE88WJIC4V7HjkHPRXEKHikhWbOha9gzMu3d 5-0.0 4 5-0-0 4.00 12 3 Scale=1:15.5 1.5x4 II 10 2 T1 V N N 9 d 1 WCL3 B1 fff Q 4 A' 2x4= 5 11 SxQ-r)I 13-0-0 14-9-14 2-0-0 2-4-0 5-0-0 22 -0 0401 280 --� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-AS Wind(LL) -0.02 4-5 >999 240 Weight:17 lb FT=20% 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 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=511Mechanical,4=-23/Mechanical,5=515/0-8-0(min.0-1-8) Max Horz 5=115(LC 12) Max Uplift3=44(LC 9).4=-23(LC 1),5=334(LC 12) Max Grav3=61(LC 17),4=35(LC 12),5=515(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=355/524 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cal.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)G-0-0 to 3-0-0, Interior(1)3-0-0 to 4-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 3,23 lb uplift at joint 4 and 334 lb uplift at joint 5. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G, FORBES FL LAC. NO: 20699 555 S. POMPANO PbCWY. PAMPANO BEACH, FL. 33069 (954)632.6651