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Home My WebLink AboutTRUSS PAPERWORKA-1 ROOF _ TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 75775 r 1 A.1i�oof Trusses 445;�t Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: HERITAGE CONSTRUCTION SERVICES Project Name: CLEMONS RESIDENCE Lot/Block: Model: Address: 1405 LONE PINE DRIVE, FORT PIERCE 349821ivision: City: County: St Lucie State: FL SCANNED Name Address and License # of Structural Engineer of Record, If there is one, for the building. BY Name: BOWDOIN G. HUTCHINSON License #: 70878 Address: 806 DELAWARE AVE. St. Lucie County City: FT. PIERCE, FL 34946 General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Rbof Load: 50.0 psf Floor Load: 55.0 psf This package includes 44 individual, dated Truss Design Drawings and 16 Additional Drawings. 'With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 10914 FG01 4/11119 13 10942 FL07 4/11119 25 10751 A05G 4/11/19 2 11000 FG02 4/11/19 14 11034 FL07A 4/11/19 26 10625 B01 4/11/19 3 11006 FG03 4/11/19 15 10939 FL07G 4/11/19 27 10636 B02 4/11/19 4 11076 FG04 4/11/19 16 10969 FL08 4/11/19 28 10795 B02A 4/11/19 5 10900 FL01 4/11/19 17 10951 FL09 4/11/19 29 10662 B03 4/11/19 6 10962 FL02 4/11/19 18 10948 FL10 4/11/19 30 11073 B04 4/11/19 7 11040 FL03 4/11/19 19 10918 FL11 4/11/19 31 11064 B05G 4111119 8 10906 FL04 4/11/19 20 10741 A01 4/11119 32 10805 C01 4111/19 9 11070 FL05 4/11/19 21 10757 A02 4/11119 33 10786 CO2 4111/19 10 111067 1 FL05A 4/11119 22 10693 A02A 4/11/19 34 10789 CO2A 4/11/19 11 111028 1 FL05B 4/11/19 23 10763 A03G 4111/19 35 10609 MVA 4/11/19 12 10903 FL06 4/11/19 24 10706 A04 4/11/19 36 10612 MVB 4/11/19 drawing(s) referenced have been prepared byAlpme Erxpneered Products, Inc. under mydirectsuperwslon based on the parameters provided byA-1 RoofTrusses, Lhf. Truss Design Engineer's Name: Anthony Tombo III My license renewal date forthe state of Florida is February 28,2021. NOTE.'The seal on these drawings indicate acceptance of professional engineering responsibility solelyforthe truss components shown. al The suitability and use ofcorrponents forany partiwlarbu7ding Is the responsibility of the building APR 2 2 2019 deslgner,perANSIrrP61 Sec.2 The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the constructlo documents(also referred toattimesas'Stuctuml Engineering Documents'] provided bythe BuO�di gT. Lucie County, PrrP Designerindicating the natureand characterofthework The design criteria therein have been transferred to AnthonyTornbo D PEby IA1 Roof Trusses orspecific location]. These TDDs (also referred to attunes as'Structural Delegated Engineering Documents) are specialty structural component designs and maybe partof the pmject's deferred orphaned submittals. As a Truss Design Engmeer(Le, specialty D '�Cz Englneer),the seal here and on the TDD represents an acceptance ofprofes;Ional engineering Anthony T. Tombo M£� '+211. responsb0'dyforthe design of the single Truss depicted on the TDD onIK The Building Designerls responsbleforand shallwordinate and review theTDDs for oz xaw,ln corrpatibirdywiththelrwdttenenginwringmqubemenM PleasereviewalTDDsandatirelatednotes. Ir. NVg1OW :11111 t 4d36b989999e20a51b6cde8e Page 1 of 2 A16AA-1 ROOF M TRUSSES AFLORIOACORPORATION RE: Job 75775 No. Seq # Truss Name Date 37 10568 MVC 4/11/19 38 10571 MVD 4/11/19 39 10576 MVE 4/11119 40 10579 MVF 4/11/19 41 10582 MVG 4/11/19 42 110588 1 MVH 4/11/19 43 10603 MVJ 4/11/19 44 10600 MVK 4/11/19 45 STDL01 STD. DETAIL 4/11/19 46 STDL02 STD. DETAIL 4/11/19 47 STDL03 STD. DETAIL 4/11/19 48 STDL04 STD. DETAIL 4/11/19 49 STDL05 STD. DETAIL 4/11/19 50 STDL06 STD. DETAIL 4/11/19 51 STDL07 STD. DETAIL 4/11/19 52 STDL08 STD. DETAIL 4/11119 53 STDL09 STD. DETAIL 4/11/19 54 STDL10 STD. DETAIL 4/11/19 55 STDL11 STD. DETAIL 4/11/19 56 STOL12 STD. DETAIL 4/11/19 57 STDL13 STD. DETAIL 4/11/19 58 STDL14 STD. DETAIL 4/11/19 59 STDL15 STD. DETAIL 4111119 60 STDL16 STD. DETAIL 4111/19 Lumber design values are in accordance with ANSI/fPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type Dry Ply 04/1012019 75775 I FG01 I FLAT 11 13 I 10914 18,154 SS ttan ZeMs' 18864 Issas I. 1'3' 1JaB 1TB�Y1�iTBY14'4�Y�1---2�Yt Y•� 14X<(R) ft4X6 1133<3 m4X4 aXaIR1 t0X10 SEAT PIATE REp. I^16938p] 1 8 958C 958tl {-fB8>3pIs- 9]3tl1Be 3 {-189]Sb f 9f Loading Criteria (ps0 Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 15.83 ft NCBCLL. 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x6 SP 2400f-2.0E :T2 2x6 SP #2: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W1 2x8 SP 2400f-1.8E: :W2 20 SP M-30: Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 2 Rows @ 3.00" o.c. (Each Row) Bot Chord: 2 Rows @ 5.00" o.c. (Each Row) Webs :1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)112" bolts may be used for (2)0.131°x3", min. nails on Either The Top or Bottom Chords. Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 80 plf at 0.00 to 80 pit at 18.00 BC: From 20 plf at 0.00 to 20 plf at 18.00 TC: 1885 lb Cone. Load at 1.25, 9.56,11.56,13.56 15.56.17.56 TC: 2236 lb Conc. Load at 2.63. 7.88 TC: 1189 lb Conc. Load at 4.25, 6.25 BC: 958 lb Conc. Load at 1.71, 3.71, 5.71, 7.60 17.60 BC: 539 Ito Conc. Load at 5.94, 7.94, 9.94,11.94 13.94 BC: 872 lb Conc. Load at 9.60,11.60,13.60,15.60 BC: 804111 Conc. Load at 15.94 Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE DeffIC81 Criteria PP Deflection in loc L/de8 L/# VERT(LL): 0.120 C 999 361 VERT(CL): 0.199 C 999 241 HORZ(LL): 0.027 A - - HORZ(TL): 0.045 A - - Creep Factor. 2.0 Max TC CSI: 0.879 Max BC CSI: 0.963 Max Web CSI: 0.977 Wgt: 491.41bs VIEW Ver. 18.02.01A.0205.20 Pudins In lieu of structural panels or rigid Ceiling use puriins to laterally brace chords as follows: Chord Spacing(In oc) Stari(ft) End(ft) BC 120 0.00 18.00 Apply pudins to any chords above or below fillers ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- I Rh I Rw I U / RL L 15029 /• I• /- 15309 !- M 16704 /- I- /- /5900 !- Wind reactions based on MWFRS L Big Width = 6.3 Min Req = 5.9 M Big Width = 8.0 Min Req = 6.6 Bearings L & M are a rigid surface. Bearings L 8 M require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1226 -3474 D - E 1614 "-4572 B - C 1614 -4572 E - F 1257 -3562 C - D 1614 -4572 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. at 24' OC unless shown otherwise above. L - K 0 0 I - H 3719 -1314 The TC of this truss shall be braced with attached spans at 24" o I Jlieu o 1286 T. H - G 0 0 structural sheathing. -1286 Blocking Maximum Web Forces Per Ply (Ibs) Full Height Blocking reinforcement required to Webs Tens.Comp. Webs Tens. Comp. prevent buckling of members over the bearings: A- L 1716 -4827 I - E 1401 -493 bearing 1located at 0.00' A-K 5353-1890 E-H 1051 -2897 Additional Notes K-B 1100-3034 H-F 5490 -19M Truss must be installed as shown with top chord up. B - I 1534 -539 F - G 1793 -5045 C-1 485-1318 "WARNING" Please ftmughly reviewthe-A-1 ROOF TRUSSES('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER Velf(y design earameters end read notes on Nis Truss Design Drawing (TDD) and the Antheny T. Tombo ill, P.E. Rsferenca Sheet before use. U use h,uMOHM WNrvn Tnwnnan mmucelrn MM1 Rmf Tnee-MIMnvT.T=hn III. PE. AA-1 RDOF TRLLS5E5 Anthony T, Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 Truss Truss Type FG02 I FLAT 1ty I PI Y 04/10/2019 11000 T io 1 1876# 1876 1876# 1876 1876# 1876 1876# 2'1 "12 ,---�— 2' — -- 2' -- -- 2' — -- 2' -- --_ 2' _ 2' �� 1'tY-1 =4X8 =4X4 III1.5X4 =4X4 =4X8 1114X6 =bxlU =4xi3 =Jxlu =4xts =anlu U 1114X6 SEAT PLATE REQ. Loading Criteria (pan Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA pat Spacing: 24.0" MWFRS Parallel Dist: NA C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 2x6 SP 2400f-2.OE Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP M-30 :W1 2x8 SP 2400f-1.8E :W3 2x4 SP #3: Nallnote Nail Schedule:0.131"x3", min. nails Top Chord: 2 Rows @ 2.50" o.c. (Each Row) Bot Chord: 1 Row @12.00' D.C. Webs : 1 Row @ 4" D.C. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2' bolts may be used for (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. Special Loads —(Lumber Dur.Fac. 1.001 Plate Dur.Fac.=1.00) TC: From 100 plf at 0.00 to 100 plf at 15.10 BC: From 10 pit at 0.00 to 10 plf at 15.10 TC: 1876lb Conic. Load at 2.15, 4.15,,6.15, 8.15 10.15,12.15,14.15 Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:1O(0V10(10) Plate Type(s): WAVE 15'1 "4 Deb/CSI Criteria PP Deflection in loc Udell Lf# VERT(LL): 0.283 D 639 48i VERT(CL): 0.390 D 465 36� HORZ(LL): 0.046 A - - HORZ(TL): 0.064 A - - Creep Factor. 2.0 Max TC CSI: 0.490 Max BC CSI: 0.695 Max Web CSI: 0.938 Wgt: 315.0lbs VIEW Ver. 18.02.01A.0205.20 Additional Notes Truss must be installed as shown with top chord up. Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 15.10 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. The TIC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh / Rw 1 U ! RL N 6879 I- 1- !-- O 7912l- N Brg Width = 7.3 Min Req = 1.9 O Brg Width = 6.0 Min Req = 2.2 Bearings N & O are a rigid surface. _ Bearing N requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0-49M D-E 0 -8921 B-C 0-7860 E-F 0 -7924 C-D 0-8921 F-G 0 -5068 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp N- M 223 0 K- J 8231 0 M- L 5489 0 J -1 5643 0 L-K 8182 0 I-H 251 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-N 0-2124 D-K 0 -709 A-M 5051 0 E-J 0 -1140 M- B 0 -2074 J- F 2553 0 B-L 2654 0 F-I 0 -2132 L-C 0-1194 I-G 5168 0 C-K 815 0 G-H 0 -2462 K - E 761 0 "WARNING" Please thoroughly review ere-A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('aUYER) ACKNOWLEDGMENT font. erilydesign parameters and read notes on Wariness Design Dree ng (TOD) and the An Mwy T. Tomho III, P.E. Reference Sheet before use. Unless oNenalse stated on Me TDD, only Air erred., pates shell be used for the TOD W be valid. M a Truss Desion Enalmodm fl.e. SDecialw Enalneer). Me seal m anv T00 represents en acceotanm of Me professional engineer In the center of Me IRC. Me IBC. loyal buddina rude and TPI4. The tm+FtrAMWMedIM Wm,vcW ~RWTnu—Mlh+""T. TmmM III. P.E. A-1 ROOF TFI 5 ETii Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type I'll Ply FG03 I FLAT I 1 12 04/10/2019 11006 Loading Criteria (pq TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0 " T SO 1883# 1872# 2129## F611� 2 1872 2 2' 1872 1'10"12 414 1114Y�4(R) 1111LM 1114X64(R) 3 =4X10 =3X10 =4X10 Wind Criteria Wind Sid: NA Speed: NA mph Enclosure: NA Category: NA EXP: NAKzt: NA Mean Height: NA It TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA It Loc. from endwall: NA 1: NA GCpi: NA Wind Duration: NA Lumber Top chord 2x6 SP 240oF2.OE Bot chord 2x6 SP 24001-2.0E Webs 2x4 SP M-30:W1 2x6 SP #2: 03 2x4 SP #3: Nailnote Nail Schedule:0.131"x3', min. nails Top Chord: 2 Rows @ 2.00" o.c. (Each Row) Bot Chord: 1 Row @12.00' o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. Special Loads —(Lumber Dur.Fac. 1.00/ Plate Dur.Fac. 1.00) TC: From 100 plf al 0.00 to 100 plf at 8.83 BC: From 10 plf at 0.00 to 10 plf at 8.83 TC: 1883 Ib Conc. Load at 0.54 TC: 1872 Ib Conc. Load at 2.54, 4.54, 6.54 TC: 2129 lb Gone. Load at 8.44 Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE 8'1011 Defl/CSI Criteria PP Deflection in too Udell L#t VERT(LL): 0.070 C 999 48 A-:RT(CL): 0.097 C 999 36 HORZ(LL): 0.014 A - - HORZ(TL): 0.019 A - - Creep Factor. 2.0 Max TC CSI: 0.263 Max BC CSI: 0.413 Max Web CSI: 0.662 Will: 114.8 lbs VIEW Ver. 18.02.01A.0205.20 Truss must be installed as shown with top chord up. Purlins In lieu of structural panels or rigid ceiling use purilns to laterally brace chords as follows: Chord Spacing(m oc) Stad(fl) End(ft) BC 106 0.00 8.83 Apply purling; to any chords above or below fillers at 24' OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. "WARNING^ Please thoroughly review the -A-1 ROOF TRUSSES edfy design Parameters and read notes on this Truss Design Drawing (TDr vmeGor plates shall be used forNe TDD to be valid. AsaTmss DesignE sponslGllity for[he tlesign M [na sirele Truss deoltled on Ne TOD eNv. on All ppilalbod m ms are m dented In WiFl. Is PE. RmM,vlm NMixhnmN.lnmvlmm. ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- 1 Rh / Rw / U / RL J 5077 /- /-!- K 5522 /- I-/- J Brg Width = 6.0 Min Req = 2.1 K Brg Width =8.0 Min Req=2.3 Bearings J & K are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0-3358 C-D 0 -4630 B-C 0 -4630 D-E 0 -3379 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J-1 71 0 H-G 3850 0 I-H 3825 0 G-F 74 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-J 0-2406 H-D 889 0 A-1 3631 0 D-G 0 -1745 1-8 0-1732 G-E 3651 0 B-H 917 0 E-F 0 -2626 C-H 0 -8W 3AL TERMS and CONDITIONS CUSTOMER (°BUYER°) ACKNOWLEDGMENT fo,m. Tambo 111. RE Reference Sheet before use. Unless eUmry stated on the Too. only All illy Emmert. the seal on any Too renresents an am.,ntanen of Me nmfaeannnl Anninnen 1-1 defines the responsibdifies and duties of to T Involved. The Tmss Design Engineer is NOT the A-1 RMTnyy^e-ATfimvT. T=M lit. PE e Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Foil Pierce, FL 34946 Job 75775 Truss FG04 Truss Type MONO 1ty 12y I U4/11r2U19 11076 Loading Criteria (psq TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0 " T 1 J Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NAKzt: NA Mean Height: NA It TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 2x6 SP 2401 Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #2 :W1 2x6 SP #2: :W3 2x4 SP #3: 1897 #-- 189 # 18 # =dx4 1111 Fxd =4X4 8'3"8 7'10"4 200# Naiinote Nail Schedule:0.131"x3°, min. nails Top Chord: 2 Rows @ 3.00" o.c. (Each Row) Bot Chord:1 Row @12.00'o.c. Webs : 1 Row @ 4° o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. (1) 1/2' bolts may be used for (2)0.131"x3°, min. nails on Either The Top or Bottom Chords. Special Loads —(Lumber Dur.Fac =1.00 / Plate Dur.Fac=1.00) TC: From 100 plf at 0.00 to 100 plf at 8.29 SC: From 10 plf at 0.00 to 10 plf at 8.29 TC: 958 lb Cone. Load at 0.44 TC: 1897 lb Gone. Load at 2.44, 4.44, 6.44 BC: 200 lb Come. Load at 0.44 Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: No FT/RT:10(0v10(10) Plate Type(s): WAVE DefIICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.057 C 999 48( VERT(CL): 0.079 C 999 36( HORZ(LL): 0.011 A - - HORZ(TL): 0.015 A - - Creep Factor. 2.0 Max TC CSI: 0.252 Max BC CSI: 0.354 Max Web CSI: 0.864 Wgt: 114.8 Ibs VIEW Ver. 18.02.01A.0205.20 Truss must be installed as shown with top chord up. Puffins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 99 0.00 8.29 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24' oc in lieu of structural sheathing. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity - Loc R+ / R- / Rh / Rw / U / RL J 4198 1- !- /- /- /- K 3563 I-l- J Big Width = 6.0 Min Req = 1.7 K Brg Width = 5.5 Min Req = 1.5 Bearings J 8 K are a rigid surface. _ Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0-2798 C-D 0 -3922 B-C 0-3922 D-E 0 -2796 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J-1 59 0 H-G 3212 0 I- H 3206 0 G- F 59 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-J 0-1895 H-D 824 0 A-1 3062 0 D-G 0 -1541 I-B 0-1515 G-E 3060 0 B-H 830 -35 E-F 0 -1654 C-H 2 -825 "WARNING" Please thoroughly revlew the Wil ROOF TRUSSES("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' farm. reriry design peremetars and mad noteson this Truss Design Drewing Crop) and the Anthony T. Tombo III, P.E. Reference Shoot before use. Unless athenvise stated an the TDD, onlyA; cmredarplatesshallbeuwdfarthe TDDtobevalid. Asa Truss Design EnginmAng(x.spedalty Engineer),thesealmany TDDrepresentsana=ptanmofthepee onalengineer) asponsibility for the design of the single Tmss dWicted an the Too only, under TPl-1. The design assumptions, loading opntlNons, suitability and use of this Truss fumy Building Is rue Nllding a Me responsibilityofthe Owneg the Oxmets authorized agent orthe Building Designer, In the mntea of the IRC, the IBC, local building wtle and TFIA. Theapprovalofthe esponsibillry of the Owner, the Owners euMarlzed agent or the Building Designer. in the cordso ofthe IRC, the IBC, brat building code and TPI-l. Theapprovalottha TDDandanygeld se arwre Tmss, Induding la ndling, suaage, installation and bracing shall bathe responsibilily of the Building Designerard Coneedar. All notes set out in the TDD end the practices end uldelines ofthe Building Component Safety Intonnedon(BSCI) published by TPI and SSCA are referenced for general guvJanos. TP4ldefina eresponbiligwwddWe ofthe True bsigner, Truss Design Englneerand Truss Manufacturer, unless athenow defined by a Contract agreed upon In writingbyall pandas Invohetl. The Truss Design Engineer is NOT the Buih Iazylner or Tian System Engineer of any buildlrg. All ®Wlarmetl terms are as defined in TPI-l. gym", 0201e MI RmITn¢ara-MMmvT. T—ho III. P E. WmMrrlmdvr.. rnt'vr—mon.. noon..., I... wmLNm all WW1in-MawivT. TanM In. PE. A#�"UME5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Jab ITruss Truss Type City Ply 04/10/2019 75775 FL01 I SY42 14 I 1 10900 ~2c16YPj —710'8 1 10' 1 17'9° •} 2N9'i 26'1018i 34.10.8 -� -1.SX4(R) sei 3'1 AF m -3X6 SEAT PLATE REQ. C -3X3 -3X4 D E W=3X6 -4X8 F G H 02X4 -3X10 W=3X6 I J K L =3X4 -3X3 M N O -3X6-1.5X4( P OR AD AC AS AA Z YM X W V U T -3X8 -3X10 -4X10 W=3X6 -3X8 -3X6 W=3X6 -4X8 34'10'8 SEAT PLATE REG. 16'11'4 JA Loading Criteria (ps0 Wind Criteria Code / Misc Criteria Deg/CSI Criteria A Maximum Reactions (Ibs) TCLL: 40.00 Wind Sid: NA Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): 0.272 AC 780 48 LOG R+ I R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.369 AC 575 36 AE 903 /- /-/- BCDL: 5.00 Category: NA FT/RT:10(Ov10(10) HORZ(LL): 0.046 S - - Y 2138 1- l-l- EXP: NAKzt: NA Des Ld: 55.00 Plate Type(s): HORZ(TL): 0.062 S - • S 860 /- /- A Mean Height: NA ft WAVE Creep Factor. 2.0 AE Br Width = 7.3 Min Re = 1.5 9 q — NCBCLL: 10.00 TCDL: NA psf MaxTCCSI: 0.891 Y Brg Width=4.0 Min Req=1.5 Load Duration:4.01.00 NA psf S Brg Width = 7.3 Min Req = 1.5 Spacing: MWFBCD Spacing: 24.0 ° MWFRS Parallel Dist: NA Max BC CSI: 0.800. Bearings AE, Y, & S are a rigid surface. C8C Dist a: NA It Max Web CSI: 0.716 Max AE & S require a seat plate. Lac. from endwall: NA Wgl: 189.0 Ibs Maximum Top Chord Forces Per Ply (Ibs) I: NA Gatio NA Chords Tens.Comp. Chords Tens. Comp. - Wind Duration: NA VIEW Ver. 18.02.OtA.0205.20 Lumber A-B 0 0 1-1 1540 0 Top chord :T24x2 SP#2: B-C 0-2337 J-K 183 -1513 rd4x2SPM-30 gotC-D chord 4x2 SP M•30:B24x2 SP#2: 0-2337 K-L 183 -1613 We Webs 4x2 SP #3 D-E 0-2603 L-M 183 -1513 E-F 0-1910 M-N 0 -2329 Plating Notes F-G 0-1910 N-O 0 -2184 All plates are 1.5X4 except as noted. G-H 0-1910 O-P 0 -2184 H-1 1540 0 P-Q 0 0 Puffins In lieu of structural panels or rigid ceiling use puriins Maximum got Chord Forces Per Ply (Ibs) to laterally brace chords as follows: Chords Tens.Comp. Chords Tens. Comp. Chord Spacing(in oc) Starl(ft) End(ft) B120 0.19 34.69 AE-AD 1432 0 Y-X 289 -637 Applyy to any chords shove or below fillers AD -AC 2605 0 X-W 289 -637 OC unless at 24' OC unless shown otherwise above. AC -AB 2603 0 W - V 2324 0 AB -AA 2599 0 V - U 2329 0 Additional Notes AA-Z 756 -328 U-T 2332 0 + 2x6 Continuous strengback. Z-Y 756 -32B T-S 1352 0 Truss must be installed as shown with top chord up Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AF-AE 0 -117 Y-J 0 -1479 A-AF 0 -106 J-W 1504 0 AE-B 0-1625 K-W 30 -269 B -AD 1027 0 W- M 0 -1128 C-AD 0 -319 M-V 225 0 AD-D 155 -509 U-N 35 -187 D-AC 66 -161 N-T 258 -379 AS-E 195 -31 O-T 0 -329 E-AA 0-1017 T-P 944 0 G-AA 22 -275 P-S 0 -1535 AA-H 1408 0 Q-R 0 -10B H-Y 0-1989 S-R 0 -6 I-Y 0 -249 R-S 0 -112 "WARNING" Please thoroughly review lhe'A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACMOWLEDGMENP form. e 'eriy design parametersend reatl na% on this Truss Design Dmwing(TDO) and the Anthony T. Tombo ill, P.E. Reference Sheetbefore use. Unless otherwise stated an the TOD, onlyAlpin onne mplatesshallbeusedfwthe TDDtobevefd. As a Truss Design Engineering i.e. Spedaly Engineer), the seal on any TOO represents an acceptance M the professional engineedn nponsollityfor the design ofthe single Truss derided on the TOO orsy, under TPI-1. The design assumptions, reading conditions, sultabmy and use ofglis Truss for any Building is Via Aq ROOF uilding is the responsibility of the Owner. the Owne(s authorized agent crthe Building Designer. In the cenmAcd the IRO, the IBC. brat building code and TP1-1. Theappmvalofthe TR055E$ rsponslbiliyoftbs Ow r.the Ownahauthorizad agentorUm Building Dasigner,inNeconteatoftha IRC, lire ISO, ran[ building code and P]A. TheapPmvaloftha TDDandanyrreld the Tress, including handling, on y Anthony•Tombo ill. P.E. se of storage, Installation and bracing shall be the msponsibiliry of the Building Designer and Contractor. All notes sat out in lira TDD and the pmctices end addines ofthe Building Competent Safety Information (SSCI)pubilshed by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties blithe Truss 480083 esgner, Truss Design Engineer and Truss Maneachaer, unless otherwise defined bya Conrad agreed upon In wrlfing by all series lmohed. The Tmss Design Engineeris NOT the Buildir g 4451 St. Lucie Blvd. esigner"Truss System Erglneer of any builOhg. At mpltaOTed I. ere ea defined in TPI-1. nn YitO'M1fi A1aMTnwuu-MHmvT. TrmMn1. P.E. amv,WN'um ANiahnvrvint mwrvfrun.krurAlhOrtl WMnd Nnwlnen ramJUNnNA.1PMTn�va-MPmvT T,vnM I11. P.E. Fort Pierce, FL 34946 Job Truss Truss Type City Ply 04/11/2019 75775 FL02 SY42 14 11 0962 T10'8 I to, 1 177 I 24'11'4 I27'0'121 34'11"4 m 1.SX4(R) =4X6 =3X3 sa3X4 W=3X6 =4X8 012X4 =3X10 W=3X6 a33X4 a3X3 =3X6 EA B C D E F G H I J K L M N O isQ F3 71-1 A ADI I AC AB AA Z V ee3X6 m3X8 =3X10 e W=3X6 SEAT PLATE REO. 17'11'4 f 34'1 Loading Criteria tpso Wind Criteria TCLL: 40.00 Wind Sid: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NAKzt: NA Des Ld: 55.00 Mean Height: NA it NCBCLL: 10.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0MWFRS Parallel Dist: NA CSC Dist a: NA it Lob. from endwall: NA I: NA GCpb NA Wind Duration: NA Lumber Top chord 42 SP M-30 :T2 4x2 SP #2: Bot chord 42 SP M-30 :B2 4x2 SP #2: Webs 4x2 SP #3 Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(fl) End(it) BC 120 0.19 34.94 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes +2x6 Continuous strongback. Truss must be Installed as shown with top chord up. Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE "WARNING" Please thoroughly re'Aew the 'A-1 ROOF TRUSSES 'erify design parameters and mad notes on this Truss Design Ordwing CME onnestor plates shall be used for the TOD to he valid. As a Truss Deal S ss,nmability for the design of the single Truss deploted on the TOD only, on Wilding Is the res,umsbilily, of the Ovmer, the Owners authorized agent or W V U T S R W=3X6 m3X8 =3X6 =4X8 17' DeflICSI Criteria PP Deflection in Too Udall L/# VERT(LL): 0.272 AS 779 48 VERT(CL): 0.369 AS 575 36 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity - Loc R+ / R- / Rh l Rw I U 1 RL AD 901 1-- HORZ(LL): 0.046 R - - X 2158 /-l- HORZ(TL): 0.063 R - - R 863 I -/- Creep Factor. 2.0 AD Brg Width = 7.3 Min Req = 1.5 Max TCCSI: 0.919 X Brg Width =4.0 Min Req =1.5 Max BC CSI: 0.805 R Brg Width =- Min Req = - Max Web CST: 0.714 Bearings AD 8 X are a rigid surface. Wgl: 186.2 Ibs VIEW Ver. 18.02.01A.0205.20 GENERAL TERMS and CONDITIONS CUSTOMER cony T. Tombo III, P.E. Referents, Sheet before use. U Spedally Engineer), the seal many TOD represents t deslon ea.marsons. loading mndilioea. suitabilhv and Searing AD requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp —A-B 0 0 1-1 1577 0 B-C 0-2329 J-K 156 -1588 C-D 0-2329 K-L 156 -1588 D-E 0-2588 L-M 156 -1588 E- F 0 -1888 M- N 0 -2393 F-G 0-1888 N-O 0 -2237 G-H 0-1888 O-P 0 -2237 H-1 1577 0 P-Q 0 0 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp AD -AC 1427 0 X-W 369 -610 AC -AB 2590 0 W - V 369 -610 AB -AA 2588 0 V - U 2388 0 AA- Z 2584 0 U- T 2393 0 Z- Y 731 -372 T- S 2396 0 Y- X 731 -372 S- R 1400 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Coni Webs Tens. Camp AE-AD 0 -117 I-X 0 -259 A-AE 0 -106 X-J 0 -1590 AD- B 0 -1620 J- V 1498 0 B-AC 1023 0 K-V 29 -270 C-AC 0 -320 V-M 0 -1123 AC- D 164 -501 M - U 224 -1 D-AB 65 -163 T-N 38 -186 AA-E 198 -29 N-S 255 -395 E-Z 0-1027 O-S 0 -328 G- Z 22 -275 S- P 950 0 Z-H 1415 0 P-R 0 -15W H-X 0-1992 Q-R 0 -109 parties Involved. The Truss Design Engineer is 1 h &Y lP Tnn a-4MMnvT. Thrihn ln. PE_ farm. dy Alpi L 5E5 s, 9T one Anthony T. Tombo ill, P.E. rinse # 80083 Build! 4451 St. Lucie Blvd. Fart Pierce. FL 34946 Job Truss Truss Type City Ply 04/11/2019 75775 I FL03 I SY42 11 11 11040 r4- r4- f-3•—{?,T.4�- IT34 iT146 � r 33'6'e '141-4 a3X3 1=1.5X4(R) W=3X6 W=3X6 03X3 A B C D E F G H I J K L M N OP O R S T U V W X Y Z AA AB AC AD 3'1 BI BH BIG SF BE BD BC BS BA AZ AY AXAWAV AUATAS AR AQAPAO AN AM AL AK AJ AI AH AG AF A Ilf(R) e3X3 W=3X6 W=3X6 103X3 SEATPLATEREO. 34'11'4 Loading Criteria Msri Wind Criteria Code l Misc Criteria TCLL: 40.00 Wind Sid: NA Code: FBC 2017 RES TCDL: 10.00 Speed: NA mph TPI Sid: 2014 BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes BCDL: 5.00 Category: NA FT/RT:10(0)/10(10) EXP: NAKzt: NA Plate Type(s): Des Ld: 55.00 Mean Height: NA R WAVE NCBCLL: 10.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 MWFRS Parallel Dist: NA C&C Dist a: NA it Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4X2 SP #2 Webs 4x2 SP #3 Bracing Sheathing is required for any longitudinal(dmg) farces. All connections to be designed by the building designer. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(In oc) Stad(ft) Enil BC 120 0.19 34.94 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. DeflICSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF PP Deflection in loc Udefl L#f Gravity Non -Gravity VERT(LL): 0.000 AD 999 48 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.000 AD 999 361 AE•109 /- /- P!- HORZ(LL): 0.000 AD - - AE Brg Width = 419 Min Req = - HORZ(TL): 0.000 AD - - Beating BH Is a dgid surface. Creep Factor. 2.0 Bearing BH requires a seat plate. Max TC CSI: 0.124 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.028 Chords Tens.Comp. Chords Tens. Camp. Max Web CST: 0.032 A-B 0 0 P-Q 0 0 Wgt: 186.2 lbs B-C 6 0 Q-R 0 0 C-D 0 0 R-S 0 0 VIEW Ver. 18.02.01A.0205.20 D-E 0 0 S-T 0 0 E-F 0 0 T-U 0 0 F-G 0 0 U-V 0 0 G-H 0 0 V-W 0 0 H-1 0 0 W-X 0 0 1-1 0 0 X-Y 0 0 J-K 0 0 Y-Z 0 0 K-L 0 0 Z-AA 0 0 L-M 0 0 AA -AB 0 0 M- N 0 0 AB -AC 6 0 N-O 0 0 AC -AD 0 0 O-P 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp BH-BG 0 0 AS -AR 0 0 BG-BF 5 0 AR-AQ 0 0 BF -BE 0 0 AQ-AP 0 0 BE -BD 0 0 AP -AO 0 0 BD -BC 0 0 AO -AN 0 0 BC -BB 0 0 AN -AM 0 0 BB -BA 0 0 AM -AL 0 0 BA -AZ 0 0 AL -AK 0 0 AZ -AY 0 0 AK-AJ 0 0 AY-AX 0 0 AJ-AI 0 0 AX-AW 0 0 AI-AH 0 0 AW-AV 0 0 AH-AG 0 0 AV -AU 0 0 AG-AF 6 0 AU -AT 0 0 AF-AE 0 0 AT -AS 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. BI-BH 0 -59 AG -AC 0 -18 A-BI 0 -48 AD-AE 0 -45 "WARNING" Please thoroughly review the`A-1 ROOFTRUSSES('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER(°BUYER")ACKNOW_EDGMENr form. edfyrisagn pamrretersand read notes on Ibis Truss Design Growin;(TDD) and tie Aaftn T.Tomb, ill, P.E.Referenm Sheet before use. Unless aNervAse stated on Ne TOD, only Npin mneMrplatesshallbeusedfor NeTDWbe lid. Marron Design Erginewagile. Specialty Engineer), Mussel on amy TOD represenow, eewptanceof NepMessionatangles A4 ROOF sponsi tityfor the design of Me single Truss depicted onto Too only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Buildingis Me �TRO55E5 wlding is Me responsibility&the Owner, the OwnelsauMer4edagentor Me Building Designer, in the earlextofte,IRC. Me IBC, local building oaduand TPl-1. Truer, valor Ma eaponsibllity of Me Owner, Me Ow,ear's authorized agent onto Building DnIgner, MO. contextof the IRC, the IBC, local bulling code and TPI-1. The appmJdl of Ne TOD and anyfleld as oflhe Truss, In,Juding hendrug,storage, installation and bmtlrg shall be Me respossItatity of Me Sutding Designer and Canrecter. Alirlotessetp hMe TDDand Mepmtll send Anthony T. Tombo ill, P.E. uiddlnesof Me Building Component Saretylnformagon(BSCI)pubishedby TPiand SBCAAmmfemncedfargenemlguidance. TPI-1 defines Me mi,onsibilides and Man ofdle Truss #80083 augow, Truss Design Engineerand Truss Manufacturer. unless othentise derided bya Contract agreed upon In wtlting by all parties lnvotoed. Thu Tmss Design Engiaceris NOT1he Burdi 44$1 St. Lucia Blvd. esigneror Truss S,stem EaMr.erofanybulding. Alleapnalixedtermsareesdernedln TPl-1. novnnl,lOaela p-1RMTn¢we-ANI,nry T.TmmMIIL PE. RwWlzsmnfffh LnmwM1 M v awn. d oMniM WWANn uMv, mini Xl RMTrnc -p vT. T=MIn PE- Fort Plerm. FL 34946 Truss Truss Type FL03 I SY42 Qty Pry 0411/2019 11040 1 1 ' i B-BF 0 -17 "WARNING" Please thamugNy review line-A-1 TERMS and CONDmONS use. Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp BG-B 0 -125 P-AS 0 -77 BF-C 0 -128 Q-AR 0 -137 D-BE 0 -135 R-AQ 0 -133 E-BD 0 -133 S-AO 0 -133 F-BC 0 -133 T-AN 0 -133 G-BB 0 -133 V-AM 0 -133 H-BA 0 -133 W-AL 0 -133 1-AZ 0 -133 X-AK 0 -133 K-AY 0 -133 Y-AJ 0 -133 L-AX 0 -133 Z-AI 0 -133 M -AV 0 -133 AA-AH 0 -135 N-AU 0 -137 AB -AG 0 -124 O -AT 0 -77 AC-AF 0 -137 ACIW0WLEOGMENT form. r refersnoeiforgenerslguidarwe. TPI-1degnae NerespansibWJesenddutles Id agreed upon In wsigng by all panes Involved. Tie Twss Design Engll risI p mNtiMM u fl fna"smn.,nxw,NA-1 Rm Tnu-MMnnvT. Tn III, P E. r A-1 ROOF �TR055F5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job ITruss 75775 IFL04 }— 7'5.12 =3X6 A B T =4X4 Loading Criteria (,.q TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0" Tmss Type SY42 I- 2'6' --I (T'!P) �1 974 ---� =3X3 =3X4 W=3X6 C D E F G S R Q P O =3X8 =3Xl0 W=3X6 Wind Criteria Wind Bid: NA Speed: NA mph Enclosure: NA Category: NA EXP: NAKzt: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bat chord 4x2 SP #2 :B2 4x2 SP M-30: Webs 4x2 SP #3 Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of stmctuml panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 21.31 Apply purling to any chords above or below fillers at 24' OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Additional Notes + 2x6 continuous strongback. Negative reaction(s) of -3954 MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. Truss must be installed as shown with top chord up. Qty y 111411012019 4 11 17'4'4 21'6' --{ =3X10 1112X4 =3X4 =-1.5X4(R) H I J KL 3"1 DegICSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.265 Q 790 48 VERT(CL): 0.358 Q 585 36 HORZ(LL): 0.043 B - - HORZ(TL): 0.061 B - - Creep Factor. 2.0 Max TC CSI: 0.796 Max BC CSI: 0.770 Max Web CSI: 0.627 Wgt: 120.4 Ibs VIEW Ver. 18.02.01A.0205.20 "WARNING** Please thoroughly review the 'A-1 ROOF TRUSSES("SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER "design parameters and read notes on Mis Tmss Design Drawing(Too) and Me Anthany T. Tombo ill, P.E. Refemnce Sheet before Mos.0 annector plates shall be used for Me Too to be valid. As a Truss Design Engineering Ike. Specialty Engineer), Me seal on any TDO ropmeords Tl1'8 10906 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh /Rw IU IRL T 872 1- /- /- /- P N 1675 A /- /- I. I- M 101 /-395 /- /- I- P T Brg Width =- Min Req =- N Brg Width = 4.0 Min Req = 1.5 M Brg Width = 3.5 Min Req = 1.5 Bearings N & M are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0 0 F-G 0 -1774 B-C 0-2203 G-H 0 -1774 C-0 0-2203 H-1 1197 0 D-E 0-2468 I-J 1197 0 E-F 0-1774 J-K 0 0 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp T- S 1296 0 P- O 2464 0 S-R 2470 0 O-N 617 0 R- Q 2470 0 N- M 7 -588 Q - P 2468 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-T 0 -95 O-H 1317 0 T-B 0-1501 H-N 0 -1898 B- S 1030 0 I- N 0 -264 C-S 0 -297 N-J 0 -899 S-D 0 -478 J-M 727 -9 D-Q 63 -123 K-L 0 -81 P-E 158 -28 M-L 0 -6 E-O 0 -820 L-M 0 -86 G-O 3 -274 i ruse. uucmg naming. Manage, mstan2allre auen and abe Me sponsitlity, of Me sulking Designer and Conbactor. Alnotessetout in Me TDDandtlepre of Me Building Component Safety Mfmreatim(BSCI)IPublished by TPI and SBCA are referencetl for general guidance. T l-ldeFn Meresponsbi4tiesendduti Truss Design Engineer and Truss Menufacemi, unless othermse derined by a Conlrad agreed upon In unions by all ladies imohred. TheTmss Design Engineou-1 f m Trues System Engineer Manybuliditg. Al ppilalxetl tails ere as defulM in TPI-i. )211e M1Rif Tnuye_MM T.TnNnIII. 111 RpuryevNnb Wxhnimmt Naml[um.dryNMI1M u91WdgnynXm rcmJWm N0.1 RrcJTnw"w_Mltunv T.TmYn IIL RE. 101 A-1 RODF TRU55E5 Anthony T, Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 Truss FL05 I Was Type City I-ly SY42 4 1 1 04Itvs0ia 11070 H 3n1 Loading Criteria(psti TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0' , I--2-6---I (TYP) 1111.5X4 =3X8 A B 1.5X4(R) III1.5X4 1111.5X4 =3X4 =3X4 W=3X4 C D E F G 1T9"11 r{ ==3X8 1111.5X4 H I II� `IM IMI.%,7'bMhh� EPP"` `Ili e _ W=H0308 SEAT PLATE RED. 17711 Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NAKzt: NA Mean Height: NA It TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA CB.0 Dist a: NA ft Lac. from endwall: NA I: NA GCpi: NA Wind Duration: NA Top chord 4x2 SP #2 Bot chord 4x2 SP 42:B24x2 SP M-30: Webs 4x2 SP #3 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.19 17.81 Apply pudlns to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers! Ties (J) Hanger Support Required, by others Additional Notes + 2x6 Continuous strongbacic Truss must be installed as shown with top chord up. Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS De6IC81 Criteria PP Defection in loc L/defl L/# VERT(LL): 0.272 M 778 48 VERT(CL): 0.378 M 559 36 HORZ(LL): 0.041 B - - HORZ(TL): 0.062 B - Creep Factor. 2.0 Max TC CSI: 0.714 Max BC CSI: 0.889 Max Web CSI: 0.558 Wgb 95.2 lbs VIEW Ver. 18.02.01 A.0205.20 ♦ Maximum Reactions (III Gravity Non -Gravity LOG R+ ! R- / Rh / Rw I U I RE P 977 /- /- /- A P - J 969/- P Brg Width = 7.3 Min Req = 1.5 J Brg Width = - Min Req = - Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (III Chords Tens.Comp. Chords Tens. Comp. A-B 0 0 E-F 0 -2600 B-C 0-2603 F-G 0 -2600 C- D 0 -2603 G- H 0 -2600 D-E 0-3077 H-1 0 0 Maximum Bot Chord Forces Per Ply (III Chords Tens.Comp. Chords Tens. Comp P- O 1570 0 M- L 3077 0 O- N 3077 0 L- K 3077 0 N- M 3077 . 0 K- J 1567 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp Q-P 0 -116 L-E 140 -110 A-Q 0 -105 E-K 0 -766 P-B 0-1782 G-K 2 -290 B-O 1173 0 K-H 1172 0 C-O 2 -290 H-J 0 -1779 O-D 0 -762 I-J 0 -105 D-M 138 -110 f "WARNING" Please alomughly review lhe'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (CUTER) ACKNOWLEDGMENT' form. eny design parameters and read notes on this Truss Design DmAng (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless oNerxise stated on rue Too, only AI{ Truss Design Engineer and Tress Manutaeiurer. unless otherndse donned by a Contract agreed upon In wrNng by all padles Involved. The Truss Design Engineer is f "Truss System Engineerofeny bunding. All rapitaAzed teems are as defined in TPl-1. f4mfl R.t RmfTn ttvu!Z.82T.Tn IWRE RnmdzY &Ih� Mom Wm. d vNvMedu dtlh,u remd OAA RmfTna -AnMnv T. TmmM Is, RE A AAM N SSE5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type 75775 FL05A SY42 f- 2'6' -I (TYP) 7'10'8 H 1111.5X4 A 31 =1.5X4(R) P Qly Ply 7 I1 04/1112019 10, -} 1T8.1 1111.5X4 =4X6 1111.5X4 ==3X4 =3X4 W=3X4 B C D E F G 11067 =4X6 1111.5X4 H I �l� � �Sihiil SEAT PLATE REQ. W=H0308 17'8'1 ' Loading Criteria (Pap Wind Criteria Code / Misc Criteria De0/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Code: FBC 2017 RES PP Deflecton in too L/defl L#t Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Sid: 2014 VERT(LL): 0.268 M 783 48 Loc R+ / R- / Rh / Rw / U / RL - BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL):, 0.376 M 558 36C p 970 BCDL: 5.00 Category: NA FT/RT:10(0)/10(10) HORZ(LL): 0.040 B - - J 962/- EXP: NAKzt: NA Des Ld: 55.00 Mean Height: NA ft Plate Type(s): WAVE, HS HORZ(TL): 0.061 B - - P Brg Width = 7.3 Min Re 1.5 NCBCLL: 10.00 TCDL: NA pat Creep Factor. 2.0 J B Width =- Min Req r9 q = - ' Load Duration: 1.00 BCDL: NA psf Max TC CSI: 0.728 Bearing P Is a rigid surface. Spacing: 24.0' MWFRS Parallel Dist: NA Max BC CSI: 0.881 Bearing P requires a seal plate. C8C Dist a: NA ft Max Web CSI: 0.566 Maximum To Chord Forces Per PI Ibs P Y (Ibs) Loc. from endwall: NA Chards Tens.Comp. Chords Tens. Comp. I: NA GC I: NA P Wgt: 95.2lbs A-B 0 0 E-F 0 -2532 Wind Duration: NA VIEW Ver. 18.02.01A.0205.20 B - C 0 -2577 F - G 0 -2532 Lumber C-D 0-2577 G-H 0 -2532 Top chord 4x2 SP#2 D-E 0-3030 H-1 0 0 Bot chord 4x2 SP #2 :B2 4x2 SP M-30: Webs 4x2 SP #3 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins In lieu structural panels or rigid ceiling use puriins P- O 1556 0 M- L 3030 0 al to laterally brecechords follows: O - N 3029 0 L - K 3029 0 c) Chard Spacing(In oc) St0.19 En.67 , N-M 3029 0 K-J 1484 0 BC 120 0.19 17.67 Apply pudins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24' OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Hangers/Ties Q-P 0 -116 L-E 144 -104 (J) Hanger Support Required, by others A-Q 0 -105 E-K 0 -779 P-B 0-1766 G-K 3 .290 Additional Notes 3-0 1158 0 K- H 1189 0 + 2x6 continuous stmngback C - O 0 -291 H - J 0 -1706 Truss must be installed as shown with top chord up. O-D 0 -742 1-J 0 -98D - M 133 -114 -WARNING'• Please ihomaghly review the -A-1 ROOF TRUSSES(°SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' fame. enlydesign Parameters ead need notes on W s Truss Design Dreu%,ng from and theM pony T. Tombo III, P.E. Refe enm Sheet before use. Unless alhervAse stated on the Too only All annoMr dates shall be used for Me TDD to be valid. As a Truss Design EnglneerNg (i.e. Spedelty Engineer), Me seal on any TDD reonesenM an...ttense of Me DMICad0nal enaineed rrefenenoedforgenerelguidanee. TPI-1 defines Me responsibilities and Mines Id agreed upon In wridrg byall parties InwNed. The Truss Design Engineer Is t kn hftMV 4Nnwnlw,mmti M41Rro Tnauv-Anfh—T Tm IILP.E. A AA-/ ROOF TRUSSF Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 1 Was I was I ype ury rly uan Ulu tie 11028 75775 FL05B SY42 I 1 1 1 ' �1'4`� Pfl0-j f.. 1T (TYP) (TYP) (rYP) 2W4 T11"4 T " gT5 101115 �— =3X3 A B C 971 _1.5X4( NIL 17'8"1 W=3X4 D E F G H I J K L M N O P i II r I r r r r r I r r r r r 1112X4(R) AE Loading Criteria (wq Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NAKzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpI: NA Wind Duration: NA AC AB AA Z Y X W V U I K W=3X4 SEAT PLATE REQ. — 17'8"1 — t Code I Misc Criteria Def11CSl Criteria ♦ Maximum Reactions (Ibs), or `=PLF Code: FBC 2017 RES PP Deflection in roc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.001 P 999 480 Loc R+ / R- / Rh I Rw / U / RI!* Rep Factors Used: Varies by Ld C VERT(CL): 0.001 P 999 360 Q. 221 P P P I- /- FT/RT:10(0)/10(10) HORZ(LL):-0.000 AE - - Q Erg Width = 212 Min Req = - _ Plate Type(s): HORZ(TL): 0.000 AE - - Bearing AF is a rigid surface. WAVE Cheep Factor. 2.0 Bearing AF requires a seat plate. Max TC CSI: 0.301 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.029 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.076 A-B 0 0 I-J 0 0 Wgt: 98.0 Ibs B-C 13 0 J-K 0 0 C-D 0 0 K-L 0 0 VIEW Ver. 18.02.01A.0205.20 D-E 0 0 L-M 0 0 E-F 0 0 M-N 0 0 F-G 0 O N-0 0 0 Top chord 4x2 SP #2 G- H 0 0 O- P 0 0 Bad chord 4x2 SP #2 H-I 0 0 Webs 4x2 SP#3 Bracing Maximum Bat Chord Forces Per Ply (Ibs) Sheathing is required for any longitudinal(dmg) forces. All Connections to be Chords Tens.Comp. Chords Tens. Comp. designed by the building designer. AF-AE 0 0 X- W 0 0 Plating Notes AE-AD 12 0 W- V 0 0 AD -AC 0 0 V- U 0 0 All plates are 1.5X4 except as noted. AC -AB 0 0 U - T 0 0 AB -AA 0 0 T-S 0 0 Purlins AA-Z 0 0 S-R 0 0 In lieu of slmctural panels or ngld calling use pudins Z - Y 0 0 R- Q 0 0 to laterally brace chords as follows: Y-X 0 0 Chord Spacing(in oc) Start(ft) End(ft) BC 120 0A9 17.67 Apply pudins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Additional Notes AG-AF 0 -121 B-AD 0 -37 Provide for Complete drainage of roof. A -AG 0 -104 P-Q 0 -115 Truss must be installed as shown with top chord up. I F P PI lb Maximum Gab a arms er y ( s) Gables Tens.Comp. Gables Tens. Comp. AE-B 0 -Z73 I-W 0 -247 AD-C 0 -279 J-V 0 -300 D-AC 0 -294 L-U 0 -288 E-AB 0 -288 M-T 0 -293 F-Z 0 -300 N-S 0 -282 G-Y 0 -247 C-R 0 -328 H-X 0 -147 lh "WARNING" Please amughlyleviewthe'A-1 ROOFTRUSSES('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER Verify design parameters and lead note on this Thwa Design Drewmg (MD) and the Anthony T. Tomas III, P.E. Reference Sheet before use. U use At cadwitred terms are as defined in TPI-1. la. PE FwMu9MNMUNn'mu't In a,rvlmm. YnrNLW .0 aw.mmXulnnMAtR Tn.-M.T.Tvho III.PE. e A I�ROOF Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job I111SS Truss Type pry Ply 04/10/2019 75775 FL06 I SY42 I5 I1 I 10903 H Loading Criteria (peg . TCLL: 40.00 TCDL: 10.00 _ BCLL: 0.00 SCOL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0" I- 2'6' ---I (T1'P) T5"12-----1 97.4 j 17'4"15 1111.5X4 1111.5X4 =4X6 III1.5X4 =3X4 =3X4 W=3X4 =4X6 A B C D E F G H 1111.5X4 P O N M L K J =3X6 =-3X8 1111.5X4 III1.5X4 =3X8 =3X6 W=H0308 17'4"15 Wind Criteria Code! Misc Criteria Deb/CSI Criteria ♦ Maximum Reactions (Ibs) Wind Sid: NA Code: FBC 2017 RES PP Deflection in Too Lldefl L/# Gravity Non -Gravity Speed: NA mph TPI Sid: 2014 VERT(LL): 0.265 L 787 480 Loc R+ / R- / Rh / Rw / U ! RL p 958/- Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.373 L 559 360 Category: NA FT/RT:10(0)/10(10) HORZ(LL): 0.038 B - - J 958!- EXP: NA Kzl: NA Plate Type(s): HORZ(TL): 0.059 B - - P Big Width =- Min Req = - Mean Height: NA it WAVE, HS Creep Factor. 2.0 J Big Width =- 9 Min Re q = - TCDL: NA psf BCDL: NA psf Max TC CSI: 0.736 Maximum Top Chord Forces Per Ply (Ibs) MWFRS Parallel Dist: NA Max BC CSI: 0.855 Chords Tens.Comp. Chords Tens. Comp. A-B 0 0 E-F 0 -2559 CBC Dist a: NA it Max Web CST: 0.571 Loc. from endwall: NA Wgt: 92.4 Ihs B - C 0 -2498 F - G 0 -2559 I: NA GC I: NA p C - D 0 -2498 G- H 0 -2559 VIEW V., 18.02.01A.0205.20 Wind Duration: NA D-E 0-3004 H-1 0 0 Top chord 4x2 SP #2 Bot chord 4x2 SP #2 :B2 4x2 SP M-30: Webs 4x2 SP #3 Purlins In lieu of structural panels or dgid ceiling use pudlns to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(fl) BC 120 0.00 17.41 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Additional Notes +2x6 continuous strongback. Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P- O 1442 0 M- L 3004 0 O- N 3003 0 L- K 3004 0 N- M 3003 0 K- J 1546 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 0 -95 L-E 132 -115 P-B 0 -1670 E-K 0 -735 8-0 1198 0 G-K 0 -291 C-O 3 -291 K-H 1150 0 O-D 0 -762 H-J 0 -1755 D-M 144 -102 I-J 0 -105 "WARNING- Please ftneughly revlawthe-A-1 ROOFTRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER("BUYERJAC"OWLEDGMENT"fonn. stify design Parameters and read notes an Nis Toss Design DraMng (TOO) and the Amhony T. Teraina Ill, P.E. Refemnw Sheet belom use. Unless atherc m slated on the TOD, orlly Alr amadorplatess llbeusedfor Ne TDDtobevalid. Asa Truss Design Enoimodnad.e.SwdalNEnaineer).Nesealonanv TDDmpreenMana.oranraof M.Rmfe nnAannineed NmYUTWM ft un wnMn nnmL dMl RnnTn,uu—Mn—vT. Tmm III. PE. S AA•1 ROOF "USS S Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type City Ply 04/10/2019' 10942 75775 FL07 SY42 11 1 I-- 2'6° -I (TYP) �— 7'10°8 10' 16711 �I III1.5X4 A =1.5X4(R) P 1111.5X4 =4X6 1111.5X4 =3X3 =3X4 W=3X4 =4X6 1111.5X4 B C D E F G H I is �/ ``I M `I � I� SEAT PLATE REQ. Loading Criteria (pap Wind Criteria Code / Misc Criteria TCLL: 40.00 Wind Bid: NA Code: FSC 2017 RES TCDL: 10.00 Speed: NA mph TPI Sid: 2014 BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes BCDL: 5.00 Category: NA FT/RT:10(0Y10(10) EXP: NAKzt: NA Plate Type(s): Des Ld: 55.00 Mean Height: NA ft WAVE, HS NCBCLL: 10.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0' MWFRS Parallel Dist: NA C&C Dist a: NA fit Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 But chord 4x2 SP #2 :B2 4x2 SP M-30: Webs 4x2 SP #3 Purllns In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.19 16.81 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Additional Notes +2x6 continuous strongback. Truss must be installed as shown with top chord up. '•WARNING^ Please thoroughly, reNeu, Me -A-1 ROOF TRUSSES the Too 1111.5X4 16711 De8/CSI Criteria PP Deflection in loc L/defl Lt# VERT(LL): 0:254 M 785 48 VERT(CL): 0.370 D 539 36 HORZ(LL): 0.039 B - - HORZ(TL): 0.061 B - - Creep Factor. 2.0 Max TC CSI: 0.821 Max BC CSI: 0.927 Max Web CSI: 0.611 Wgt: 91.0 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- / Rh / Rw ! U / RL P 922 1- /- !- /- /- J 914 A/- P Brg Width =7.3 Min Req=1.5 J Brg Width =- Min Req = - Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0 0 E-F 0 -2091 B-C 0-2407 F-G 0 -2091 C-D 0-2407 G-H 0 -2091 D-E 0-7726 H-1 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P- O 1468 0 M- L 2726 0 O- N 2727 0 L- K 2723 0 N-M 2727 0 K-J 960 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp Q-P 0 -116 L-E 16B -68 A-Q 0 -105 E-K 0 -863 P-B 0-1667 G-K 10 -288 B- O 1065 0 K- H 1284 0 C-O 0 -298 H-J 0 -1281 O-D 0 -615 I-J 0 -50 D-M 99 -134 GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT• form. an, T. Tamba III,P.E. Reference Sheet before use. Unless or ise slai on the TOO, only Air . Spedalty Engineer), the seal an any TOD represents an acceptance of Q e professional eagineed design aesurepuerls, leading conditions, suitability and use of Itlis Truss or any Building is ale signer, in the mnteW of Ne IRC, the IBC, brat buiWing rude and WP 1. The approval of the onteMol Ne IRC.Ihe IBC, I.W building coda end TPl-1. The approval of die TDD and anygeld liliy of 1Ee Building Desgnerand Conimder. All notes selout in deTOD and the produces and AalerefeencedfargenemlguWance. TPI-idefims NerespansibilidesanddutsdMe Tmss Anuad agreed upon In w Ung byall parties Involved. The Tmss Design Engineeris NOT the Builk 1. Wm.dvtluT W dIMwIX,n,n,mi¢[YndFlRMTnN-MMVIVT.T=MIIIP.E. L ATfl 59E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job I Truss Tmss Type City Ply 04/1112019 75775 FL07A I SY42 11 11 11034 3n1 zn1.5X4(I f-1'4'-I 1-1'4'-1 (TYP) (TYP) 13—�2'7°4i 7'11'4 P, A 15'4°15—}-16'9°--{ =3X3 W=3X4 A B C D• E F G H I J K L M N O i ii�l\ dl — 1 i I�I�I�ENINININ i r i r i li 1 1 i r i r i 1 1 1 r r Loading Criteria fps0 Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NAKzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf. Spacing: 24.0 MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4x2 SP #2 Webs 42 SP #3 m y W=3X4 Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(Op10(10) Plate Type(s): WAVE Bracing Sheathing is required for any longitudinal(drag) forces. All connections to be designed by the building designer. Plating Notes All plates are 1.5X4 except as noted. Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.19 16.81 Apply putting to any chords above or below fillers at 24' OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. SEAT PLATE REQ. —16'9"11 — Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF PP Deflection in roc L/defl L/# Gravity Non -Gravity VERT(LL): 0.000 O 999 480 Loc R+ / R- ! Rh / Rw / U / RL p• 109 /_ /_ /_ /_ VERT(CL): 0.000 O 999 360 HORZ(LL):-0.000 B - - P Brg Width = 201 Min Req = - HORZ(TL): 0.000 B - - Bearing AD is a rigid surface. Creep Factor. 2.0 Bearing AD requires a seat plate. Max TC CSI: 0.118 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.029 Chords Tens.Coni Chords Tens. Comp. A-B 0 0 H-1 0 0 Max Web CSI: 0.034 Wgt: 93.81bs B-C 6 0 1-1 0 C-D 0 0 J-K 0 D-E 0 0 K-L 0 E-F 0 0 L-M 0 0 0 0 0 VIEW Ver. 18.02.01A.0205.20 F-G 0 0 M-N 0 0 G-H 0 0 N-O 0 0 Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp AD -AC 0 0 W- V 0 0 AC -AB 5 0 V-.0 0- 0 AB -AA 0 0 U-T 0 0 AA-Z 0 0 T-S 0 0 Z-Y 0 0 S-R 0 0 Y-X 0 0 R-Q 0 0 X-W 0 0 Q-P 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AE-AD 0 -59 B-AB 0 -17 A-AE 0 -48 O-P 0 .41 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp AC-B 0 -126 H-V 0 -103 AS-C 0 -128 1-U 0 -138 D-AA 0 -135 J-T 0 -in E-Z 0 -132 L-S 0 -134 F-X 0.-138 M-R 0 -130 G-W 0 -103 N-Q 0 -149 "WARNING" Please thoroughly review Me-A-1ROOF TRUSSES ("SELLER°), GENERALTERMS and COMMONS CUSTOMER('BUYER') ACKNOWLEDGMENT' room. unity design parameters and read ad. on Ws Tmss Design Dral MD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless ofaerWse slated an Me TDD, only All mnedor dates shall be used fortbe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), Me seal on arty TOD represents an acceptance of the professional englneed Isposelblityforthe design of Me single Truss depicted on Me TDD only, under TPI-t.The design assumptions, loading conditions, sumbllhy and use of this Truss forany Building Is Me Wilding is the responsibility ofthe Owner, the Owners authorized agent orthe Building Designer. In the conte,dof be IRO. Me IBC. beat buildina sodeand TPl-1. The aoomval of the rug nanaung, storage, Installatmn and blades shall be Me responsibllily of the Building Designer and Contractor. All notes set oat in Ne TDD and the pro lof the Building Component Safety lnformstion(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the respousLilims and does Truss Design EnglneeraMTeuss Manufadumt unlessotheoulse dented bye Contrsdegreed upon Invading byall parms Involved. TheTmss Design Englneerlst v TrussSystem Enginearof a ybullding. A➢ ppitaraed terms areas dewed In TPI-1. l2nmMtRMTnw•wv_Mt T.Tnr,nh. Ps Fxr '—nfur Er,nmwp Fvmlmm.lx ruMIM111M vi1M01Mw,illnn mnnlcW,NilflMTnvux_MMmrT. TrvnM III. PE. 3 ',,�a 'I-A-1 RDOF ar TTRRUSSES Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 I fuss FL07G I fuss Iype SY42 wry, I Fly D41il/Lino 10939 R �— 7'11.4 �— 2'6' (TyP) 7'10'8 011.5X4 A 3e1 al ml.5X4(R =4X8 B 300# 011.5X4 =3X6 C D 8'10'7 10,--1 16'9'11 —j 1111.5X4 =3X4 W=3X4 =4X8 101.5X4 E F G H I 11% \I% 1 ter% CS 011.5X4 SEAT PLATE REQ. 16711 Loading Criteria (par) Wind Criteria Code I Misc Criteria De81CS1 Criteria TCLL: 40.00 Wind Std: NA Code: FBC 2017 RES PP Deflection in loc Udefl L/# TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): 0.319 M 624 48� BCLL: 0.00 Enclosure: NA Rep Factors Used: No VERT(CL): 0.439 M 454 36i BCDL: 5.00 Category: NA FT/RT:10(Oy10(10) HORZ(LL): 0.045 J - - EXP: NA Kzt: NA Plate Type(s): HORZ(TL): 0.062 J - - Des Ld: 55.00 Mean Height: NA ft WAVE, HS Creep . 2 NCBCLL: 10.00 TCDL: NA psf Max TC CSI:SI: 0602 Load Duration: 1.00 BCDL: NA psf . Spacing: 24.0" MWFRS Parallel Dist: NA Max BC CSI: 0.873 C&C Dist a: NA it Max Web CSI: 0.871 Loc. from endwall: NA Wgt: 95.2Ids I: NA GCpi: NA VIEW Ver. 18.02.01 A.0205.20 Wind Duration: NA Lumber Top chord 4x2 SP M-30 :T2 4x2 SP #2: Bot chord 4x2 SP M-30 Webs 4x2 SP #3 ' Special Loads —(Lumber Dur.Fac. 1.00 / Plate Dur.Fac.=1.00) TC: From 100 plf at 0.12 to 100 plf at 6.44 TC: From 284 plf at 6.44 to 284 plf at 9.44 TC: From 100 plf at 9.44 to 100 plf at 16.81 BC: From 10 pif at 0.00 to 10 pif at 16.81 Purlins In lieu of structural panels or rigid ceiling use putting to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.19 16.81 Apply puffins to any chords above or below fillers at 24' OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, between 7-11-4 to 7.11-4, nonconcurrent with design gravity loads. Additional Notes +2x6 continuous sbongbacic Provide for Complete drainage of roof. Truss must be installed as shown with top chord up. 4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- IRh /RW /U /RL' P 1217 /- /- !- /- /- - J 1171 A l-!- P Brg Width =7.3 Min Req=1.5 J Brg Width =- Min Req = - Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B .0 0 E-F 0 -2866 B-C 0-3512 F-G 0 -28% C-D 0.3512 G-H 0 -2866 D-E 0-3962 H-1 0 0 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P- O 2010 0 M- L 4329 0 O- N 4329 0 L- K 3937 0 N- M 4329 0 K- J 1254 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp Q-P 0 -118 D-L 0 -441 A-Q 0 -107 L-E 273 0 P-B 0-2282 E-K 0 -1216 S-O 1704 0 G-K 0 -248 C- O 0 -324 K- H 1829 0 O-D 0 -922 H-J 0 -1673 D-M 31 0 1-1 0 -45 "WARNING" Please thoroughly review Be 'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT farm. Verify design parameters and read notes on this Truss Design Drawing COD) and the Amhony T. Tambo III, P.E. Reference Sheet before use. Unless onanxiss stated an the Too, only All connector plates shall be used for ale MD to be varid. Asa Tmss Design Engineering p.e. Spadelty Engineer), the seal on any TDD mpresenb an a=pgnw of the pmfessional engineen responibillty forthe design of the single Truss depicted on Ne TDD only, under TPI-1. The design assumption, loading candaiore, suitability and use of Nis Truss (wary Building ism Buildnr is the reemnsihilihv fthe �ec the Ownela a,Medxed anent or the Ruileina OPeformn in the mnlext of fire IRC. the IBC. real buldina code and TP1-1. Theaoploval of lha Illation and among shall be the responsibility ofthe Building Designer and Cartrdetw. AenotessetoutinammDandlhepraclicesand nation(ESCI)published by TPI and SBC.Aare referenced fwgeneralgudalsm. TPI-1 defines the responsibilidesend dales ofthe Tlut Aacturep unless otherwise dented by a Contract agreed upon in wum ng by all parties involved. The Truss Design Engineeris NOT Ne Bt Ail cepitaored terms are as defined In TPl-1. In PE Rm UmffidagMM munlTruM111. PE. e 4�A4 ROOF 1TRU55E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type 75775 FL08 SY42 f ^ 2'6- ---{ (TYP) r 77 1111.5X4 =4X6 1111.5X4 A B C Loading Criteria (purl TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0 ° Qty y 104/10/2019 3 I i 9-10.8 ---1 16'107 III1.5X4 =3X3 =3X4 W=3X4 =4X6 1111.5X4 D E F G H I, P O N M L K J =3X6 =-3X8 W=HO308 1111.5X4 =-3X10 =3X4 1111.5X4 Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Kzt: NA Mean Height: NA it TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA it Loc. from endwall: NA 1: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4x2 SP #2 :B2 4x2 SP M-30: Webs 4x2 SP #3 Purley, In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 120 0.00 16.87 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Additional Notes +2x6 continuous slrongback. Truss must be installed as shown with top chord up. 16'10°7 10969 Code I Misc Criteria DegICSI Criteria • Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.262 M 771 480Loc R+ / R- / Rh / Rw / U / RL p 928 /- /- /- /- /- Rep Factors Used: Yes VERT(CL): 0.379 D 534 360 FT/RT:10(0yl0(10). HORZ(LL): 0.040 B - - J 928 /- /- /- /- /- PlateType(s): HORZ(TL): 0.062 B - - P Big Width= - Min Req=- WAVE, HS Creep Factor. 2.0 J Erg Width =- Min Req = - Max TC CSI: 0.817 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.999 Chords Tens.Comp. Chords Tens. Comp. A-B 0 0 E-F 0 -2197 Max Web CSI: 0.606 Wgt: 89.61bs B-C 0-2473 F-G 0 -2197 C-D 0-2473 G-H 0 -2197 VIEWVer.18.02.01A.0205.20 D-E 0-2812 H-1 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P-O 1524 0 M-L 2812 0 O-N 2813 0 L-K 2BO9 0 N-M 2813 0 K-J 1077 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 0 -108 L-E 165 44 P-B 0-1721 E-K 0 -855 B-O 1077 0 G-K 9 -2B9 C-0 0 -296 K-H 1272 0 O-D 0 -637 H-J 0 -1371 D-M 104 -132 I-J 0 -62 "WARNING" Please thoroughly review the-A-1ROOF TRUSSES("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER-) ACKNOWLEDGMENT- farm. arty design Parameters and read notes on this Truss Design Drawing (TDD) end the Anthony T. Tombo III, P.E. Reference Sheet beforeuse. Unless other stated on the TDD, onlyAll mnedor dates shag be used forthe TDD to bo valW. As a Tmw Design Engineadnp g.e. Sp delty Emw eer). Na seal m anv TDO represents an a=Dtanm cf Ma nmfeseinnA eneineed In Willa nwwlRm M,M all NM1 aMTn,ww-Mavnv T. TtMn III. P E. 9 A-1 ROOF TRUSSES; Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Cry Ply 04/11/2019 10951 75775 1 FL09 I SY42 1 1 �-- 1-11"12 --1— 4'1 n4 1 6-4-12 — - { 1111RX4 =IX3 11118X4 1.5X4(R; ■ �ill F n 1 e■ imI I..:■ ■1 u�llll =3X6 1112X4(R) SEAT PLATE REC. 6'4°12 Loading Criteria (asp Wind Criteria Code I Mlsc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Code:FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity - TCDL: 10.00 Speed: NA mph TPI Sid: 2014 VERT(LL): 0.027 C 999 480 Loc R+ I R- / Rh / Rw / U / RL 1 339 /- /-- /- /- h BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.042 C 999 360 BCDL: 5.00 Category: NA FT/RT:10(0Y10(10) HORZ(LL):-0.011 D - - F 339 /- /-- EXP: NA Kzt: NA Plate Type(s): HORZ(rL): 0.017 D - - I Brg Width = 7.3 Min Req = 1.5 Des Ld: 55.00 Mean Height: NA ft WAVE Creep Factor. 2.0 F Brg Width = 3.5 Min Req = 1.5 NCBCLL: 10.00 TCDL: NA psi Max TC CSI: 0.290 Bearings I & F are a rigid surface. _ Load Duration: 1.00 BCDL: NA psi Max BC CSI: 0.260 Bearing I requires a seal plate. Spacing: 24.0" MWFRS Parallel Dist: NA Max Web CSI: 0.193 MaxTens.Comp. Maximum Top Chord Forces Per Ply (Ibs) G Dist a: NA it Chords Tens. Comp. Lo Lo c. from l: NA Wgt: 44.81bs I: NA GCpj: i: NA A-B 0 0 C-0 0 -332 VIEW Ver. 18.02.01A.0205.20 Wind Duration: NA B - C 0 -342 Lumber Top chord 4x2 SP #2 Maximum Bat Chord Forces Per Ply (Ibs) Bot chord 4x2 SP #2 Chords Tens.Comp. Chords Tens. Comp. Webs 4x2 SP#3 I-H 341 0 G-F 0 0 Purlins H-G 342 0 In lieu of structural panels or rigid ceiling use pudins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Chord Spacing(in oc) Stari(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 72 0.19 6.21 Apply pur ins to any chords above or below fillers J - I 8 - G - D 405 0 at 24" OC unless shown otherwise above. A - J 9 -75 D - E 0 -317 s I-S 0 -430 F-E 0 -6 Additional Notes 'B -H 70 0 E-F 0 -322 Truss must be installed as shown with top chard up. C - G 0 -223 "WARNING" Please Nomughly mNm the -A-1 audlodzed h TERMS and use rue Lv NM TXM viaua0 RwwiXmnamixW�NA.t RWTnu -MO vT.Tm 3.PE �QA-I RGGF DTRn55E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss FL10 Truss Type SY42 Cry 4 I Ply 10411112019 10948 Loading Criteria has TCLL: 40.00 TCDL: 10.00. BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Load Duration: 1.00 Spacing: 24.0" Top chord 4x2 SP 42 Sot chord 4x2 SP #2 Webs 4x2 SP #3 (TYP) �-- 2-0"8 —1 4'2° -{ 6'5"8 --� 1111A5X4 EEjX3 1111�X4 =3b3 Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category. NA EXP: NAKzt: NA Mean Height: NA it TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Mill 'lip ,J4 Purlins In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) Erl BC 75 0.00 6.27 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. "WARNING" Please thoroughly review the -A-1 on the TDD 1.5X4(R) 3"1 1112X4(R) 6'5"8 Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) Code:FBC 2017 RES PP Deflection In Ioc L/defl L#f Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.025 C 999 480 LOG R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.039 C 999 360 1 345 FTIRT:10(Ou10(10) HORZ(LL): 0.011 B - - F 353/- Plate Type(s): WAVE HORZ(TL): 0.017 B - - I Brg Width =- Min Req = - Creep Factor. 2.0 F Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.278 Bearing F is a rigid surface. Max BC CSI: 0.242 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.211 Chords Tens.Comp. Chords Tens. Comp. Wgt:42.01bs A-B 0 0 C-D 0 -364 B - C 0 -375 VIEW Ver. 18.02.01A.0205.20 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I-H 374 0 G-F 0 0 H - G 375 0 Maximum Web Forces Per Ply (Ibs) Webs _ Tens.Comp. Webs Tens. Comp A-1 0 -90 G-D 444 0 I-B 0 -451 D-E 0 -335 B-H 69 -9 F-E 0 -6 C-G 0 -232 E-F 0 -341 1 !- TERMS and CONDITIONS CUSTOMER('BUYER°) ACKNOWLEDGMENT- form. Tombo ill, P.E. Reference Sheet before use. Unless otherwise slated on the MO. only Alp rrefereacedsorgenemlguidance. TPI-1 defrnestheresponsibilides and duties uA agreed upon In "Uh, byalt padles involved. The Truss Design Engineeris I MNMs,Med dq" ff-Mln!1 MdA.1RMTnww.e-Ma vT Tm 111. GE. d "11�A-f RRDF mTRU55E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75775 FL11 Truss Type SY42 Cry Ply 10411012019 10918 �-- 1'8"11 --� (TYP) 1 3715 —� 1111A.5X4 =3BX3 1111.5X4 1.5X4( D 3"1 F E =3X3 =3X6 3715 r Loading Criteria (psp Wind Criteria Code I Misc Criteria DeIIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Sid: NA Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Sid: 2014 VERT(LL): 0.004 B 999 480 Lee R+ I R- / Rh / Rw / U I RL BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.005 B 999 360 F 200 /- /- /- ' /- BCDL: 5.00 Category: NA FT/RT:10(0y10(10) HORZ(LL): 0.001 E - - E 208 /- /- A l- I- EXP: NA Kzt: NA Plate Type(s): HORZ(TL): 0.001 E - - F Brg Width = - Min Req = - Des Ld: 55.00 Mean Height: NA it WAVE Creep Factor. 20. E Big Width = 3.5 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: NA psf Max TC CSI: 0.267 Bearing E Is a rigid surface. - Load Duration: 1.00 BCDL: NA psf Max BC CSI: 0.267 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 ° MWFRS Parallel Dist: NA Max Web CSI: 0.047 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: NAft Loc. from endwall: NA Wgt: 28.0lbs A-B 0 0 B-C 0 0 I: NA GCpi: NA Wind Duration: NA VIEW Ver. 18.02.01A.0205.20 Maximum Sot Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Top chord 4x2 SP#2 F-E 147 0 Bot chord 4x2 SP #2 Webs 4x2 SP #3 Maximum Web Farces Per Ply (Ibs) Pudins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels or rigid ceiling use pudins A- F 0 -73 C - D 0 -69 to laterally brace chords as follows: F - B 0 -184 E - D 0 -6 Chord Spacing(in oc) Start(ft) End(ft) B-E 0 -186 D-E 0 -74 BC 44 0.00 3.64 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. "WARNING" Pleaseffenighlyrevieethe-A-1 ROOF TRUSSES("SELLER-), GENERALTERMS and CONDITIONS CUSTOMER(-BUYEW)ACMOWLEDGMENT-folm. 'a* design parameters end reed notes an this Truss Design DreU.ing CMD) and the Anthony T. Tomho 111. P.E.Refersom Sheet before Use. Unless otherwise stated on the Too, only All TPI-1. µry eeV dfj, ntt mmniWm of M1 Rmf TnM T. TmiM III, PE. L�A-1 ROOF /"�.d' TRU65E5 Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type A01 IGABL City I Ply 104/10/2019 10741 Loading Criteria (pen TCLL: 30.00 TCDL: 10.00 _ BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 1e94 Wind Criteria Code I Misc Criteria Wintl Std: ASCE 7-10 Code: FBC 2017 RES Speed: 160 mph TPI Sid: 2014 Enclosure: Closed Rep Factors Used: No Risk Category: II FT/RT:10(Ov10(10) EXP: C Kzb NA Plate Type(s): Mean Height: 21.74 It WAVE TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.50 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 24001-2.0E :T2 2x4 SP M-30: Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 Special Loads --(Lumber Duffac =1.25 / Plate DunFac=1.25) TC: From 234 pit at 0.00 to 234 pit at 33.54 BC: From 100 plf at -0.44 to 100 pit at 0.00 BC: From 20 plf at 0.00 to 20 pit at 2.10 BC: From 24 plf at 2.10 to 24 pit at 9.20 BC: From 20 pit at 9.20 to 20 pit at 24.34 BC: From 24 plf at 24.34 to 24 pit at 31.44 BC: From 20 plf at 31.44 to 20 pit at 33.54 BC: From 100 pit at 33.54 to 100 pit at 33.98 Plating Notes All plates are 1.5X4 except as noted. Purling 1a9Y DeflfCSI Criteria PP Deflection in roc Udell L/# VERT(LL): 0.196 R 434 361 VERT(CL): 0.334 R 254 241 HORZ(LL):-0.128 X - - HORZ(TL): 0.219 X - - Creep Factor- 2.0 Max TC CSI: 0.739 Max BC CSI: 0.597 Max Web CSI: 0.449 Wgt: 191.8lbs VIEW Ver. 18.02.01 A.0205.20 The maximum horizontal reaction is 494# See STD DETAILS for gable wind bracing requirements. axe(pn ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw l U I RL A' 377 1- /- /369 /157 1194 AL* 143 /- !- /130 /59 /- AH•346 /- !- /283 /146 /- AM•209 /- !- /194 185 /- AM`1 /-27 /- /42 137 1- AA /-241 Wind reactions based on MWFRS A Brg Width =30.5 Min Req =- AL Brg Width = 85.1 Min Req = - AH Brg Width =181 Min Req = - AM Brg Width = 85.1 Min Req = - AM Brg Width = 30.5 Min Req = - Bearings A, AL, AH, Y, & AM are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-B 304 -494 K-L 457 -179 B-C 270 -458 L-M 345 -122 C-D 373 -353 M-N 225 -fib D-E 348 -339 N-O 139 -122 E-F 463 -223 O-P 142 -319 F - G 247 -279 P - Q 392 -146 G-H 212 -265 Q-R 227 -118 H-1 304 -170 R-S 140 -300 1-1 345 -226 S-T 190 -419 J-K 457 -209 T-U 115 -255 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use pur ins A -AL 386 -230 AD -AC 453 -205 to laterally brace chords as follows: AL -AK 333 -282 AC -AB 450 -198 Chord Spadng(in cc) Start(ft) End(ft) AK-AJ 402 -275 AB -AA 449 -192 BC 31 0.00 2.54 BC 75 2.64 AJ-AI 931 -654 AA-Z 284 -68 4.64 78 BC 175 AI-AH 330 -278 Z-Y 294 -95 BC 75 4.78 31.88 34.42 AH-AG 282 -214 Y-X 254 -75 31.88 BC 31 31.88 34.42 AG-AF 449 -198 X - W 232 -118 Apply putting to any chords above or below fillers AF-AE 450 -200 W - V 253 -190 at 24" CC unless shown otherwise above. AE-AD 453 -205 V - U 260 -121 Wind Maximum Web Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C member design. Webs Tens.Comp. Webs Tens. Comp. B -AL 246 -532 AA- P 391 .339 F-AG 332 -fib V-T 434 -984 "WARNING" Please thoroughly revlew to-A-1ROOF TRUSSES('SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER-) ACKNOWLEOGMENr torn. e adfy design parameters and read notes on this Truss Design Drs'Mg (MD) and No Anthony T. TomEo III, P.E. Reference Sheet before use. Unless 011, a stated on the MD, only Ali 3nnedwplatesshallbeusedfwMeTODtobevalid. As a Truss Design Engineering (i.e.Spedaiy Engineer), Me seal on any TDD represents an acceplanoo ofihe professional engineelin mponsollity for the design ofthe single Truss depicted on the TDD only, under TPl-1. The design assumptions, loading conditions, suitability and use ofihis Truss forany Building is the A RRDF �TRr155E5 uilding is Me responsibility of the Owner, the Owners authorized agent or the Building Designer. In the context of the IRC, the IBC, local building rude and TPI-1. Theeppreval of the IspOnsibility, of the owner, the Owners auWrtmd agent or the Building Designer, in Me wriest of the IRC, the IBC. local building code and TPI-1. The approval of the TDD and any Geld se ofthe Truss, looming handling. storage. Installation and bracing shelf be the responsibirny ofthe Building Designer and Contractor. Minoessetoutmmem0andumprawcesand Anthony TombO ill, P.E. nY uidellnes ofthe Building Component Safety lnformadon(BSCI)Published by TPI and SBCA are referenced for general guidance. TPI-ldefiwsthemsponsibilillesmdduti of Na Luse #80083 tudgnar, Truss Design Engineer and Trues ManNacNrer, unless otherwise dented bye Contract agreed upon In vMing by all paNes involved. The Tmss Design Eegineerts NOTthe Buildi 4451 St. Lucie Blvd. esigner 0r Truss System Eng4- of any I . All apilaAzed temaare asdented NTPI-1. noMnM44a1fl0.1RMTn,w�rmv T,TpNTnnuN III, PE. nwrtNu]4nn(MIctlMVMnL4nmlmm.4rmlNiiIMWIMnIMwnnan narrnlxxllniNMl emlTn4uv._pnuvnr T. T"nminP.e Fort Pierce, FL 34946 Truss Truss Type Oty Ply 04/10/2019 10741 A01 I GABL 2 1 1 Maximum Gable Farces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. C -AK . 90 .140 AC- L 265 -524 D -AJ 306 -642 AB- M 243 -486 E -AI 158 -281 O -AA 93 0 AH-F 283 -582 P-Z 444 -970 AG-G 162 -310 Y-Q 154 -273 1-AF 235 -466 X-R 111 -168 J-AE 266 -526 W-S 91 -141 K -AD 207 .569 "WARNING" Please Nomughly review the'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER MUYER') ACMOWLEOGMENP toms. Verify design parameters and need notes on We Twos Design Drewing (TOO) and to Anthony T. Tonnbo 111, P.E. Referenoa Sheet beforeuse. Unless oteraise staled on rue TDD, only Alp The os Manufacturer, unless oMendse darned by a Conrad agreed upon In willing by all pelves Involved. The Twos Design Engineer Is I tabling. All capitaltrrms sl teare as dabbed In TPI-1. I. T.IIL PE. RlvvMivLm Nqu Nvamxtl. Nano NvMiFitM u+llwn Tnvrltm re+mLcsim MMt Rmf Tnnsm-MMnv T.T(min1II.PE. I. ,A-1 RODF 9TWUSSE5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type A02 I COMN City Ply 04/10/2019 17 1 10757 Loading Criteria (pan TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 - Load Duration: 1.25 Spacing: 24.0 " Tj In-10 -I 1] 10� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 21.91 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.50 fit Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x6 SP 2400f-2.0E Sot chord 2x6 SP 2400f-2.0E :B1 2x4 SP 2400f-2.0E: Webs 2x4 SP #3:W2 2x4 SP #2: :W4, W5 2x6 SP 2400f-2.OE: Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(OU70(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. t'r6%film De01CS1 Criteria PP Deflection in lac Udell L#f VERT(LL): 0.623 H 668 36( VERT(CL): 1.081 H 385 24( HORZ(LL): 0.663 N - - HORZ(TL): 1.151 N - - Creep Factor. 2.0 Max TC CSI: 0.381 Max BC CSI: 0.976 Max Web CSI: 0.934 Wgt 256.2 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- I Rh l Rw I U / RL A 1885 /- /- /933 /694 /510 M 1885 /- I- 1930 1696 /- Wind reactions based on MWFRS A Brg Width = 6.0 Min Req = 1.6 M Brg Width = 6.0 Min Req = 1.6 Bearings A & M are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1715 -3726 G - H 2O25 -4380 VIEW Ver. 16.02.01 A.0205.20 B - C 3379 -8042 H - I 1834 -4323 Additional Notes C-D 3907-9856 1-1 1820 -4403 D - E 18 -4402 J - K 3907 -9858 WARNING: Furnish a copy of this DWG to the installation contrigeto Spe rP� bee K- L 3379 -8043 must be taken during handling, shipping and installation of buSS0-'_ "WARNING" note below. ' 2025 4379 L- M 1715 -3727 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes All plates are 6X8 except as noted. (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purling A - U 3169 -1414 Q - P 73Z -2525 U - T 3626 -1614 P - O 7883 -3055 T-S 7882-3OW O-N 3627 -1614 S-R 7325-2525 N-M 3169 -1414 R-Q 2513 -449 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels or rigid ceiling use pudins B - U 831 -1690 G - Q 2452 -1108 4o laterally brace chords as follows: B-T 3716-1278 Q-H 318 -291 Chord Spacing(in oc) Start(ft) End(ft) T-C 466-1103 Q-J 1725 -4071 BC 34 0.00 2.83 BC 79 C - S 1596 -276 J - P 4524 .1697 BC 88 9.93 5.93 07 S - D 4523 -1697 P - K 1597 -276 BC 79 5.07 32.17 35.00 D - R 1725 -4071 K - O 466 -1103 ' 32.17 BC 34 32.17 35.00 F-R 318 -291 O-L 3717 -1278 Apply pudins to any chords above or below fillers R - G 2450 -1108 N - L 831 -1690 at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24'-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" Please thoroughly revimffie'XI ROOF TRUSSES("SELLER), GENERALTERMS and CONDITIONS CUSTOMER ('BUYER) ACWOWLEDGMEN form. .r 'edfy design parameters and read notes an this Truss Design Draving(TDD) and theAnthany T. Tombo ill, P.E. Reference Sheet before use. Unless oNerWa, stated on Ne T00, only Alpi arrestor plates shall be used for Me Too to be wild As a Truss Design Ergmeetlngna. Specialty Engineer), the seal on any Too represents an acceptance of Me pmfesabhat engineer. L Act RODF sporeflaity for the dtsignafibe single Truss depicted an the Too only, under TPI-I. The design assumptions, loading conditions, sullabildy and use arable Tress for.,Bulidingis Ne / TRr155E5 Old, is the responsibility ofthe Owner Me Owners auNodred agent orthe Building Designer, In Me cented of the IRC, the IBC. local building code and TPI-I. Theapprowl of Ne asPonslbgit ibe Ownegthe OwnersauNorbed agentorthe Building Designer, In the center ofNe IRC, Me IBC, local building code and TPl4. TheapprovaloftheTDDandenygeld Truss, including Anthon LTombo ill, P.E. y se oflhe handling. storage, installation and bma ng shall be the responslbifrty, ctor ofthe Building Designerand Contre. Minotessetoulln Me TDDand Neprac icesentl uldelines ofthe Building Component Safety Information(BSCI) published by TPI and SECA are referenced for general Vdance. TPI-1 defines Me respanslbiiitiesand dullesofthe Truss #80083 ladgner, Truss Design Englnew aW Truss Manufacturer, unless oNervdse dermed bya Con agmed upon In wlidng byag pedies lnwlved. The Truss Design Engireer is NO"I Me Build 4451 St. Lucie Blvd. esigneror Truss System Engineer of any building. AA mpilalood terms ere as definedIn TPI-1. mMM101016A-IRm Tn,--Ann T.Tr ,11.PE. rt mxIMNMlaono eM1hmhW ihmrhhue Wnwd lMwwmrmiae4nn1M1 Rmf Tnuwa-MAmv T.Try III PE. Fort Plerce. FL 34946 Job Truss Truss Type 75775 A02A COMN ?Y 173.1a r I l 104110/2019 Dt5,6R) m1.6YAF HIIt.sx4 I 12 /6"D J %6xa S a al (a) 0"C K%3x6 - T IS R D P oH0710(SRS) .5x10 -5x10 %H0710(SR3) B T C L s(O1)q Q 0 Mai%6(D1) 1 12 at u ,N6 e1 0Sx6 I-Zers 0 rl•2- I Loading Criteria gosq Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCOL: 10.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 21.91 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 - C&C Dist a: 3.50 R Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x6 SP 24001-2.0E Bot chord 2x6 SP 2400f-2.0E :61 2x4 SP 2400f-2.OE: Webs 2x4 SP #3 :W2 2x4 SP #2: :W4, W5 2x6 SP 2400f-2.OE: Code I Misc Criteria Code:FBC 2017 RES TPI Sld: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HIS Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. (1) 112" bolts maybe used for (2) 0.131"x3", min. nails on The Top Chord Only. Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 134 plf at 0.20 to 134 plf at 34.80 BC: From 100 plf at 0.00 to 100 pIf at 0.20 BC: From 20 plf at 0.20 to 20 pIf at 2.83 BC: From 24 plf at 2.83 to 24 plf at 9.93 BC: From 20 plf at 9.93 to 20 plf at 16.34 BC: From 50 plf at 16.34 to 50 plf at 18.76 BC: From 20 plf at 18.76 to 20 plf at 25.07 BC: From 24 pIf at 25.07 to 24 pit at 32.17 BC: From 20 pit at 32.17 to 20 pit at 34.80 BC: From 100 pit at 34.80 to 100 pIf at 35.00 Plating Notes All plates are 4X6 except as noted. "WARNING^ Please thoroughly MI. the -A-1 ROOF TRUSSES Vent' design parameters and read notes on We Truss Design Dniv ing (TDr mmadorplatesshalibeusedforthe TDDbbevelid. MaTuss DesignE Den/CSI Criteria PP Deflection in too Udefl VERT(LL): 0.461 H 903 VERT(CL): 0.790 H 527 HORZ(LL): 0.491 N - HORZ(TL): 0.841 N - Creep Factor: 2.0 Max TC CSI: 0.279 Max BC CSI: 0.660 Max Web CSI: 0.677 Wgt: 512.4 Ibs 10693 Fzfia-I " ♦ Maximum Reactions (Ibs) L/# Gravity Non -Gravity 360 Loc R+ ! R- / Rh I Rw / U / RL 240 A 2750 /- I- 11799 /1092 /510 - M 2750 !- I- /1795 11092 /- - Wind reactions based on MWFRS A Brg Width =6.0 Min Req=1.5 M Brg Width=6.0 Min Req=1.5 - Bearings A & M are a dgid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 Purling, In lieu of structural panels or rigid calling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(fl) BC 34 0.00 2.83 BC 103 2.83 9.93 BC 120 9.93 25.07 BC 103 25.07 32.17 A - B 1088 -2730 G - H 1269 -3198 B - C 2338 -5883 H -1 1242 -3151 C - D 2864 -7208 I - J 1277 -3215 D - E 1277 -3215 J - K 2864 -7209 E-F 1242-3151 K-L 2338 -5884 F-G 1269-3197 L-M 1088 -2730 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. BC 34 32.17 35.00 A-U 2320 -923 Q-P 5355 -2125 Apply pudins to any chords above or below fillers U-T 2646-1050 P-O 5758 -2280 at 24" OC unless shown otherwise above. T - S 5758 -2280 O - N 2646 -1050 S-R 5355-2125 N-M 2321 -923 Wind R-Q 1836 -731 Wind loads based on MWFRS with additional C&C member design. Additional Notes The maximum horizontal reaction Is 510# GENERAL TERMS and CONDITIONS cony T. Tombo III, P.E. Reference Steel . Soedaltv Enoineerl. Me seal on env Tr Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B-U 532-1254 G-Q 1777 -681 B-T 2712-1068 Q-H 159 -234 T-C 372 -828 Q-J 1193 -2984 C-S 1166 -465 J-P 3296 -1282 S - D 3296 -1282 P - K 1167 -466 D-R 1193-2984 K-O 372 -828 F - R 159 -234 O - L 2712 -1068 R-G 1776 -681 N-L 532 -1254 albuildingmdeend TPI-1. Thaapprovalorlte TDDandaoyw aN Contredm. Mno[es set oulin the TDD end the practimse guidance. TP4ldegnes Ueresponsibiliuesanddutiesof NeT g by all PaNes Involved. The Truss Design Engineer Is NOT the q „mISMVG uiIM+d pw vnin,nrarMa[NnNAt RMTn�cw-gnPumv T. train III. P.E. A "A A4 ROOF Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 Truss Truss Type A03G ICOMN Qty I Ply 1 04/18/2019 10763 Loading Criteria (ppq TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0' I-�e------ 4T I--zae-1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb NA Mean Height: 21.91 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.50 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x6 SP 2400f-2.OE Bot chord 2x6 SP 2400f-2.0E :81 2x4 SP 2400f-2.0E: Webs 2x4 SP #3:W2, W8 2x4 SP #2: 04, W5 2x6 SP 240Of-2.0E: Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT1RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Nallnote Nall Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @11.25"o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)112" bolts may be used for (2) 0.131"x3, min. nails on The Top Chord Only. Special Loads --(Lumber Dur.Fac. 1.25 / Plate Dur.Fac. 1.25) TC: From 45 plf at 0.20 to 45 plf at 11.85 TC: From 69 pit at 11.85 to 69 plf at 34.80 BC: From 85 pit at 0.00 to 85 Pf at 0.20 BC: From 20 plf at 0.20 to 20 plf at 2.83 BC: From 24 plf at 2.83 to 24 plf at 9.93 BC: From 20 pit at 9.93 to 20 pit at 16.34 BC: From 50 pit at 16.34 to 50 plf at 18.76 BC: From 20 plf at 18.76 to 20 plf at 22.08 BC: From 20 plf at 22.08 to 36 Pf at 25.07 BC: From 40 plf at 25.07 to 79 pit at 32.17 BC: From 75 plf at 32.17 to 89 plf at 34.80 BC: From 164 plf at 34.80 to 155 plf at 35.00 BC: 2277 lb Conc. Load at 22.08 De0/CSI Criteria PP Deflection in too Udefl L#t VERT(LL): 0.555 J 750 360 VERT(CL): 0.962 J 433 240 HORZ(LL): 0.561 N - - HORZ(rL): 0.972 N - - Creep Factor. 2.0 Max TC CSI: 0.466 Max BC CSI: 0.993 Max Web CSI: 0.897 Wgt: 512.4 Ibs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- I Rh / Rw / U / RL A 2282 /- /- 1988 11193 /510 M 3412 !- /- /1327 /1513 /- Wind reactions based on MWFRS A Brg Width = 6.0 Min Req = 1.5 M Brg Width = 6.0 Min Req = 1.5 Bearings A & M are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 1227 VIEW Ver. 18.02.01A.0205.20 8-C 2765 Plating Notes C - D 3595 All plates are 6X8 except as noted. D - E 1719E - F 1694 (") 3 plate(s) require special positioning. Refer to scaled plate plot &tailsfpg2 special positioning requirements. Pudins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.00 2.83 BC 103 2.83 9.93 BC 93 9.93 25.07 BC 96 25.07 32.17 BC 34 32.17 35.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS. Additional Notes The maximum hodzontal reaction is 510# "WARNING" Pleasa iho.,inly W. the-A-1 ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER sM of the IRC, tine IBC, local building code and TPIA. Na IBC, local Wining coda and TPIA. The apyoval 2326 G - H 2153 -4351 5377 H -I 2136 -4333 7044 I-J 2162• -4366 3433 J - K 4831 -9923 3411 K - L 3610 -7594 3429 L- M 1567 -3396 Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - U 1982 -1043 Q - P 7373 -3592 U - T 2260 -1184 P - O 7546 -3579 T-S 5311 -2735 O-N 3324 -1509 S - R 5289 -2690 N - M 2B96 -1333 R-Q 2221 -1105 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-U 593-1057 G-Q 3142 -1522 B - T 2657 -1346 Q - H 159 -154 T-C 460 -815 Q-J 1979 -4108 C - S 1436 -702 J - P 4758 -2257 S - D 3089 -1564 P - K 2005 -1049 D - R 1396 -2672 K - O 648 -1157 F - R 162 -151 O - L 3649 -1772 R-G 1411 -694 N-L 747 -1477 or . A In.p Ineetin 'e I 1M1�A-IRRDF �tlTRl155E5 Ind Anthony T. Tombo III, P.E. nuss # 80083 Nt ihilM WTmt Ihnw nnamI' al A,I RmITAw- A,tWv T Ta M III. P E. r avudi,u 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 Truss Truss Type Qty I Ply A04 I SPEC 16 1 04/10/2019 10706 Loading Criteria (pan TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: ll EXP: C Kzt: NA Mean Height: 21.91 [t TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x6 SP #2 Bot chord 2x6 SP #2 :B1 2x4 SP #2: Webs 2x4 SP #3 Code / Misc Criteria Code: FSC 2017 RES TPI Sld: 2014 Rep Factors Used: Yes FTIRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Be 34 0.00 2.83 Be 53 2.83 9.93 Be 58 9.93 22.02 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42' high x 24'-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. -WARNING- Please thoroughly review Me-A-1ROOF TRUSSES sty design parameters and head notes on Ihls Truss Design Drawing (ME onaector dates shall be used forMe TDD to be valid. Asa TrussDeslan Ei single 4M t Deg/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L#1 Gravity Nan -Gravity , VERT(LL): 0.251 K 999 360 Loc R+ / R- I Rh I Rw / U / RL VERT(CL): OA29 K 611 240 A 1189 /- /- 1638 1361 1576, HORZ(LL): 0.1461 - - 1 1214 /- /- l671 /600 !- HORZ(TL): 0.249 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 A Brg Width = 6.0 Min Req = 1.5 Max TC CSI: 0.405 1 Brg Width =- Min Req = - Max Be CSI: 0.961 Bearing A is a rigid surface. Max Web CSI: 0.955 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt 168.0 Ibs A-B 782-2233 E-F 876 -1704 VIEW Ver. 18.02.01A.0205.20 13-C 2258-4434 F-G 1096 -1805 C-D 2677-4830 G-H 141 -116 D-E 882-1792 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - M 1893 -1205 K - J 3732 -2274 M - L 2189 -1379 J -1 637 -308 L-K 4300-2677 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - M 727 -1005 D - J 1615 -2482 B - L 1867 -1135 F - J 372 -374 L-C 405 -477 J-G 1755 -1025 C-K 384 -191 G-1 542 -1115 K - D 2386 -1452 H -1 196 -198 GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACIMOWLEDGMEN tome. ianv T.Tombolll. P.E.Reference Sheet before use. Unless odrerwlse stated on Me MD. only Ale L min TI%tl vAeen� Itxwinq�enmu['vnNA1 RMTn�aw�e.NNNV T. TMIEII In. PE, A-f ROOF TRUSSES Anthony T. Tombo, III. P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75775 A05G Truss Type FLAT QtY 3 I Ply I04/10/2019 10751 ' Loading Criteria (part Wind Criteria . TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 24.58 it NCBCLL: 10.00 TCDL: 5.0 psf ' Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50' GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x8 SP 2400f-1.8E Bot chord 2x8 SP 24001-1.8E Webs 2x4 SP #3 Special Loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac. 1.25) TC: From 405 pif at 0.00 to 405 pif at 5.00 BC: From 20 pif at 0.00 to 20 pif at 5.00 BC: 1214 Ib Conc. Load at 1.50, 3.50 I F BAX10(R) 03XAC 103X10 1113X10(R) f-1'6-2' +'e I 12144 214 Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0v10(10) Plate Type(s): WAVE Purllns In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply puriins to any chords above or below fillers at 24' OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24' oc in lieu of structural sheathing. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Additional Notes Truss must be Installed as shown with lop chord up. DeflICS1 Criteria PP Deflection in loc Udell LJ# VERT(LL): 0.004 B 999 361 VERT(CL): 0.006 B 999 241 HORZ(LL):-0.003 B - - HORZ(TL): 0.004 B - - Creep Factor. 2.0 Max TC CSI: 0.323 Max BC CSI: 0.540 Max Web CSI: 0.224 Wgt 44.8 Ibs VIEW Ver. 18.02.01A0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ !R- /Rh /Rw /U /RL D 2277 /- /- /- /1211 /- C 2277 /- /- /- /1211 1- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maxlmum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 7 -14 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. D-C 14 -8 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-D 590-1012 B-C 590 -1012 A-C 0 -1 "WARNING" Please thoroughly review Use'X1 ROOF TRUSSES("SELLER°), GENERAL TERMS and CONDTIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' rams. edfy design rammotesa and read notes on We Truss Daslan D.Wra mom and the Anthanv T. Tambs III. P.E. Rsrerenm Shaet Mrnm uw_ Unlace arhuwlw %1ntM nn Iha TnD. nnly Air nasan(BSCI) published by TPI and SBCAamneferenced forgenerelguldance. TPI-1 defines fbe responslbliitles and duBe9 facmren unless odleWse darned bye ConVxet agreed upon in writing by all Padies ilrvohred. The Tmss Design Engineer Is r M cxFts ud aura ere es defused In TPI-1. 11. PE. RmuMnrM of Mies nnml N—f—Ln !!,MWIMn ff urtW oxr mnn MA4 RWTnn—n-A,I vT. Try III. PE. '01kTR SSE9 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Tmss Truss Type Qty Ply 04/10/2019 10625 75775 B01 I GABL 11 I 1 10,11.1 I 1 Loading Criteria (pap Wind Criteria Code I Misc Criteria Deff/CST Criteria ♦ Maximum Reactions (Its), or a=PLF TOLL: 30.00 Wind Sld: ASCE 7.10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Nan -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.017 M 999 360Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.030 M 999 24 y 337 /- /- 1208 /107 /26 - BCDL: 10.00 Risk Category: II FT/RT:10(0)110(10) HORZ(LL): 0.008 L - - N 901 /- /- /632 /394 I• - EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.010 K - - Wind reactions based on MWFRS Des Ld: 50.00 Mean Height: 15.00 it WAVE Creep Factor. 2.0 Y Brg Width = 268 Min Req = - NCBCLL: 10.00 TCDL: 5.0 psi Max TC CSI: 0.754 N Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf ° Bearings Y & N are a rigid surface. Max BC CSI: 0.336 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings Y & N require a seat plate. C&C Dist a: 3.00 it Max Web CSI: 0,418 - Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any Will:131.6 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A-B 153 -73 H-1 974 -191 Lumber Additional Notes B-C 710 -715 I-J 795 -149 C - D -372 J - K -189 To chord 2x4 SP #2 The maximum horizontal reaction is 586# D-E 401 -306 K-L 417 Botchord 2x4 SP#2 See STD DETAILS for gable wind bracing requirements. E - F 609 -30fi 609 279 .182 L- M 279 -182 Webs 2x4 SP #3 :Stack Chord SC1 2x4 SP M-30: Stacked top chord must NOT be notched or cut in area (NNL). OFopged topMr&258 M - N 500 -642 :Stack Chord SC2 2x4 SP M-30: braced at 24' oc intervals. Attach stacked top chord (SC) to dro)fpedtop ch9din-228 N - O 153 -73 notchable area using 3x4 fle-plates 24' oc. Center plate on stacked/dropped chord Special Loads interface, plate length perpendicularto chord length. Splice top ANIANtAY-%ord Forces Per Ply (Ibs) -(Lumber Dur.Fac=1.25I Plate Dur.Fac =1.25) area using 3x6. Chords Tens.Comp. Chords Tens. Comp. TC: From 171 pIf at -2.00 to 171 pif at 0.00 TC: From 174 plf at 0.00 to 181 pif at 1.58 B - X 452 -195 T - S 489 -227 TC: From 331 pif at 1.58 to 370 pif at 11.50 X - W 464 -211 S - R 484 -219 TC: From 370 plf at 11.50 to 331 pif at 21.42 W - V 474 -216 R - Q 477 -210 TC: From 181 plf at 21.42 to 174 pif at 23.00 V - U 480 -222 Q - P 467 -198 TC: From 171 pIf at 23.00 to 171 pif at 25.00 U - T 489 -227 P - N 446 -178 BC: From 10 pif at 0.00 to 10 plf at 23.00 Plating Notes Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. All plates are 1.5X4 except as noted. D - X 437 -720 S -1 607 -818 Purling E-W 404 -670 R-J 346 -686 In lieu of structural panels or rigid ceiling use pudins F - V 346 -686 Q - K 403 -670 to laterally brace chords as follows: G - U 607 -818 P - L 438 -720 Chord Spacing(in oc) Start(ft) End(ft) H-T 180 -732 TC 0 0.89 22.11 BC 75 0.29 22.71 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. -WARNING" Please Momughly review Me'A.1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER•) ACKNOWLEDGMENT toms. Verify design parameters and read notes an this Truss Design Drawing (MD) and Me An bony T. Tomb, ill, P.E. Reference, Sheet before use. Unless otherwise stated on Me MD, only Alpi connector plates shall be used fit le TDD to be valid. MaTmss Design Engineedr o.e.Specialty Englneer),Mesealonar TDDmpresenManersepWnwof Nepmmslonalenglneerin A ROOF eslexcibllity for Me design of Mesingle Truss depicted on Me TOO only, underTPI-1. The design assumptions, loading conditions. suitability and use of this Truss formy Building is be ®TRD55E5 Building is Me responstbgiy date Owner, the Owners euNorized agent or Ma Building Designer, in We conte#ef Me IRC, Me IBC, bcal building code and TPI-1. The approval of Me rmxonmvn responsibility ofWa Ovular, Me Owners authorized agent orthe Building Designer, in Me content of Me IRC, Me IBC, local building code and TPl-1. Theappmvaloftna TDDandanygeld Anthony T•TOmbO III, P.E. use of Me Twice, including handling. storage, installation and bred, shell be Me eserme ilbiliy of Me Building Designerarld Contractor. Allnotessetoutin Me TOOand Meprzcticesand Na Truss #80083 guldelines ofthe Building Component Safety Information(BSCI) published by TPl and SBCA ale, referenced forgeneral pdance. TPI-ldefi MeresponsibllNesanddutiesof Designs, Truss Design Engineerand Tmss Manufacturer, unless otherwtsedegned bya Cantractagreed upon inwddngby all real" Involved. The Tmss Design Enginearis NOT Me Buidi 4451 St. Lucie Blvd. DeslgnerarTmae System Engineer of any building. All repllalibed terms ere as dented in TPI-1. r�wxioM 02I18MI RMTna AnI1v TTmm 111.PE.RmmM,nim MMutlmmw,t In env Mvm.LmYWOM WWnd tlu wlNn„n„nicxNnnr FlPmfTnuvw<-MWnvT. T�mtr, In PE Fort Pierce. FL 34946 Job Truss Truss Type Qty Ply 04/10r2019 75775 B02 COMN 19 11 I 10636 Loading Criteria (asp TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Sparing: 24.0" Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 1 V6' ')11'6' � SEAT PLATE RED. SEAT PLATE RED. Wind Criteria Wind Std: ASCE 7.10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacmg(in oc) Start(ft) End(R) BC 107 0.15 22.85 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. I I �—. T Code / Misc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in roc Udefl LI# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.090 E 999 360 Loc R+ ! R- / Rh l Rw / U I RL B 1383 /- /- /728 /435 1298 Rep Factors Used: Yes VERT(CL): 0.147 E 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.033 H - - F 1383 /- /- /728 /435 /- Plate Type(s): HORZ(TL): 0.054 H - - Wind reactions based on MWFRS WAVE, HS Creep Factor. 2.0 B Big Width = 8.0 Min Req = 1.6 Max TC CSI: 0.577 F Brg Width = 8.0 Min Req = 1.6 Max BC CSI: 0.991 Bearings B & F are a rigid surface. Max Web CSI: 0.609 Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 109+21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Vera 18.02.01A.0205.20 A-B 74 0 D-E 1384 -1975 B - C 1145 -2032 E - F 1144 -2032 C-D 1385-1975 F-G 74 0 Loading Truss passed check for 20 psf additional bottom Chord live load in areas with 42"-high x 24'-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1708 -770 1-H 1170 -398 J-1 1170 -398 H-F 1709 -790 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 553 -461 D - H 850 -596 J - D 849 -596 H - E 553 -461 '-WARNING- Please thoroughly review Use "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and COMMONS CUSTOMER (-BUYER') ACgVOwLEDGMENT-form. Vent' design parameters and read notes on this Toss Design Drawing TDD) and the Anthony T. TamCo ill, P.E.reference Sheet before use. Unless othenMse stated an she MD. any All be in the mntea If the IRC, she Us approval of the Too and any ileh t out in the MD and the practkes end km 11W WINW rM v ffu mnnvW MMt RWTnusav- MI —VT. Trvna Ill. P.E. LA-/ ROOF TR1155E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Qty Ply 04/10/2019 10795 75775 I B02A I COMN 11 I 1 Loading Criteria (pet) TCLL: 30.00 TCDL: 10.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 ° SEAT PLATE REO, SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 fl TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h2 C&C Dist a: 3.00 0 Loc. from endwall: Any GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 got chord 2x4 SP M-30 Webs 2x4 SP #3 Special Loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac. 1.25) TC: From 132 plf at -2.00 to 132 pif at 25.00 EC: From 20 plf at 0.00 to 20 plf at 23.00 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 100 0.15 22.85 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes The maximum horizontal reaction is 298# DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/de8 U# Gravity Non -Gravity, , VERT(LL): 0.103 E 999 360 Loc R+ / R. / Rh I Rw / U / RL VERT(CL): 0.171 E 999 240 B 2017 1- /- /1403 /685 /298 - HORZ(LL): 0.037 H - - F 2017 /- /- /1403 /685 /- HORZ(TL): 0.062 H - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.4 Max TC CSI: 0.574 F Brg Width = 8.0 Min Req = 2.4 , Max BC CSI: 0.975 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Max Web CSI: 0.608 - Maximum Top Chord Forces Per Ply (Ibs) Wgt• 109.2 lbs Chorcla Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01 A.0205.20 A-B 118 -53 D-E 1384 -2778 B - C 1144 -2866 E - F 1144 -2866 C-D 1384-2778 F-G 118 -53 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 2390 -769 I - H 1655 -542 J -1 1655 -542 H - F 2390 -789 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-J 552 -749 D-H 1148 -595 J-D 1148 -595 H-E 552 -749 -WARNING^ Please thoroughly mein the'A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('aUVEW) ACKNOWLEDGMENT' form. faMy deaign parameters and read notes on this Truss Design Dmwthg (rDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless othenuise stated on the TOO. only All end TPI-1. VaConbadagreedupon Iny Ungbyellpadlesinp . TheTruss Design Engleaeris1 n TPM. Faminmi.NmNJNtM uiavarl nu, wriMnbmNreumN Al nmf Tn--Mau.T. Tm III. P.E. N1 ROOF Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type B03 ATIC 1ty I Ply 104/1012019 10662 Loading Criteria (ps9 • TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Soo sou r� sEAr FLATe REo. SEAT PLATE REQ. 23' z�-6' Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 IT: Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x8 SP 2400f-1.8E :B3 2x4 SP #2: Webs 2x4 SP 43 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 120 0.15 22.85 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Collar -de braced with continuous lateral bracing at 24' Do. or rigid ceiling Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. BC storage loading: LL = 30.00 psf, DL = 0.00 psf; from 6-0-0 to 17-0-0. Mechanical Unit Loads Supported by this Truss At Truss Unit Unit Supporting X-Loc Piece Lbs. Width Trusses 8.00 TC 100.0 2.00 2 Wind Wind loads based on MWFRS with additional C&C member design. i i 1' V 1 --- Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.330 D 825 360 Loc R+ / R- / Rh / Rw / U / RL .�ERT(CL): 6.565 D 482 240 O 1487 /- /- /729 /181 /298 HORZ(LL): 0.151 D - - J 1487 /- /- 1729 /181 /- HORZ(TL): 0.264 D - - Wind reactions based on MWFRS Creep Factor. 2.0 0 Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.998 J Brg Width = 8.0 Min Req = 1.5 Max SC CSI: 0.992 Bearings O & J are a rigid surface. Max Web CST: 0.394 Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 141A lee Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 74 0 F-G 214 -162 B - C 708 -2651 G - H 660 -1850 C - D 644 -2296 H -1 643 -2296 D-E 661 -1850 I-J 707 -2651 E-F 214 -162 J-K 74 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-M 2363 -471 L-J 2363 -491 M-L 1826 -333 - Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-M 201 -653 N-G 543 -1974 M-D 841 -28 H-L 841 -30 E-N 543-1974 L-I 201 -653 F-N 189 -50 -WARNING- Please lhamughly reWew the -A-1 ROOF TRUSSES("SELLER', GENERAL TERMS and CONDITIONS CUSTOMER('BU`(ER7) ACKNOWLEDGMENT" form. only design paramete,s and read notes on this Trans Design Drawing(rDD) and the Anthony T. Tombo ill, P.E. Reference Sheet before use. unless cNenWse slated on Me Too, a* Ali Dnnertor plates shell be used for Me TDD to be v Nd. As a Truss Design Engineering (i.e. Si Engineer), Me seal many TDD represents an arseptence of Me professional englueen aponsibiliry for Me design of the single Tress derided on Me TOO only, under TPI-1. The design assumptions, loading wndifions, suitability and use arable Trues forany Building Is the uilding is the responsibility ofthe Owner, Me Owners authanued agent., the Building Designer, in Me mntedefthe IRC, Me IBC, local building code and TPI-1. Thempmvalof Me aMnsibility of the Owner, Me Owners suawdead agent w Me Building Designer, In Me tooted of the IRC. the IBC. 1=1 building code and TPM. The amnoval of Me TOO and env geld All notes net outin Me TDD and Me oadoes and viewAlAewnXnn mm,iuim NMf RWTrt-AnawrvT.Try III.PE. e A-f ROOF TAO55E5 Anthony T•Tombo III, P.E. 480083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type B04 I ATIC Oty Ply 4 I1 04/11/2019 11073 Loading Criteria (asit TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' Z lifr� .10x10 s1axio SE4TfMTE REQ. SEAT PLATE REQ Wind Criteria Wind Sld: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height 15.00 ft TCDL: 5.0 psf BCDL: 5.0 lost MWFRS Parallel Dist: It to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 2400f-2.OE Bot chord 2x8 SP 24001-1.8E :B3 2x4 SP #2: Webs 2x4 SP #3 Purling, In lieu of structural panels or rigid ceiling use putting to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 22.85 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Collar -tie braced with continuous lateral bracing at 24' oc. or rigid ceiling Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. BC storage loading: LL = 30.00 psf; OL = 0.00 Pat,, from 6-0-0 to 17-0-0. Mechanical Unit Loads Supported by this Truss At Truss Unit Unit Supporting X-Lac Piece Lbs. Width Trusses 8.00 TC 100.0 2.00 2 Wind Wind loads based on MWFRS with additional C&C member design. DeflICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.296 C 921 361 $>ERT(CL): 0.523 C 521 241 HORZ(LL): 0.136 C - - HORZ(TL): 0.245 C - - Creep Factor. 2.0 Max TC CSI: 6.908 Max BC CSI: 0.996 Max Web CSI: 0.408 Wgt: 135.81bs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh l Rw 1 U / RL M 1352 1- 1- /577 /149 1221. 1 1352 1• l- /577 1149 1- Wind reactions based on MWFRS M Brg Width =8.0 Min Req=1.5 1 Brg Width =8.0 Min Req=1.6 Bearings M & I are a rigid surface. Bearings M & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEWVer.18.02.01A.0205.20 A-B 870-2754 E-F 221 -146 B - C 757 -2381 F - G 728 -1905 C - D 728 -1905 G - H 757 -2381 D - E 221 -146 H - 1 870 -2754 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - K 2461 -698 J -1 2461 - 697 K-J 1888 -466 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B-K 291 -696 L-F 646 -2055 K-C 873 -88 G-J 873 -88 D - L 645 -2055 J - H 291 -696 E-L 196 -60 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER') ACKNOWLEDGMENT'form. 'edify design parameters and food notes w this Truss Design DrevAng (TDD) and rue Anthony T. Taoist III, P.E. Referenco Sheet before use. Unless otherwise stated on the TDD, onlyA¢ onnectorplates shall W used for the Too W W valid. As a Truss Design Engineering (i.e. Spedalty Engineer), the seal on any TOD represents an accoplanre of the professional engineer ssponsiblityfor the design state single Truss depicted on the Too only, underTi The design assumptions. loading conditions, suitability and use of Mis Truss Warty Budding is rue lulldmg is the responsibility alone Owner, the Owner's authorized agent orthe Building Designer, in rue cordent ofthe lRG the IBC, so l budding code and Ti Theappmvoloftha asponsibility, of the Owner, one Owners authorized agent or Me Building Designer, In 0e context of rue IRC, be IBC, local building ones and TPI-1. The approval of the TDD end anygeld seofthe Truss, Indudirg handling,storage, ustallatlan and Wool shall he be responsibility ofthe Building Designer and Contractor. Allnoteswtautinone TDDand Napmc ,and uidellnes .1Ne Building Component Safetylnfonnadon (BSCI) WdLshed by TPI and SBCA ere referenced for general guidance. TPI-1 defines the responsfalilies and does of the Truss resigner, Truss Design Engineer and Truss Manufacturer, unless observes defined by a Contract agreed upon in venting by A] panes involved. The Truss Design Engineer Is NOT the Buil, les Liner or Toss System Engineer of any Wilding. Art esphelzed tornado as defined In TPI-1. ' tOM1e A-1RWTnu .Mtl T.Tt III. PE. RwMwYn Nouscla x,t hxmtmm.krM,Wedl WtMd flewlnx, rwmJaYm N Ml RmfTnuw-AnnmvT hmM III. P.E. A-r ROOF TRU55E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type B05G ICOMN 1ty 1y 104/11/2019 3 11064 Loading Criteria(pag - TCLL: 30.00 TCDL: 10.00 - 13CLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0' 11Y uwn4 - 11114(at) atuxio a141014(+4) M4X4 SEATPLATEREe. SEAT PLATE REQ. ~•175 1-F---�:�---2 �(- 2 �-- Z 9 2 -�--- 2 9-I- 2' 2' 2 -�- 2 -I-1 T-4 -� 86 0t a6340 653f1 928# 2 3,1540 J45d Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb NA Mean Height: 15.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x8 SP 2400f-1.8E Webs 2x4 SP #3:W3 2x4 SP 42: 05 2x4 SP M-30: Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Nallnote Nall Schedule:0.131"x3', min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 112" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac=1.25I Plate Dur.Fac=1.25) TC: From 82 pit at 0.00 to 82 plf at 23.00 BC: From 65 plf at 0.00 to 65 plf at 2.67 BC: From 1008 plf at 2.67 to1008 plf at 23.00 BC: 863 lb Conc. Load at 1 A0, 3.40, 6.40, 7.40 BC: 2750 lb Conc. Load at 2.13 BC: 928 lb Conc. Load at 9.40,11.40,13AO BC: 345 lb Conc. Load at 15.40,17.40,19.40,21.40 Plating Notes (++) - This plate works for both joints covered. Wind Wind loads and reactions based on MWFRS. DeflICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.293 K 929 36( VERT(CL): 0.506 K 539 24( HORZ(LL): 0.081 H - - HORZ(TL): 0.139 H - - Creep Factor. 2.0 Max TC CSI: 0.955 Max BC CSI: 0.768 Max Web CSI: 0.855 Wgt: 462.0 Ibs VIEW Ver. 18.02.01 A.0205.20 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 22.85 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. "WARNING" Please thoroughly mMew the-A-1ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONOI ratty design parameters and rand notes on this Truss Design Drawing (Too) and the Amhany T. Tombo III, P.E. Refon nc onnector plates sMll be used forthe TDD to be valid. As a Truss Design Eyireaft (i.e. SWolalty Engineer), Ne seal an oNenNse Ne aulldina Deshner arW ContreGor. All notes set eulin Me TDO ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh IRw /U /RL O 17147 /- /- /- /5310 /- G 15781 /- /- /- /4851 I - Wind reactions based on MWFRS O Brig Width = 8.0 Min Req = 4.7 G Brg Width = 8.0 Min Req = 4.4 Bearings O & G are a rigid surface. Bearings O & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A - B 3455� 11098 D - E 2073 -6676 B - C 3140-10108 E - F 2897 -9388 C - D 2073 -6677 F - G 2994 -9728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - N 9926 -3090 K - J 8212 -2534 N - M 9874 -3074 J -1 8692 -2677 M - L 9874 -3074 1- H 8692 -2677 L - K 8811 -2736 H - G 8707 -2680 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N-B 644 -195 K-E 779 -2544 B-L 280 -868 E-J 2242 -656 L-C 2865 -866 J-F 100 -314 C-K 1006-3217 F-H 182 -61 D - K 5764 -1752 n,MIhWMthMd,MwV mrmiuMNAA RMTni-MtemrT.T=M III. PE. 4 A -I ROOF TRU55E5 Anthony T. Tombo 111, P.E. # 80083 4461 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 Truss C01 Truss Type Qty I Ply GABL 11 1 04/10/2019 10805 Loading Criteria (psn TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 ° I- z'o-12 --Al Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code: FBC 2017 RES TPI Sld: 2014 Rep Factors Used: No FT/RTAO(0Y10(10) Plate Type(s): WAVE 0'6'8 Deb/CSI Criteria PP Deflection in loc Well L/# VERT(LL):-0.010 B 999 36( VERT(CL): 0.009 B 999 24( HORZ(LL):-0.024 H - - HORZ(TL): 0.025 H - - Creep Factor. 2.0 Max TC CSI: 0.928 Max BC CSI: 0.075 Max Web CST: 0.566 Will: 83.3 lbs VIEW Ver. 18.02.01A.0205.20 I I TE RED. ♦ Maximum Reactions (Ibs), or'=PLF ' Gravity Nan -Gravity Loc R+ / R- / Rh / Rw / U / RL P' 370 /- P /233 1252 /61 - J 84 /- P /43/- O /-309 Wind reactions based on MWFRS P Brg Width = 131 Min Req = - J Brg Width =0.8 Min Req=1.5 Bearings P & J are a rigid surface. Bearings P & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber Wind A-B 121 -57 E-F 98 -521 13-C 309 .197 F-G 81 -402 Top chord 2x4 SP 2400f-2.0E :T1 2x4 SP #2: Wind loads based on MWFRS with additional C&C member des On.D 341 -100 G - H 94 -293 Bot chord 2x4 SP Left end vertical exposed to wind pressure. Deflection meets L/3CU D 185 -972 H -1 84 -127 Webs 2x4 SP #3:M1 2x6 SP #2: We Right end vertical not exposed to wind pressure. D - E 80 -523 Special Loads Additional Notes Maximum Bat Chord Forces Per Ply (Ibs) -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) The maximum horizontal reaction is 1067# Chords Tens.Comp. Chords Tens. Comp. TC: From 168 plf at -2.06 to 168 plf at 0.00 See STD DETAILS for gable wind bracing requirements. P - O 339 -1217 M - L 16 -12 TC: From 343 pill at 1.78 to 193 pit at TC: From 310 pill at 1.78 to 365 plf al 1.78 11.00 00 Stacked top chord must NOT be notched or cut in area (NNL �pppd topSigirch 135 L - K 9 -7 dro BC: From 10 plf at 0.00 to 10 pit at 11.00 braced at 24' oc intervals. Attach stacked top chord (SC) to a op cho In -19 K - J 4 -5 chord notchable area using 3x4 fie -plates 24" Do. Center plate on stacked/dropped PlatingNotes interface, plate length perpendicular to chord length. Splice top chord in notchable Maximum Web Forces Per Ply (Ibs) area using 3x6. All plates are 1.SX4 except as noted. ++Anchorage req'd to prevent truss from slipping off bearing. Webs Tens.Comp. ('•)1 plate(s) require special positioning. Refer to scaled plate plot details for C- N 1901 -519 special positioning requirements. Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 0.46 11.00 BC 120 0.00 11.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Loading Truss designed to support 2-M top chord outiookers and cladding load not to exceed 8.00 PSF one face and 24.0' span opposite face. Top chord must not be cut or notched, unless specified otherwise. Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. P - B 1749 -1002 G - L 512 -692 O-C 618-1974 H-K 590 -800 N - E 337 -520 1- J 238 -307 F - M 569 -736 "WARNING" Please thoroughly review the 'A-1 ROOF TRUSSES("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENP tmm. edty design parameters and read notes on this Trues Design Drawing Cron) and the Anthony T. Torahs ill, P.E. Reference Sheet before use. Unless othenalse stated on Ole MD. only Alp and bradng shall (BSCI) puNlshod a Contract agreed SW.ixwa-AnaunvT.Tm III.P.E. A-1 ROOF TR055E5 Anthony T•Tombo III, P.E. 480083 . 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type P CO2 (MONO IQ51y I1ly 04/10/2019 10786 Loading Criteria (asq • TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' T fV 1 SEAT PLATE RED. Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purling In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 11.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Code I Mist; Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. -WARNING•• Please thoroughly review the "A-1 ROOF TRUSSES an the Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.010 C 999 361 VERT(CL): 0.016 C 999 241 HORZ(LL):-0.004 C - - HORZ(TL): 0.004 E - - Creep Factor. 2.0 Max TC CSI: 0.646 Max BC CSI: 0.509 Max Web CSI: 0.454 Wgt: 74.9 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U !RL G 737 !- /- /400 /189 1288 E 539 /- !- 1311 1253 !- Wind reactions based on MWFRS G Brg Width = 7.3 Min Req = 1.5 E Brg Width =- Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 47 0 C-D 48 -96 B-C 258 -509 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 112 -470 F-E 434 -507 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-G 676 -692 C-E 631 -541 B-F 457 -83 D-E 285 -171 F-C 149 -56 GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" forth. cony T.Tombolll, P.E. Reference Sheet berm use. Unless other se stated on the TOD, only All Rm Tn.—An.T. Tanho III. P E. e 111110��TRdJROE5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type CO2A (MONO City I ,)y 104/11/2019 10789 Loading Criteria (pA TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' SEAT PLATE REQ. I- 2'0'12 -I Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: ll EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads —(Lumber Dur.Fac=1.25I Plate Dur.Fac =1.25) TC: From 131 plf at -2.06 to 131 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 11.00 Purling In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 11.00 Apply purling to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers 1 Ties (J) Hanger Support Required, by others I 20 rn Code / Misc Criteria DefI1CSl Criteria ♦ Maximum Reactions (Ibs) ^ Code: FBC 2017 RES PP Deflection in loc Udefl L1# Gravity Non -Gravity - TPI Std: 2014 VERT(LL): 0.014 C 999 360 Loc R+ / R- / Rh I Rw 1 U 1 RL Rep Factors Used: No VERT(CL): 0.023 C 999 240 G 1125 /- ^ !- 1'/88 1411 1288 - FT/RT:10(0)/10(10) HORZ(LL):-0.004 D - - E 804 !- !- 1576 1264 1- Plate Type(s): HORZ(TL): 0.006 E - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 G Big Width = 7.3 Min Req = 1.5 Max TCCSI: 0.610 E Big Width= - Min Req=- Max BC CSI: 0.581 Bearing G is a rigid surface. Max Web CSI: 0.678 Bearing G requires a seat plate. Maximum Top Chord Farces Per Ply (Ibs) Wgt: 74.9 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 76 -35 C-D 78 -141 B - C 258 -762 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 117 -470 F-E 648 -507 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 676 -1078 C - E 631 -807 B-F 681 -221 D-E 285 -277 F-C 158 -148 Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L1360. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 567# "WARNING** Please lhaaughly review due-A-1ROOF TRUSSESCSELLER'7, GENERAL TERMS and CONDITIONS CUSTOMER(-BUYEW) ACKNOWLEDGMENT'fomi. edfy design parameters and raetl notes an this Truss Design Draining TOO) and the A hrhy T. Tombo 111, P.E. Reference Sheet before use. Unless oNerwisestated on the TDD, only Np annector plates shall he used for the TDD to be valid M a Truss Design Engineering p.e. Spadaly, Engineer), the seal on any TDD represents an acceptensa of the professional engineery sponsiblliyfor fire design of Ne single Truss depleted on fire TDD only, under TPM. The tlesign assumptions, loading wedbans, sultabiliy and use of Nis Truss Won, Building is fire uiltline la ihw,wsmnsihitiN el Ne Wmcr. thw Owneta wulM1nmed anent er Ne BWtlino Oesiamr. in da mnha�I of Me IRG the IeC. oral builCm rode eM TPI-1. The aoarowal offhe reli p.N.Involved. The Truss D.ign Eginmr is I mmnceMn M0.1 aMTn.-An.-vT. Tvntn he PE. A -I ROOF TRUSaim Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75775 1 MVA Truss Type Oty Ply GABL 11 11 04/11/2019 10609 Loading Criteria (p ri Wind Criteria • TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP:C Kzt. NA Des Ld: 50.00 Mean Height: 15.00 ft _ NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00It Loc. from endwall: Any GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 - Bot chord 2x4 SP #2 Webs 2x4 SP #3 Special Loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 312 pill at 0.00 to 351 plf at 7.44 BC: From 176 plf at -0.44 to 176 plf at 0.00 BC: From 10 plf at 0.00 to 10 plf at 7.44 Plating Notes All plates are 3X4 except as noted. Purilns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 95 0.00 7.88 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0' span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 1010# See STD DETAILS for gable wind bracing requirements. T&4 -I E Deb/CSI Criteria PP Deflection in loc Udeft L/# VERT(LL): -0.005 D 999 361 VERT(CL): 0.005 D 999 241 HORZ(LL):-0.024 D - - HORZ(TL): 0.025 D - - Creep Factor: 2.0 Max TC CSI: 0.302 Max BC CSI: 0.254 Max Web CSI: 0.261 Wgt: 42.0 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ I R- / Rh I Rw / U / RL J' 312 I- /- /221 1312 /120 Wind reactions based on MWFRS J Brg Width = 100 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 255 -1073 C - D 204 -589 B-C 258 -913 D-E 164 -248 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - I 977 -204 H - G 1002 -224 I-H 991 -217 G-F 1009 -228 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B-I 707 -5% D-G 1012 -759 C - H 902 -639 E - F 393 -299 'WARNING- Please thoroughly review the -A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT° term. vent' design parameters and rand notes an Nls Tmss Deslgn Drawing CMD) and the Anthanv T. Tombo ill, P.E.Refinance Sheet before use. Unless othanxins salad! an the IDD. only Ah d rvMTlltl WIMae tlavnnm mmM1Wnn of Mt Rml Tn,w•-AnIMmT. To nM H. PE e eAhAA-1 ROOF TRU55Eg Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss 75775 1 MVB Truss Type City Ply VAL I 1 1 1 04/11/2019 10612 T4•T Loading Criteria (psi) Wind Criteria Code I Misc Criteria DeflIC81 Criteria ♦ Maximum Reactions (Ibs), or •=PLF TCLL: 30.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L14 Gravity Non -Gravity, - TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): -0.003 E 999 360 Loc R+ / R- / Rh I Rw / U I RL D' 151 /- f- Jill /48 133 . BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL):-0.005 E 999 240 BCDL: 10.00 Risk Category: II FT/RT:10(0Y10(10) HORZ(LL):-0.005 C - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.006 C - - D Big Width = 88.4 Min Req = - Des Ld: 50.00 Mean Height: 15.00 it WAVE Creep Fodor. 2.0 Bearing A is a rigid surface. 9 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.993 Maximum Top Chord Forces Per Ply (Ibs) - Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.266 Chords Tens.Comp. Chords Tens. Comp. Spacing:24.0 ° MWFRS Parallel Dist: 0 to h/2 A- B 196 -409 B - C 156 -233 CRC Dist a: 3.00 it Max Web CSI: 0.151 Loc. from endwall: Any Wgb 32.21bs GCpi: 0.18 Maximum Bat Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 330 -90 E-D 346 -107 Top chord 2x4 SP #2 Bot chord 2x4 #2 Maximum Web Forces Per Ply (Ibs) Webs 2x4 SP #3 We Webs Tens.Comp. Webs Tens. Comp. Special Loads B-E 508 -717 C-D 205 -281 —(Lumber Dur.Fac =1.25I Plate Dur.Fac=1.25) TC: From 134 plf at 0.43 to 134 plf at 7.37 BC: From 100 plf at 0.00 to 100 plf at 0.43 BC: From 20 pit at 0.43 to 20 plf at 7.37 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 88 0.00 7.37 Apply purlins to any chords above or below fillers at 24' OC unless shown otherwise above. Wnd Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 346# See STD DETAILS for valley details. "WARNING" Please Momughly review Ne-A-i rX in TERMS and CONDITIONS CUSTOMER (-BUYER') AC10N0w1EDGMPNT' loin. bo III, P.E. Reference Sheet before use. Unless oNervAse stated on the TDD, only Atl actagreedupon1nwfirgbyailpardm Inw . TheTruss Design EngineerisI M nNYMM Wtiv°,IIMwb�n mm°cvY,nNAt Rm Tft rt—A VT.T+ III. PE. 'AAW 5E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75775 I MVC Truss Type VAL try y I oanlnols 1 10568 Loading Criteria (psq Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzh NA Des Ld: 50.00 Mean Height' 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to hn C&C Dist a: 3.00 ft Loc. from endwall: not In 4.501 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purling In lieu of structural panels or rigid ceiling use putting to laterally brace chords as follows: Chord Spacmg(in oc) Start(ft) End(ft) BC 70 0.00 5.87 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. 3I 5'5'4� Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FTIRT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. I 1 DeflICSI Criteria PP Deflection in loc Udell L#I VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 C - - HORZ(TL): 0.025 C - Creep Factor. 2.0 Max TC CSI: 0.587 Max BC CSI: 0.471 Max Web CSI: 0.215 Wgt: 23.8 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- ! Rh I Rw / U ! RL Ce 104 /- /- /64 128 /32 Wind reactions based on MWFRS C Brg Width = 70.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 97 -145 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 244 -73 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 224 -205 "WARNING" Please thoreughlyrevlawihe'A-1 ROOF TRUSSES ("SELLER',GENERALTERMSend CONDITIONS CUSTOMER (°BUYER')ACKNOVY1EDGMENT'faml. 'wiry design parameters and read notes on this Truss Design Drawing (TDD) and me Mmony T. Tonal III, P.E. Reference Sheet before use. Unless ollrenxiss stated on me MO. only Alp onneclor plates shallbe used for the TDD u be varM. As a Truss Design Englimenng (i.e. Specialty Engineer), me seal many Too represents an meepti of me professional engineeni isponsibllity forth desgn of me single Truss depleted an the TDD only, under TPI-1. The design essumptons, loading conditions, suitebgHy and use of this Truss far any Building Is me vilding is me responsiblliyofthe Owner, me Ownefs motherhood agent orthe Building Designer, in the mntaidefffe IRC, me IBC, kcal building code and TPI-1. Theappmvaloftha eiparrsumiy, of the Chimer, the Ownees maksmed agent ate Building Designer, in ore context arms IRC, me IBC, local building We and TPI-I. The appmval of ee Too and any geld se argue Tml including handling, storage, Installation and baring shall be the responsibility arms Balding Designer and Contractor. All notes set out le ale TDD and the pacdces end mdefnos arms Building Component Safety Information(BSCI) published by TPI and SBCA ere referenced for general guidance. TPI-1 defines me responsibilities and duties arms Tmss resigner, Tress Design Engineerand Tons Manufacturer, unless orherwlss defined bya Conbad agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT me Bulk ^migner w Tmes System Emineerof any Witding. All aapltall:ed lama ere as darned in TPI-1. wNrb]a1fl MtRMTnra-wx-MHrvry T.TrvnM III.PE. RxrnNivtim NgMMmm�N.in:svlmm dmmNNtMeiMnnIMwwnnc .WnNA1 Rml Tnnuu-MIMnvT TrmMIII.PE. .409 A-1 ROOF TRRUSSES Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Iwas Type Ury I Fly U4/11/ZUIU 75775 MVD VAL 1 1 10571 Loading Criteria gup Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duratton: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpl: 0.18 , Wind Duration: 1.60 Top chord 2x4 SP #2 Bol chord 2x4 SP #2 Webs 2x4 SP #3 Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) SC 52 0.00 4.37 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. i 1 i 44'7 i4'0"15 f' e Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or `=PLF Code: FBC 2017 RES PP Deflection in loc L/defl L1# Gravity Non -Gravity , TPI Sid: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): NA C` 104 /- /- /62 126 131 - FT/RT:10(Ov10(10) HORZ(LL): 0.006 C - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.010 C - - C Brg Width = 52.4 Min Req = - WAVE Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.300 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.213 Chords Tens.Comp. Max Web CSI: 0.109 A-B 74 -108 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Wilt: 18.2lbs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. A-C 184 -54 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 166 -150 "WARNING" Please ttMmughly review the -A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITONS CUSTOMER ('BUYER') ACNNOVILEDGMENI' Iona. Verify design paremetom and read notes as this Twu Design Drawing (rDD) and the Anthony T. Tombo III, P.E. Reference Sheet beforeuse. Unlew otherwise stated on theMD, only Mg r, unle5 oMeN o doMM by a Ge d agreed upon In W11gng by all p Mlea Invelvea. TIIa Tlnse Cosign Englneerle I iMll Mims are as dented h TPI-1. RxvMivlimNiM1udn,mnl.mmfmm.krvMlltitMUAXweau,winen rem,IWmNp.1 RWTnuwn-� T.Tn Ill PE. ��TRLLSSIES Anthony T•Tombo 111, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Tmss 75775 I MVE Truss Type VAL Oty Ply 1 1 1 04/1V2019 10576 " Loading Criteria (psp Wind Criteria • TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzl: NA Des Ld: 50.00 Mean Height: 15.22 ft • NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to It C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of stmctural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.00 2.87 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. I.. 3"{2'5"4 —� B I 2'l0.7 1 2'6"15 'P"'1 Code I Mist; Criteria CDde:FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(Oy10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. 1111.5X4 Defl/CSI Criteria PP Deflection in toe L/defl L t# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 C - - HORZ(TL): 0.003 C - - Creep Factor. 2.0 Max TC CSI: 0.115 Max BC CSI: 0.098 Max Web CSI: 0.044 Wgt: 11.2 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL C• 103 /- /- /59 /23 /29 Wind reactions based on MWFRS C Erg Width = 34.4 Min Req = - Bearing A Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 48 -67 Maximum Bot Chord Forces Per Ply (ibs) Chords Tens.Comp. A-C 118 -34 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 102 -95 -WARNING- Please thoroughly review the -A-1 ROOF TRUSSES("SELLER-). GENERAL TERMS and CONDITIONS CUSTOMER("SUYER") ACKNOWLEDGMENT' form. Vedfy design parameters and read notes on this Truss Design Dmwing(m0) and the Mtholw T. Tomlx, ill. P.E.Refemnoa She.thefomuse.Unlessothery slatedonthe TOD.o nt p InPiLMW dlhnm m,nt ~RMTnmxe-MMvT. TImM In, P.E. d ,dAA-1 ROOF Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75775 1 MVF Truss Type VAL City Ply 1 11 04/11/2019 10579 Loading Criteria (psq Mind Criteria TCLL: 30.00 Wind Sid: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzl: NA Des Ld: 50.00 Mean Height: 15.72 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP 42 Puffins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 17 0.00 1.37 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. P 3 }-- 11 "4 --{ 12 8 �7 B Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes. FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. -WARNING- Please thoroughly review Me-A-1 adfy design wremeters and read notes on this TThuss DI r_c 1t4e7 DeflICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 B 999 361 VERT(CL): 0.004 B 999 241 HORZ(LL): 0.001 B - - HORZ(TL): 0.002 B - - Creep Factor. 2.0 Max TC CSI: 0.022 Max BC CSI: 0.053 Max Web CSI: 0.000 Wgt: 5.6 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL C• 103 1- /- /51 /14 122 Wind reactions based on MWFRS C Brg Width =16.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -24 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 44 -13 RAL TERMS and CONDRIONS CUSTOMER ('BUYER') ACMOWLEOGMENP forth. Tombs ill, P.E. Referenos Sheet before use. Unless olhenviss stated on Me TOD, only All ally Engineer), Me seal on any TDO represents an acoeptanoe of Me professional engineer 'assumptions. leading mndmmv, suitability and use of this Truss for any Building Is Me in Me mnMMaf the IRC,Me IBC, oral buiitling cotle and TP41. The approval of the of Me IRC, Me IBC, IOW building coda antl TPI-1. The approval o1Me TOD antl any geld MeB tdins redone, eM Cen[ratlu. Mnntea set out in Me TOO and Me oral ions and M reNTtihG viNru01M wrllm wmh[M bM1 Ra Iln v-MV—T_TmM In PE 'AgTRI SSE5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75775 Truss Truss Type Oty Ply MVG VAL 11 I1 04/1112019 10582 Loading Criteria (peg • TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Top chord 2x4 SP #2 Bot chord 2x4 SP 42 Webs 2x4 SP #3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.25 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 It Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Puriins In lieu of structural panels or rigid Calling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.00 4.83 Apply purling to any chords above or below fillers at 24' OC unless shown otherwise above. i_ 11"15 'i' 2'7"12 - 1 1-2"3 -- r 12 8 C 12 1111.5X 3.5 p 3X4B r 2X4(DSR 1 DE 1111.5 4 ii 4'6"6 FA Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT1RT:10(Ou10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Deb/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.045 D 999 361 VERT(CL): 0.076 D 741 241 HORZ(LL):-0.021 C - - HORZ(TL): 0.036 C - - Creep Factor. 2.0 Max TC CSI: 0.314 Max BC CSI: 0.310 Max Web CSI: 0.089 Will: 16.8 lbs VIEW Ver. 18.02.01 A.0205.20 -WARNING" Please thoroughly redew the "A-1 ROOF TRUSSES("SELLER•). GENERAL TERMS and CONDITIONS CUSTOMER afydesign parameters ead read roles on this Truss Design Dravdng front and Me Mtbony T. Tambo III, P.E. Reference Sheet before use. U and bracing shall b (RSCI) published b v, unless othe . ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E' 101 /- /- 145 /9 /11 Wind reactions based on MWFRS E Brg Width = 57.9 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 15 -68 B-C 67 -76 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-D 123 -15 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-D 145 -151 ACKNOWLEDGMENT' foml, ise stated on Me TDD, orly Alp ,e of Me professional engineers um ii,ft I do —ftmm nM NAARMT—R—An vT Tr in P.E. ,&4 11TA 5EE5 Anthony T•Tombo III, P.E. 480083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75775 MVH Tmss Type City Ply VAL 1 1 04/112019 10588 Loading Criteria (psq Wind Criteria TCLL: 30.00 Wind Sld: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 93 Puriins In lieu of structural panels or rigid ceiling use purtins to laterally brace chords as follows: Chord Spacing(in cc) Start(fl) End(ft) BC 75 0.00 8.25 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. 11.15 6,0"14 1-173 —{ i 93"1 i 5'1"5 Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT1RT:10(Ov10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. -WARNING- Plaase Noreughly r mthe-A-1 A aTussI I on Ne TDD GENERAL TERMS and cony T. T.1x, W. P.E. F In 12 8 P�' D 3'1"12 { Defl/CSI Criteria PP Deflection in loc Lldefl L/# VERT(LL): 0.035 F 999 36( VERT(CL): 0.059 F 999 24( HORZ(LL):-0.006 D - - HORZ(TL): 0.010 D - - Creep Factor. 2.0 Max TC CSI: 0.396 Max BC CST: 0.247 Max Web CST: 0.099 Wgt: 30.8 Ibs i 1 ♦ Maximum Reactions (Ibs), or •=PLF G- 101 /- 10 /51 /12 /11 . Wind reactions based on MWFRS G Brg Width = 99.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) - Chords Tens.Comp. Chords Tens. Comp. A-B 45 -156 C-D 42 -59 B-C 15 -65 VIEW Ver. 18.02.OIA.0205.20 1 Maximum got Chord. Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-F 185 -35 F-E 194 -39 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-F 332 -377 D-E 95 -76 Ireferencedforgeneralpidance. TPI-tdellnestbemspm,sibilitesanddiLes 3GegreeduDaalnwdtlngbyallpartlaaiavo d. TheTmss Design Eneneerisl N rmliNNtl wfiM,llMwnXmuamicRknNAIRM TII,RVn�MgMVT. TM 111. PE. ' form. only All `"A -I Reef �1mD55F5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type City Ply 04/11/2019 75775 I MVJ I VAL 11 11 I 1oso3 Loading Criteria fas0 TCLL: 30.00 TCOL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 _ NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 • Top chord 2x4 SP 42 Bot chord 2x4 SP #2 Webs 2x4 SP #3 �I 1'8.3--� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: It EXP: C Kzt NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Stari(ft) End(ft) BC 75 0.16 10.00 Apply purling, to any chords above or below fillers at 24. OC unless shown otherwise above. Code / Misc Criteria Code: FBC 2017 RES TPI Bid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. "WARNING•• Please thoroughly nwlew One -A-1 ROOF 'wiry design parameters and reed notes on this Truss Design Di ire or the Buildim Desianer. in 1'73 -{ 12 8 F7 _ 10, DeB/CSI Criteria PP Deflection in led Udell L/# VERT(LL): 0.037 D 999 361 VERT(CL): 0.061 D 999 24( HORZ(LL): 0.013 D - - HORZ(TL): 0.021 D - - Creep Factor. 2.0 Max TC CSI: 0.550 Max BC CSI: 0.228 Max Web CSI: 0.120 Wgt: 42.0 Ibs ♦ Maximum Reactions (Ibs), or,=PLF Gravity Non -Gravity Loc R+ I R- / Rh / Rw / U / RL F' 114 /- /- /65 /27 115 Wind reactions based on MWFRS F Brg Width = 120 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 C-D 20 -81 B-C 48 -192 D-E 77 -88 VIEW Ver. 18.02.01A.0205.20 I Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 267 -63 G - F 273 -66 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - G 374 -452 E - F 154 -150 GENERALTERMS and CONOmONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form. lony T.Tambolll, P.E. Referen�Sheet before u�. Unless olhelwise slated on We TDO. oniv All M RWTm-AnIMnvT Tu IILP.E. A-r ROOF TRUSSES Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75775 Truss MVK Truss Type VAL City I Ply 104/1112019 10600 Loading Criteria (ps0 TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " IN Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4-SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W 1 2x6 SP #2: Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 - 0.00 10.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0U10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. —WARNING-- Please thoroughly reAe Me -A-1 ROOF TRUSSES vent' design parameters and read rates on tints Truss Design Dra Mng (To[ connector dates shag be used for Me TDo to be valid. As a Truss Deergn E 819'13 12 .3 _r -� 12 8 F7 F De01CSl Criteria PP Deflection in too L/defl L/# VERT(LL): 0.041 D 999 361 VERT(CL): 0.067 D 999 241 HORZ(LL):-0.107 D - - HORZ(TL): 0.125 D - - Creep Factor. 2.0 Max TC CSI: 0.567 Max BC CSI: 0.308 Max Web CSI: 0.222 Wgt: 49.0 lbs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or `=PLF Gravity Non -Gravity Loc R+ / R- I Rh / Rw l U I RL F" 117 /- /- 167 /39 120 y Wind reactions based on MWFRS F Brg Width = 120 Min Req = - Bearing H Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp.. Chords Tens. Comp. A-B 45 0 C-D 23 -83 B-C 56 -210 D-E 80 -87 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 279 -70 G - F 284 -72 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-H 317 -368 E-F 142 -146 C - G 420 -460 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. wry T.Tombolll, P.E. Relerenw Sheet belore use. Unless oMenvisa slated an the TOD, only Alr . Specialty Engineer), Me seal an any TOD represents an acceptance of rile professional engineeri b mY Tit l uillwe Mv+Mn mm�iwNnrd A-t RmlTn�cw-AnrMnv T. TruNn OL V E '0A-t HOOF �THI155E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 `JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC ach Corner Jack's (2) 16d Toe Nails ), TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Antbwfl L7amho M,G.E $ 60003 44515L hide Mid.. FWt?7 Ce,: FL' 34946: FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 772d0.9-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES e F_ 24' O.C. 2X6 DIAGONAL BRACE SPACED 49' D.C. ATTACHED TO VERTICAL WITH (4) - 15d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO -FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH V(5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES_ STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH CASCE 7-98, 02, 05), 150 MPH CASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d C131' X 3') NAILS SPACED 6' O.L. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH CASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE \S / oTUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. DULY 17, 2017 I STANDARD PIGGYBACK TRUSS I STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7.05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCER 34946 772-40SA010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8" TEE -LOCK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Anffimy T: Tombo III; P.E. B 80083. 4451 SL Jude BNd,. FoR Rlecn; FL 34945 JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED I-STDTL0b A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLEEND,COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL'A' BELOW (TYP.) GENERAL SPECIFICATIONS: 1. NAIL SIZE =3°X 0.131'=10d 2. WOOD SCREW = 4.5° WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A° 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48° O.C. BASETRUSSES VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24' O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4' X4.5°) WOOD SCREWS INTO EACH BASE TRUSS. Anftq V Tomho 1A; d.E. SM83 4451Stlmle BfPd. Fart ke`mi FL .349,46, . JULY 17, 2017 I TRUSSED VALLEY SET DETAIL STDTL06 d GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10d �I 2. WOOD SCREW =3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL .A. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. � 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NOS -01. 4461 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772409-1010 TRUSS VALLEY TPRCUSS AL)ly II I I I I I BASE TR11 USSES (TY GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS P r 72 (TYPICAL) SEE DETAIL'A' BELOW (iYP.) SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH NAILS 6' O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY It BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS 7l2 MAX TOP CHORD TOTAL' LOAD =50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24' O.C. (BASE AND VALLEY) WS3(114-X 3')WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. AnUmny T:T=bo 117; P.E. 9 800&3. 4451St. Lude Blvd. "plert ,R. 34946 JULY 17, 2017 1 I\VJJI._LJ vr,%L.L.L_ I JL_ I vL_ I rl%1L- (HIGH WIND VELOCITY) ' STDTLO'7 00 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTAI WIND DESIGN PER ASCE 7.98, ASCE 7. WIND DESIGN PERASCE 7-10: 170 MP MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24' O.C. (BASE AND V/ SUYYUKI INU I KUbbLb UIKtU I LY UNUtKVALLtY IKU.=b MU61 Ht DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) Resq tcu!➢e¢:11ixrt�4'I1t1IN:Ib561'mL71&ititMlt(OarG$ItlCCY(CYtl1�itG1',@F4tPtva 1-4LYAaac+t cl�xmairimi8o-8,Cwsiii:7iM�teOotlk2RliKa»4x6Amlu YmGxpbleieRtIDAF¢ Wekwnlmn Mutkkg4mkld.11iklss4wPM=v¢a5 igkeiaQanylOamplt6roaury idmil�✓Ir�nPSPW iaatlN*a6+rry4UmM>pl®ktSm,mkigL u.bSp'tuiagu�,_�isimlm�.'mWtn An%my T Tombo III, P.E. virxdm➢1mlbmmktnklepw5Eg4k On2k].m'IeamP19�4 kwdgb ,,YM1uastlkp:.bRWk6! 'mugKiclMl. N WpiNmwsj 900083 ' km.g' nvmmti�Umwma®uwaaq�14q'- Ai�4m=Sid womm 4451 S4 Lude Blvd. ctmxipi%l4r4'tvlpWip6a51gdl0nF td Bilmtk-opfic>�b{Jik14 EwWT n2in`g6m[ppedgl.Jtq 11tgblldmnwc&Sktc$. Fort Pierce, R. 34946 � fusLbP�f➢1[LIHJA,v.ld�..T tri.N.➢f. irJaivJW M.®v:L�Mk.,31'aJdJ.�rL y..mwK,i,.6r1]lultc.�:➢ulv.i T..Yw➢t FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/IDd NAILS, G' O.C. VER STUI SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 7-- DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. V Q VARIES TO COMMON TRUSS * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B V 24' MAX. NOTE: 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. ARCHITECT DR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF IDd NAILS SPACED 6' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0' O.C. E. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 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 (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240 VERTICAL 2X6 SP OR SPF STUDf2X4 #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) IDd NAILS INTO 2XG2X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TD RTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Ed NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3-9' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SPCSTUD 12'0.C. 3-8-10 5.6-11 6-6-11 11-1.13 2X4SP#31SIUD 16'0.C. 33-10 4-9.12 6&11 9-10-15 2X4SP#31STUD 24'0.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP M2 12'O.C. 3-10-15 5-6-11 6&11 11-8.14 2X45P112 16'0.C. 3{r11 4-9-12 6-6-11 10-8-0 2x45Pz2 24'O.C. 3-1.4 3-11-3 6.2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' Q.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. rom ROOF SHEATHING (2) - 10d NAILS TRUSSES @ 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL IGHT= 30 FEET STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772-409-1010 VOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING ;S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOX OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TC :ONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2XB 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / 1-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 2X8 T-BRACE 2XB I -BRACE BRACE SIZE FOR. TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2XB 2XB T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE 1( NAILS WEB T-BRACE SECTION DETAILS FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTI-10 f0 MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XB 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. �NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 STD LUCIE BLVD, FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING -I ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH 1, -IDd C SCAB WITH (3) - lOd TO TOP CHORD \NAILS WITH ( X 3') NAILS WITH ( X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING J Z ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH -(3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IDd NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2XG 4' - 0' WALL STRONGBACK � (TYPICAL SPLICE) � (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA1 INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - IDd NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0431' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 1 LATERAL -TOE -NAIL DETAIL _ 5TDTL11 AA ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. _ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) CIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� p .131 75.9 69.5 60.3 59.0 51.1 J n .148 81.4 74.5 64.6 63.2 52.5 ci VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' CIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 IDOL) = 2915 LB 'MAXIMUM CAPACITY ANGLE MAY VARY FROM 30° TO 60' 45.00' ANGLE MAY VARY FROM 3V TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (20) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS 77NEAR SIDE . NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60• 45.000 l - FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409,1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TDE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 z -1 .135 60 48 33 30 20 Uri .162 72 58 39 37 25 J F 0.128 54 42 28 27 19 LD Z Z -1 .131 55 43 29 28 19 LU .148 62 48 34 31 21 J L0 J N Q M , Z .120 51 39 27 26 17 C0 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 M .148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 33') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *00 USE (3) TOE -NAILS ON 2X4 BEARING WALL *to USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S. 1E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP W NAILER ATTACHMENT STDTL13 R A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0x4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. a *April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTL14 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) 12 VARIES (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. EXTERIOR FLAT `-- SIMPSON H5 GIRDER <apPRbO 1016N A,M=y T. T.RI, P.E s 8Wde Ai51 SL Woe Fa[ 94 Plerce, R M3C9i6 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 ! DAMAGED OR MISSING CHORD SPLICE PLATES C TOTAL NUMBER MAXIMUM FORCE (CBS) 15 OF NAILS EACH SIDE OF BREAK X (INCHES) % LOAD DURATION SIP OF SPF HF w FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 n A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-D-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IOd COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' O.C. 2., THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 4D') SPACED 24, O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.