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C) 0 0 CJ 1- - CJ3 33'6 -- - -- - 22 -' � w CJ16 CJ1 U U 1t4 �p U O CA U U P? _ m 00 S✓ L— o co n_ o _rn cocyy crcyy ccy� o_ o -Ni U -Mi U U Q Q Q QOD Q Q Q ¢ m m U U U [--4 4' 10, 11'10" 20'10" 25'4" 83' NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO _ m LEDGER CONNECTIONS BY BUILDER. o a t (UNLESS NOTED OTHERWISE) v d E y O'E - LL y y-o a' E 8 > = m C * NOTE: ALL CEILING DROPS BELOW BEAM ARE BY BUILDER. (UNLESS NOTED OTHERWISE) 4iaa 2 ,a ° _ o _ c a' $ a o s = t " NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING y y DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL �6 ¢ w a STABILITY OF THE ENTIRE STRUCTURE: REFER TO THE ;s_Og'�w=>.= a O O INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR '6 8 y a GRAVITYAND UPLIFT LOADS. : a c o FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 Swo9 L ` O AND/OR ENGINEER OF RECORD. L a `oa > m 0) a tz, E.•o m a.w a a o In REPRESENTS THE LEFT SIDE - .00 o V' o OF EACH TRUSS DRAWING E = E T G . W N N d. � L O) y 'f�15 ( NOTE: REFER TO SIMPSON CONNECTOR g y w 2 ;rna c CATALOG FOR INSTALLATION DETAILS) m 2 O F-- y C.. N �'y. A LUS24 H HHUS46 Q --- -�a< -6 Uw T§5 B LUS26 J THA426 R--- o o E 8" y ° o m 0 o a y ��omm=ID C HUS26 K MUS26 S p HUS28 L THJA26 T--- 3 .m - � d a E c5 °- 1. c o a" m E HHUS26-2 M MUS28 U -- z o y y a �= rn y = 3 C F HHUS28-2 N HGUS26-2 V--- N '� ❑ E. N 8. w'O t/1 N" N O IA. a y O 2 0 $ t In (� LUS46 P' HGUS26-3 X - - _.O 'O L'0 O d .-.. ..: _ .. .. HBB HANGER BY BUILDER BBB BEAM BY BUILDER ; ? o 3 Z LSTA12 @ TC & BC * NOTE: LSTA STRAP 0 D T. INDICATED TO BE USED IN ❑,=N-E c pj °� aJ' 9 3a c o N Zt LSTA12 @ TC CONCORDANCE W IH Zb LSTA12 @ BC CORNERSET DETAIL. y Eli Of t E w m LOADING ROOF FLOOR WIND LOAD m ❑° : o N LIVE LOAD 20 ASCE 7-10 n o'o 00 U DEAD LOAD 10 - 160 C c a y O LIVE LOAD 0 RESIDENTIAL - CAT 11 m = 6 o T7(D O � m �- UU DEAD LOAD 7 ENCLOSED O 2 O c - d - U in TOTAL LOAD 37 - FBC 2017 RES N oID o o yy ? DURATION FACTOR 1.25 TPI 2014 ; N Y my 0 2 O N REV DATE BY REMARKS y ° m ° O N g paw5. U 4- p m.�.='m N - - i/--/---- N O � ., O U •J y 0 C> O v N L N E O C Mo = CA - --/ -/ -- - L 2 m m'` ) v et O g ri CJ3 �� c m° m EID It is understood that above APPROVED a o o m w conditions have been reviewed & O 0C', N L a O CJ5 are acceptable for the fabricationE] APPROVED AS NOTED. � at trusses, elevations, pitches, e overhangs, fascias,ceiling ❑ REVISE AND RESUBMIT mm o y € Tc m J7 elevations/pitches, bearing y W O; a O •_ L F = N at E = e conditions & all detail pertaining ❑ REJECTED m = O F 8 8 7 J7 to this truss placement plan. No N L N a o. 8 °� back charges will be accepted _ _ _ o = a m 9 J7 without previous written approval DATE o t from an A-1 Roof Trusses o E 1= o o= g N representative. p REVIEWED BY ,O 10 C L -ffi iu � � =w y .3 o J7 o w o 0 co O❑ oo ao PLAN DATE ARCH: / / STRUCT: --/--/---- a 0 m � d ° m a y.= o l y y m>aQ a — J7 oY Syr OEm> -Un .1 CUSTOMER PARADISE HOMES GROUP INC. 2 -m � o _ m� y --N `O c ..0 n c Pu w E y E ma�� CJ5 JOB NAME THE COX RESIDENCE aw °o r` o 0 — -O . , 4 rn Z. WE CJ3 a ow oYy= m!P ay, S 2 E c= 'm L$ y ? OPTION(S) - s �,L m.� E CJ1 omo° oow=o� .O COMMUNITY U V..3 C� N..c. a2.o d m to coS✓, m U U U LOT #TY g® r. o m' a. 0 E m y '9: — - R _ t F2 o f Ni'.l O.T N I` w O N CITY N. HUTCHINSON ISLAND, FORT PIERCE = O C..y $ aL O O - m = 3 rno O.���cr: `oC COUNTY ST. LUCIE O N N. 8 W 0 23 - 1d BLDG. BLDG. o a c = _nQ TYPE # np8p y �mr T E. U 77927 MASTER ly ` 'g signed by,B# Ma n unt"", ", - o C.� 1�� V f 1 `Martinez �mm� Eoy .0 _ . DATE 9/30/19 DRAWN SCALE ® Wt'e: 2019. � 2.23 _ ~ - w A y ° , y c a = - 0 > 0 > n'', e, zBS NTS 2`sm2�A£ 2a:5 05 00 � o 2 8,V; _o , • 4 LEA-1 rE=of-oNa�� a 0 a W W y u ... �A0pq � .. U E� UO;G.NL O. tO�E�: 4 1 i n •. +J34 g y 2 L� V y y= 0 a c c -3 3 -6 OO A=LQRIDACOfRP0,RATIGP', n o c y o O= O 5E F6 AS FB 3 1812 BC 76 1D 52 64 4E ACEs CA Ph 772-409-1010 / Fax 772-409-1015 m :� @ E � a http://www.aItruss.com �OComo.'Om° cO Y W a 2 O.E o, aom I mss I mss I ype Ury Illy 12r23/2019 77927 A06 SPEC 1 1 2517 632H 1e0- + XX66���� Fc m1G5X4 e3X6 I aSXe T 6 p / /4X6 Em (¢) (a) T6 0 (a) mt.vcl a T 5%fi o8xe � m v3%8(AfIB w v'T XB v3X10 G I1 I Sl�.A zx u OP N M 1 W. 01.6X4 ©dX12 m3X6(R) e RE6 3M4 1.1 105'd -r 13'10'2 Loading Criteria (pA Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 pat Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.40 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wild Duration: 1.60 Lumber Top chord 2x4 SP #2 :T5 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Code / Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF Code:FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.083 1 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: No VERT(CL): 0.196 1 999 240 B 376 !- /• /443 /250 /370 FTIRT:10(0)/10(10) HORZ(LL): 0.038 M - - Z' 609 P /• /366 /310 P Plate Type(s): HORZ(TL): 0.090 M - - M /- /• l644 !- WAVE d W tl b tl MWFRS Bracing (a) Continuous lateral restraint equally spaced on member Special Loads -(Lumber Dur.Fac. 1.25I Plate Dur.Fac. 1.25) TC: From 62 plf at -2.00 to 62 pit at 43.99 BC: From 14 pit at 0.00 to 14 pit at 16.40 BC: From 44 pif at 16.40 tc 44 pit at 18.81 BC: From 14 plf at 18.81 to 14 plf at 27.73 BC: From 44 plf at 2773 to 44 plf at 30.06 BC: From 14 plf at km to 14 plf al 43 99 TC: 532 lb Conc. Load at 41.77,43.77 Creep Factor. 2.0 Max TC CSI: 0.907 In reac ons ase B Brg Width = 8.0 on Min Req = 1.5 Max BC CSI: 0.967 Z Brg Width = 40.0 Min Req = - Max Web CSI: 0.967 M 8rg Width =- Min Req = - Bearings B & Z are a rigid surface. Wgt: 277.2 lbs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Wind Wind loads based on MWFRS with additional 50 -41 onal C&C member des n.0 269 -209 G - H 1359 -1868 H - I la% -1868 Right end vertical not exposed to wind pressure. C- 0 495 -286 1-1 1433 -1988 Left bottom chord exposed to wind. D - E 825 -1250 J - K 1040 -1669 E-F 852-1240 K-L 0 -12 Additional Notes F-G 1359-1868 The maximum horizontal reaction is 329# Plating Notes All plates are 3X4 except as noted. ('•) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purilns In lieu of structural panels or rigid ceiling use pudins to laterelly brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.00 32.67 TC 24 41.36 43.99 BC 75 0.15 10.04 BC 70 10.04 30.29 BC 100 30'29 43.99 Apply pudins to any chords above or below fillers at 24. OC unless shown otherwise above. "WARNING- Please tho,uugbly review fhe-A-1 ROOF TRUSSES CSELLER"). GENERAL TERMSand nd brearg stall be ibe responsbitiry ottbeB ltling Oesignerand Contractor. Ninrneeset 35CI)puMlshedby TPlend SBCAaeereferencediorgen,,IWWanre. TMde sl, ass oNanNse der d bye Conlatl agreed upon Mwndng byall paNes involved TheSp4 AD go't Ced leme am a9 definedMTPpt. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-X 201 -205 S-R 1049 -547 X-W 23 -34 R-O 1998 -1115 V-T 290 -396 O-P 0 0 W-U 0 0 P-N 15 -9 T-S 1049 -547 N-M 1263 -720 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-Y 0 0 G-R 464 -475 C-X 193 -125 1-0 283 -169 C-V 401 -342 O-P 99 -9 X-V 271 -240 O-J 868 -476 V - W 1267 -1792 O - N 1725 -988 V-D 1164-1731 J-N 522 -583 D-T 1625 -932 N-K 244 -369 F-T 478 -576 K-M 1249 -2169 F-R 1068 -665 L-M 56 .611 R-I 103 -191 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 r Job • Truss Iuss type I77927 A07G COMN ,ry 11y I Tzueaf�uTs 2520 Tar p T3 ,iM =Hxa o ixa 11-11) TII 0 003QED o"c a �4..3 ed.p t T i m�oa PoM �3x6(A1)a Xd ®8%8 mom .L 19 op ' �3%d 03%6 5 SEAT PLATE PE¢ SEAT PIAIE aEe. EAT10' 3<•9' 1P y 2.' sil'i Loading Criteria (Ps0 Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sld: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 7.00 Risk Category: 11 FT/RT:10(Ov10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 ..an Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.47 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2:T3 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -(Lumber Dur.Fac =1.251 Plate Dur.Fac =1.25) TC: From 62 plf at .2.00 to 62 pit at 44.67 BC: From 14 plf at 0.00 to 14 plf at 18.40 BC: From 44 plf at 18.40 to 44 plf at 22.15 BC: From 14 pit at 22.16 to 14 plf at 41.77 BC: From 7 pit at 41.77 to 7 plf at 44.67 BC: -9 lb Conc. Load at 41.77,43.77 4'8' y2 Pry Deb/CSI Criteria PP Deflection In loc L/defl L#! VERT(LL): 0.104 G 999 36 VERT(CL): 0.189 G 999 24 HORZ(LL): 0.030 L - - HORZ(TL): 0.056 L - - Creep Factor. 2.0 Max TC CSI: 0.870 Max BC CSI: 0.999 Max Web CSI: 0.664 Wgt: 274.4 lbs VIEW Ver. 19.01.00A.0618.15 Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Plating Notes (••)1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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) TC 24 18.00 44.67 BC 75 0.15 35.50 BC 52 35.50 44.67 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. MJ fwgenerdl g Idxnw. TPI.1d ,n vmn'ng by.0 ppolss inwl.d. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL B 451 /- /- /- /259 /- U 1893 /- !- !- 11098 /- X 1294 P !- r- /1515 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 2.2 X Brg Width = 8.0 Min Req = 1.5 Bearings B, U, 8 X are a rigid surface. Bearings B, U, 8 X require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 50 -42 F - G 1023 -1706 B-C 115 -300 G-H 1316 -1913 C -D 346 -227 H-1 1316 -1913 D-E 844-1462 1-1 842 -934 E-F 835 -1451 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-V 198 -40 Q-P 1216 -677 V-U 18 -36 P-O 38 -14 T-R 142 -230 N -L 1912 -1317 U-S 0 0 0-M 0 0 R-Q 1216 -677 L-K 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-W 0 0 P-G 611 -648 C-V 126 -37 P-N 1742 -1052 C-T 203 -382 G-N 225 -323 V-T 258 -66 N-O 134 0 T - U 1112 .1884 N -1 445 -Z7 T-D 1046-1652 1-L 727 -1414 D -R 1538 -878 L -J 1449 -1239 F-R 391 -331 J-K 1100 -1290 F - P 632 -443 ACKNOWLEDGMEN fo Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 ypa eJry1 cry COMN T<u<sf<uia 77927 A08 1 2526 rirtl-41 15.10.8 SEAT PIATE REQ. SEAT PIATEREe. SFAT PIATE REO. 10. 34'a' Loading Criteria (pe) Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10) FRCP: C Kzl: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 It WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 4,47 ft Loc. from endwall: not in 13.00 it GCpi: 0,18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B4 2x4 SP M-30: Webs 2x4 SP #3 :W12 2x6 SP #2: :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to Iatemlly brace chords as follows: Chord Spacing(in oc) S1art(ft) End(ft) TC 24 20.00 27.97 TC 24 28.79 44.67 Be 75 0.15 9.97 Be 85 9.97 35.38 Be 112 35.38 44.67 Apply purins 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%highrx 24'-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. DegICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L)# Gravity Non -Gravity VERT(LL): 0.086 1 999 360 Loc R+ / R- ! Rh / Rw / U / RL VERT(CL): 0.164 1 999 240 B 455 /- /- 1562 1273 /604 HORZ(LL):-0.032 M - - V 1809 1- I- /1338 11003 /- HORZ(TL): 0.061 M - - Y 1300 /- !- /640 7716 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.742 B BigWidth = 8.0 Min Req = 1.5 Max Be CSI: 0.964 V Brg Width = 8.0 Min Req = 2.1 Max Web CSI: 0.989 Y Brg Width = 8.0 Min Req = 1.5 Bearings B, V, & Y are a rigid surface. Wgt: 303.8 Ibs Bearings B, V, & Y require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A0618.15 Chords Tens.Comp. Chords Tens. Comp. A-B 50 0 G -H 1141 -1417 B-C 203 -454 H-1 1173 -1512 C - D 365 -448 1- J 1217 -1620 D - E 265 -322 J - K 1228 -1639 E-F 392 -319 K-L 0 0 F-G 981 -1335 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-W 311 -494 R-Q 1141 -951 W-V 12 -25 Q-P 55 -37 U-S 913 -883 P-N 0 0 V-T 0 0 O-M 939 -741 S -R 1141 -951 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-X 0 0 Q-1 681 -845 C-W 212 -232 Q-0 1512 -1184 C-U 594 -443 H-Q 324 -96 W-U 361 -557 1-0 163 -105 D - U 257 -254 J - O 371 -372 U- V 1603 -1798 O- P 129 0 U - F 1276 -1730 O - K 1089 -761 F -S 354 -152 K-M 1161 -1471 G-S 212 -136 L-M 139 -121 G - Q 396 -280 1 CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT° faro. ii-n roorePrss M acceptance aitProfessonalen,rooln Manuel Martinez, P.E. aNng miMNons,s-bility end- of Nis T1W for any auilting is the #047182 C, local building code eM TPI-1. The approval of the TDD antl airy held g8 Brand ContralT,,l dlreasetoIetmihelrf-nihthepadoficNees eTndss 4620 ParkView Dr ,g byaO pminod. The Spdagis NOT e St Cloud, FL 34771 JOD • INea INss type Vly Fly IULSILUIa 77927 A'09G COMN 1 1 262s �5%8 r5%6 O e5%te(sRa) ®4%% ifi a<%6fR7 a ,<X6F T ,a, e fi v H.5%3 Da )a) (a lal Wf< Il P 03 o } = 5%0 I. J.. Y T .fize .1 19A W V T 111 oy(4 SFAir F n� f0' 3C9• PE6 F•z-I--fariz 't� zs•4• 'g� s11.4� 4fe1 z-'�•'-(� zsx zea Loading Criteria q Wind Criteria Code I Mlsc Criteria DeflIC81 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell LI# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.126 1 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C @>ERT(CL): 0.224 1 999 240 B 436 /- /- /- /253 /- BCDL: 7.00 Risk Category: It FT/RT:10(0)/10(10) HORZ(LL): 0.039 M - - V 2005 /- /- /• /1102 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.070 M - - Y 1417 /- !- /- /1457 Des Ld: 37.00 Mean Height: 25.00 it WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.966 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.987 V Brg Width = 8.0 Min Req = 2.4 Spacing: 24.0 • MWFRS Parallel Dist: 0 to h/2 y grg Width = 8.0 Min Req = 1.7 C8C Dist a: 4.47 ft Max Web CSI: 0.977 Bearings B, V, & Y are a rigid surface. Loc. from endwall: not in 13.00 ft Wgt: 295.4 Ibs Bearings B, V, 8 Y require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Loading Top chow SP :TS 2x4 Truss passed check A-B 50 -42 for psf additional bottom chord live load 19115as'906 -270 F-G 805 -1506 G - H 676 -1299 2 Bot chord 2z4 SP #2 :82, B3 2x4 SP M-30: x4 x4 SP M Webs 2x4 SP#3:W142x8 SP 2400f•1.8E: 42°-high x 24'-wide ra clearance. C - D 467 -293 H - I 1146 -2036 :Lt Level Return 2x4 SP 43: Wind D-E 363 -216 E - F 490 -322 I-J 1146 -2036 J - K 907 -1188 Bracing Wind loads and reactions based on MWFRS. (a) Continuous lateral restraint equally spaced on member. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Special Loads --(Lumber Dur.Fac =1.251 Plate Dur.Fac. 1.25) TC: Fromr fit pit at -2.00 to 62 pit at 44,67 BC: From 14 ptf at 0.00 to 14 pif at 13.65 BC: From 44 pif at 13.65 to 44 pif at 16.56 BC: From 14 pifat 16.56 to 14 pif at 24.02 BC: From 44 pif at 24.02 to 44 pif at 29.44 BC: From 14 pit at 29.4410 14 pit at 41.77 BC: From 7 pit at 41.77 to 7 pit at 44.67 BC: 28 lb Conc. Load at41.77,43.77 Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Stettin) End(ft) TC 24 20.00 27.97 TC 24 30.79 44.67 BC 75 0.15 9.97 BC 88 9.97 35.51 BC 50 35.51 44.67 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. he'A-f ROOF TRUSSES ('SELLER•), GENERAL TERMS and CONDITIONS C Floss Design Drawing jmD) end Ne Specialty Engineer W ..m sheet before use. Iq. As a Truss Design Engineering (Le. Sxdalty Engineer), the seal on airy TDD rNcted on the TDD oNv, under TPl-1. The tlaNan assumogons.loadina mnd'Piws s Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-W 171 -63 R-Q 1560 -896 W-V 9 -16 Q-P 14 -18 U-S 998 -548 O-M 2218 -1415 V-T 0 0 P-N 0 0 S-R 1560 -896 M -L 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-X 0 0 H-Q 782 -393 C-W 154 -6 I-Q 917 -1331 C - U 273 -482 I - O 578 -554 W-U 200 -78 Q-O 19W -1100 D-U 212 -258 O-P 35 -20 U-V 1116.1995 O-J 537 -63 U - F 1145 -1982 J - M 755 -1526 F-S 450 -189 M-K 1648 -1258 G- S 274 0 K- L 1065 -1373 S - H 316 .380 Manuel Martinez, P.E. # 047182 4620 ParkVieW Dr St Cloud, FL 34771 77927 A10 I SPECy�tl I 'I', 17 I luL„`V'y 2532 sxe �m T K .Jxer T J, K T m T_ _JxRAna Z. j 1 s,mA s - ,� a 2 xe j15x3 __e n%81R) sFAi�-1e JJ'1P1d Loading Criteria (pen Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 7.00 Risk Category: 11 FT/RT:10(Ov10(10) EXP: C Kt: NA Plate Type(s): Des Ld: 37.00 can Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 MWFRS Parallel Dist: h to 2h C&C Dist a: 4.40 it Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30 Webs 2x4 SP #3 :Lt Level Rehm 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spading(in oc) Start(ft) End(ft) TC 24 20.00 27.97 TC 24 40.67 43.99 BC 75 0.15 9.97 BC 96 9.97 30.29 BC 75 30.29 43.99 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. Left bottom chord exposed to wind. Additional Notes The maximum horizontal reaction is 413# Please Noroughly review the'A-1 ROOF TRUSSES (" SELLER), GENERAL TERMS end tars and read notes on this T,u - Design Drawing (TDD) and g e SpedaTty E,gineer lefereeee I be used fe, N. TDD to he valid. As a Truss Demon Enaireedna ne. Sreda1N Enoine_l. - Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.092 P 999 361 €q-:RT(CL): 0,164 P 999 241 HORZ(LL): 0.047 L - - HORZ(TL): 0.083 L - - Creep Factor. 2.0 Max TC CSI: 0.741 Max BC CSI: 0.986 Max Web CSI: 0.779 Wgt: 284.2 Ibs VIEW Ver. 19.01.00A.0618.15 .ss oN_wee defined bye Contract agreed upon Inw beg by all pelves involved. A I capitalvad tenor are as defined In TPI.1. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw I U / RL B 454 /- 1- /499 1306 /454 T 1930 /- /- /1256 /974 /• L 1672 !- I- /1466 1402 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 2.3 L B� Width = - Min Req = - Bearings B & T are a rigid surface. Bearings B & T require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 50 -41 F-G 1056 -1493 B - C 399 -308 G - H 1050 -1285 C-D 340 -274 H - 11382 -2011 D-E 237 -149 I-J 1114 -1682 E-F 364 -202 J-K 0 -20 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp B-U 427 -371 Q-N 1533 -794 U -T 9 -22 P-O 0 0 S -Q 1021 -559 O-M 3 -32 T-R 0 0 M-L 1108 -788 Maximum Web Forces Per Ply (Ibs) Webs Tens. Comp. Webs Tens. Comp. A-V 0 0 H-N 630 -346 C-U 224 -294 N-O 60 -6 C -S 707 -429 N-1 312 -148 U-S 503 -426 N-M 1613 -9% D-S 255 -256 W-N 0 0 S-T 1487 -1919 I-M 528 -743 S - F 1180 -1849 M - J 428 -392 F-Q 397 -152 J-L 1181 -1647 G-Q 291 .105 K-L 103 -497 Q - H 364 -356 'i..m Manuel Martinez, P.E. he # 047182 gale .aa 4620 ParkView Dr St Cloud, FL 34771 t IJob ' Truss Truss Type 77927 I A11 I SPEC t I Ply 112/231201s 2535 I 30'X1 ®5x6 G -t-1r1P10-� o6x6 H t v 1 T SEAT PLATE RED. SEAT PV.IE RED. swp-RED. r10' 35'11'4 F2 {� Loading Criteria (psq Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: ll FT/RT:10(Ou10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h to 2h C&C Dist a: 4.59 it Loc. from an wall. not in 13.00 ft GCpI. 0.18 _ WindDuration: 1.60 Top chord 2x4 SP #2 :T4 2x4 SP 2400f-2.OE: got chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or dgid ceiling use pudins to laterally brace'chords as follows: Chord Spacing(in oc) Starl(ft) End(ft) TC 24 20.00 27.97 BC 75 0.15 9.97 BC 120 9,97 •30.29 BC 75 30.29 45.94 Apply puriins to any chords above or below fillers at 24' GC 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. Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken dudng handling, shipping and installation of trusses. See "WARNING' note below. Please thoroughly review the °A-1 leis end read notes -Nis Tmss 0 Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L#t Gravity - Non -Gravity VERT(LL): 0.125 1 999 360 Loc R+ / R- I Rh / Rw / U / RL VERT(CL): 0.2231 999 240 B 433 /- I- /454 /331 1503 HORZ(LL): 0.046 L - - W 2055 /- /- 11328 /549 /- HORZ(TL): 0.082 L - - AA 1543 P /- /1014 /475 !- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.905 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.684 W Brg Width = 8.0 Min Req = 2.4 Max Web CSI: 0.911 AA Brg Width = 7.3 Min Req = 1.8 Bearings B, W, & AA are a rigid surface. Wgt: 289.8 lbs Bearings B, W, & AA require a seat plate. Maximum Top Chord Forces Per Ply (lb VIEW Ver. 19.01.00A.0618.15s) Chards Tens.Comp. Chords Tens. Comp. A- B 50 0 G- H 1084 -1347 B - C 470 -270 H -1 1627 -2201 C-D 495 -271 1-J 1441 -2280 D - E 385 -148 J - K 1406 -2291 E-F 512 -146 K-L 1285 -2158 F-G 1091 -1559 L -M 52 0 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-X 483 -293 S-P 1666 -638 X-W 18 -26 R-Q 0 0 W-T 0 0 Q-O 5 -12 U-S 1024 -321 O-N 66 -38 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-Y 0 0 S -H 386 -459 C-X 242 -350 H-P 998 -690 C- V 808 -488 P- Q 113 0 X-V 564 -327 P-1 393 -261 D - U 256 -296 P - K 255 -176 W-V 1483 -2046 P-0 1926 -991 U-V 1102 -1884 K-0 472 -629 U - F 1205 .2054 O - L 1791 -928 F-S 485 -153 L-N 1159 -1495 G -S 290 -50 Z-M 0 0 ma a Truss DesgnE41-nng i.e.spodaity Engineer), Ne seal one-TD-mpmsentsa nceptenm OfNe Drofession-I engineerin Manuel Martinez, P.E. Ne TDD miy, nder TPl-1. Thatlesignessumnm,,loading sondNons, suitnblidy end use sr WS Truss for my Bwlding is Ne 417182 tr the Buiding Designer, in Ne context of Ne IRC, Ne IBC,1cssI buildng code end TPI-1. Tha aDP�eval of Me TDD entl any6eltl rtl bating shall be d,e responsibility of Ne Buiding Designer entl ConeaGon N nnsssseteutin Ne TDDmdthepracrosand 4620 ParkVlew Dr I ervAsetle6nedbyeContrnegareatluponlnorvnitingbyellpaNesinvolve6eTh SpetlalryEnglneberisNO 0aoftheTruss S'tCloud, FL 34771 m AD10i-f tsims are m defined in TPA rP= y riy eafeuie � 2533 77927 Al2 COMN 1 1 r— IT11.10 T11-9 i 127.5—� SEAT PLATE RM 12'B'12 ( Loading Criteria (psq Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sld: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 It WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.26 BCDL: 4.2 psf Spacing: 24.0 MWFRS Parallel Dist h to 2h C&C Dist a: 3.85 ft Loc. from endwall: not in 9.00 11 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W7 2x4 SP #2: :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Puriins In lieu of structural panels or rigid ceiling use purms to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.97 25.93 Be 81 0.00 38.54 Apply pudins to any chords above or below fillers at 24` OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others 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. rse thoroughly reWew the -A-1 ROOF TRUSSES PSELLER-), GENERAL TERMS end end read notes 11 tits Truss Design Drawing (MD) and Me Spedaity Engineer reference used far Me Too to be vale. As a Truss Design Engineering 0I. Swd,lty Erginew). Me I it DefVCSI Criteria ♦ Maximum Reactions (His) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.094 N 999 360 Loc R+ / R- / Rh I Rw I U / RL VERT(CL): 0.181 N 999 240 Q 1590 !- /- 11023 1495 /404 HORZ(LL): 0.044 J - - J 1469 /- !- f770 1447 /- HORZ(TL): 0,083 J - - Wind reactions based on MWFRS Creep Factor. 2.0 Q Brg Width = 7.3 Min Req = 1.9 Max TC CSI: 0.720 J Big Width = - Min Req = - Max Be CSI: 0.976 Beadng Q is a rigid surface. Max Web CSI: 0.763 Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lb.) Wgt: 245.0 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-B 52 0 E-F 1297 -1727 B-C 211 -105 F-G 1169 -1286 C-D 1391 -2146 G -H 1196 -1525 D - E 1399 -2022 H -1 883 -1256 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Q-P 1617-1198 M-L 1461 -863 P-O 1617-1198 L-K 1101 -706 O-N 1837 •1230 K-J 7 -9 N-M 1461 -863 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-R 0 0 F-L 262 -365 B-Q 477 -259 L-G 300 -88 Q - C 12a2 .2074 L - H Z75 -124 C - O 297 -14 H - K 557 -684 O-E 220 0 K-I 1330 -839 E- N 467 -508 1-J 1037 -1442 F - N 542 -216 responsbinty of euntling DesignereM DonNactar. Moores set autin Id by TPI entl $BOAere referenced fwgenerel gubance. TPI-1 defirres Me respr der etl by a ContraaagrIed upon in writlng by d pries inwdved. Tha Spetlalry I temu ere es tlefined N TPut. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 r Job ' Truss Truss Type Qty I Ply I 1223/2019 77927 A13 COMN I 1 1 2530 l 2g'41) TI.11 -(- 15'D'4 � eF6 -S6 SEAT PLATE RED. 38'6'8 1� Loading Criteria (psq Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Slid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: u FT/RT:10(Ov10(10) EXP: C Kt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 It WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psi Spacing: 24.0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 3.85 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2-SP #2 :Tl 2x4 SP 2400f-2.0E: :T4, T5 2x4 SP M-30: Bol chord 2x4 SP M-30 :B1 2x4 SP #2: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Puriins In lieu of structural panels or rigid calling use puriins ' to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.38 23.52 BC 104 0.00 38.54 Apply purllns to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psi 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. Defi/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Vdefl L/# Gravity Non -Gravity VERT(LL): 0.176 O 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.408 O 999 240 R 1590 /- /- 11013 /448 1452 HORZ(LL): 0.078 F - - K 1469 /- /- 1764 /427 /- HORZ(TL): 0.157 F - - Wind reactions based on MWFRS Creep Factor. 2.0 R Brg Width = 7.3 Min Req = 1.9 Max TCCSI: 0.714 K Erg Width=- Min Req=- Max SC CSI: 0.994 Bearing R is a rigid surface. Max Web CSI: 0.997 Bearing R requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 257.6 lbs Chords Tens.Comp. Chords Tens. Camp. VIEW Ver. 19.01.00A.0618.15 A-B 52 0 F-G 1169 -1246 B - C 1333 -2207 G - H 1236 -1482 C-D 1335 -1957 H-1 1031 -1388 D-E 1354-1874 1-J 1013 -1519 E • F 1204 -1487 -WARNING- Please lhomughly-1-1ho°A-1 ROOF TRUSSES(°SELLER'), GENERALTERMS end CONDITIONS CUSTOMER Verify design parameters end read notes on Nis Truss Design 1xe 1n9 (TDD) and the Sperlaly Er S—r referenm sheet before use. Unless of connecter plates shall be used for Ne TDD W be valb. As a T,uss Design Engineering (.e. Spedelty Engineer), the seal en any MD represents. defined Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp R-Q 438 -468 N-M 1246 -657 Q - P 1897 -1246 M - L 1278 -762 P-O 1657-1026 L-K 30 -31 O - N 1246 -657 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-S 0 0 F-O 483 -310 B - R 1182 -1542 G - M 332 -276 B - Q 1849 -988 M - H 356 -325 Q - C 222 -178 H - L 439 -466 C-P 280 -305 L-J 1356 -796 P -E 3B7 -156 J-K 1025 -1411 E - O 600 -742 IM Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 ��rv- v�y�y2522 77927 A14 MONO 1 1 13'0'4 - ESxS .5X6 E F Loading Criteria "'i Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0'00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10'00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psi Spacing: 24.0' MWFRS Parallel Dist: h to 2h C&C Dist a: 3'86 ft Loc. from end"": not in 9.00 -, GCpi: 0'18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Hot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or dgid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.44 25.58 BC 80 0.00 38.60 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psi 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. Ne TDD Z4X4 T 1 De111CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L#f Gravity Non -Gravity VERT(LL): 0.093 M 999 36 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.178 M 999 24 P 1474 /_ /_ 1881 /446 1383 HORZ(LL): 0.041 1 - - I 1474 /- /- /770 /439 /- HORZ(TL): 0.079 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 P Brg Width =- Min Req = - Max TC CSI: 0.749 1 Brg Width =- Min Req = - Max BC CSI: 0.975 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.579 Chords Tens.Comp. Chords Tens. Comp. Wgt: 239.4 Ibs A-B 149 -139 E -F 1185 -1279 B-C 1451 -2151 F-G 1192 -1542 VIEW Ver. 19.01.00A.0618.15 C-D 1256 -1fi99 G-H 849 -1212 D - E 1285 -1639 Maximum Hot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. P - O 1820 -1315 L - K 1423 843 O - N 1820 -1315 K - J 1073 :695 N-M 1866-1222 J-1 3 -6 M - L 1423 -843 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - P 222 -174 E - K 275 -367 P-B 1369-2145 K-F 302 -92 B-N 160 -51 K-G 292 -130 N- C 282 0 G- J 602 -734 C-M 475 -564 J -H 1341 -856 E - M 529 -233 H -1 1033 -1454 TERMS and CONDITIONS CUSTOMER r— Ilneadn Manuel Martinez, P.E. fi field # 047182 TNdss 4620 ParkView Dr St Cloud, FL 34771 Job Truss Truss Type Cry Ply 12/23/2019 77927 I A15G I SPEC 11 11 I 251s �G 04- t \.xa /xaT (a) xrt.sxd a v 12 .Cxa.5xpaR °) T /t a 3xf 0 1p m3Xe d� 6 rrxa(RI 3lG( � 0da .3x61R) Hz -I Loading Criteria (pant Wind Criteria Code / Mlsc Criteria DeflICSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L/k Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.260 P 999 360 Lee R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C Vl2RT(CL): 0.505 P 999 257 B 2307 /- /- /- /1455 BCDL: 7.00 Risk Category: II FTIRT:10(0)/10(10) HORZ(LL): 0.L - - L 1715 /- /- /- l995 /- EXP: C Kt: NA Plate Typ e(s) : Des Ld:NCBCL 30.00 HORZ(TL): 0.136136 L - - Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.9 tion: TCDL: 5.2 psf L Br Width =- Max TC CSI: 0.759 9 Min Re q =' Load Du: Load Duration: 1.25 BCDL: 4.2 psf ° Max BC CSI: 0.979 Bearing B is a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearing B requires a seal plate. C8C Dist a: wall'. Loc. from an wall'. not in 13.00 ft Max Web CSI: 0.821 Maximum Top Chord Forces Per Ply (Ibs) GCpi. 0.18 Wgt. 273.01bs Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 A-B 50 -43 F-G 1314 -2245 Lumber Loading B-C 2672 -4574 G-H 1203 -2043 C - D 2543 -4428 Top chord 2x4 SP T4 2x4 SP Truss passed check for 20 psf additional bottom chord live load 1 aLoas wM2. _ 3794 0 H -1 899 -1602 I - J 1075 -1853 - : 00f- BotWe chord 2z4 SP M-30 :B1 2x6 SP 2400r-2.OE: 42°-high x 24'-witle clearance. Webs 2x4 SP #3 E - F 1454 -2383 J - K 69 -80 :Lt Level Return 2x4 SP #3: Wind Wind loads and reactions based on MWFRS_ Maximum Bot Chord Forces Per Ply (Ibs) Bracing Right end vertical not exposed Chards Tens.Comp. to wind pressure. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - Q 4048 -2356 O - N 11192 -1123 Special Loads Q-P 6199 -3768 N-M 1892 -1123 -(Lumber Dur.Fac =1.25 / Plate Dunleac=1.25) P - O 3308 -2016 M - L 1255 -768 TC: From 52 pfat -2.00 to 52 plf at 3.00 TC: From 26 pif at 3.00 to 26 plf at 5.53 Maximum Web Forces Per Ply (Ibs) TC: From 52 plf at 5.63 to 52 plf at 43.10 BC: From 14 plf at 0.00 to 14 plf at 3.03 Webs Tens.Comp. Webs Tens. Comp. BC: From 7plf at 3.03 to 7plf at 4.44 A-R 0 0 O-H 304 -161 BC: From 14 plf at 4.44 to 14 pit at 23.52 C - Q 1940 -958 H - M 455 -606 BC: From 44 plf at 23.52 to 44 plf at 29.50 Q - D 1464 -23B4 M - 1 502 -152 BC: From 14 plf at 29.50 to 14 plf at 35.42 D - P 1782 -2927 M - J 498 -190 BC: From 44 plf at 35.42 to 44 plf at 39.70 P - E 856 -372 J -L 1196 -1920 BC: From 14 plf at 39.70 to 14 pif at 43.10 E-O 923-1442 K-L 116 -146 TC: 92lb Cone. Load at 3.03 G - O 621 BC: 97 Ib Cone. Load at 3.03 -201 BC: 6471b Gone. Load at 4.44 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) TC 24 3.00 5.53 TC 24 21.07 31.96 BC 59 0.15 43.10 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 "WARNING' Please fhomughly reNew the'A-i ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' roan. Wrif design ne-ra and read notes on this Truss Design Drdwtng(MD)and to Specially Engineer reference sheet before use. UNess otherxise slated mthe TDD, only Alpine nestorplatesshollbeusedfxd,.TDDtobavalq.A"TmssDeagnEngineenng(.e.SpedalyEnglreer),TesealonairyTDDrepresentsanacceptanmofthepmressionalengin..nn Manuel Martinez, P.E. resppnsibillry for the design of No single Tmss deploled on the TDD oNy, antler TPl-1. The design assumptions, loading cond'Nons, sultabPrty end use dthis Truss torany Building is the # 047182 responsibtliry dMe Owner, Ne Ownels eulhodied agent orihe Buitling Designer, In the wnteM d Ne IRC, the IaC, Incal building code aM TPI-1. The approval dtha TDD end any field s dfheTmss,inpludinghandring.s ga,installafionandbrecirtgshallbe0,ne,ponsibilityoftlteaugdingDesigneraodContractor.Allnote,oadatindoToo and lhepmd�sand 4620ParkViewDr guidelines of Ne Suiming component Safelylnfpr tm(BSCI)WWIshedby TPland SBCAamrefereno f9f ganemlguidance. TP4ldegnes dteresponslbiligeaanddudea of Ne Tmss Designer, snae'Ity Engireerend Tess Manuh=,r,nlesothe,wlsetlefinedby,Cnb'egmetl upon in wnfing byall path, to oNed. The S,oady Engineer is NOT the St Cloud, FL 34771 Burdmi, Designer or Truss System Enginaerdany building. Au capirel¢ed teens areas tlafined in TTI.1. r—aa —1 'NOTE: ALLTRUSSTO WALLANDIDRTRUSSTO LEDGER CONNECTIONS BY BURDER. i ��� (UNLESS NOTED OTHERWISE) 0TE:AIRE 'NOTE:ALLCE(INGDPL O-CERJ ESSNOTBDOTHERAMA SS NOTED Ol'HER ISE) ' NOTETHIS TRUSS PLACEMENT DIAGRAM ISM SHOW TRUSS I.D. ANDTRUSS LOCATION ONLY, THE BUILDING DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL STABILfiY OF THE ENTIRE STRUCTURE REFER TO THE INDMDUALTRUSS ENGWEERW DRAWINGS FOR GR NATY AND UPLIFT LOADS. FOR BRACING 5 ERECTION DETAILS REFER TO BCSI-03 AND/OR ENGINEER OF RECORD. REPRESENTSTHELEFTSIDE ® OF EACH TRUSS DRAWING =�a=;'8�:€' A p nusze E HHUSM-2 THJAze I m 1 MUS28 1 T -- U -- a& 3' 2IL F HHU52S2 N HGU5262 \/ -- IS Lu— I P I HGUS26-3 X I --- E�g oSs?�m HBB HANGERSYBUILDER BBB BEAM BY BUILDER €a: Z LSTA12 @TCSBC 'NO TE a S $g6i �, Zt LSTA12 GTC TO BE USED INDICATERDANCE THIN CONCORDANCETAL. m 'Him, •ZesS-.�: Zb LSTA12 ABC CORNERSET DETAIL EgLoam_3e LOADING ROOF FLOOR WINDLOAD u� UVE LOAD 2D - ASCET-10 gagsEs x" g=am€zg F DEAD LOAD 10 1so c aiWsge _ INE LOAD 0 - RESIOENiIAL-CAT II ✓ED kig"z O mTOTALLOAD DEAD LOAD T ENCLOSED e'a os6���z ae e DT - FBC 2017 RES .0 a ? DURATION FACTOR 125 - TP12014 REV DATE BY REMARKS • e 90 E Permitting �� `TeBaaE Itls untlerstootl Natafmva ❑APPROVED mntlmp have been reHewetl 8 acreplabla for Ne fa0Nca0on❑ APPROVED AS NOTED of Wsses, elevations,pnches. ❑REVISEANDRESUBMIT overtungs,fazGas,cei4ng ekvallonslpilches,bearing wmtIo tlnWntlovistlaltrpnusress8vplala11 ctlemaattilM psepnlsaa nln. din g ❑ REJECTED ba ...rt..e..Foval DATE aRoTN rePrenl.,vREVIEWED BY PLAN MTE ARCH: -/�— STRUCT, -hJ— CUSTOMER PARADISE HOMES GROUP INC. JOS NAME THE COX RESIDENCE OPnmp - CITY I N. HUTHINSON ISLAND, FORT PIERCE I g CWNTY ST. LUCID Man �a°�iiefy signed :';C... i61�atL Vartine •�. /\ IIBA NI O�tlle�Z��.� 2.23 Martiz4za:55ppr =9; STATE OF :�10� �(IDBtt DATE 92T 9fSW19 MASTER DRAWN SCALE vFe' 6 Dee , Eg5"$ €3» ogg^5�e s ° eo3 a33� BB NTGeemz�da _ _ 1T 1ROOF 3e .,. = ws ��oa BFnuu oaSA SLI.ASF9a ,aft ::e..EAeaw Ph TT2.40310101 F�]iz-0av-lo1sN 77-1015 nnv2Jwwwallres a:s�&Se�s'� I n15S type QTy I Ply I 12232019 77927 1 Z1 COMN 1 1 e 2.505 r I T 1 3M ---4,6,5 1 2'6'5 12'5'8 °)- 13'11°11 -{- 97'4—� 1111.SX4 =SX6 SEAT PLATE REQ. 1— 7 Loading Criteria cp ri Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0y10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.001t WAVE, HS NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h to 2h C&C Dist a: 4.31 fit Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B3 2x4 SP #2: Webs 2.4 SP #3 :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. 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) TC 24 4.54 1.07 TC 24 19.53 33.50 BC 68 0.15 43.10 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 Loading Truss passed check for 20 psf additional bottom chord live load in areas with 420-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. Defi1GSI Criteria A Maximum Reactions (Ibs) PP Defiectkm In loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.229 P 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.434 P 999 257 B 1766 I- /- /1138 /621 /389 HORZ(LL): 0.073 K - - K 1646 I- /- /837 1578 /- HORZ(TL): 0.139 K - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.1 Max TC CSI: 0.661 K Brg Width =- Min Req = - Max BC CSI: 0.950 Bearing B is a rigid surface. Max Web CSI: 0.920 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 273.0 lb. Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-B 50 0 F-G 1651 .1995 B-C 2130-3141 G-H 1651 -1985 C - D 2064 -2895 H -1 1344 -1708 D - E 2275 -3268 1- J 120 -75 E - F 1802 -2395 Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - R 2737 -2057 O - N 2061 -1370 R-Q 4069 -3013 N-M 1479 -925 Q•P 4069-3013 M-L 1479 -925 P-0 2782 -1983 L-K 1152 •811 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-S 0 0 F-N 192 •245 C - R 1266 -853 G - N 447 -464 R-D 1335-1692 N-H 831 -613 D-P 1109-1313 H-L 250 -267 P-E 618 -369 L-I 545 -213 E - O 810 -963 1- K 1306 -1835 F - O 743 -479 J - K 204 -139 ENERALTERMS and CONDmONS CUSTOMER (•BUYER•) ACKNOWLEDGMENr fmm. dry Englneerreferenw sheet barore use. Unless Iffi. se stated on the TDD, only Alpine Ipedalty Engineer), the era)wany TDD rep""" anaccePWmof Ne pmmional engineedn Manuel Martinez, P.E. itetl o/the lawmRCIBC,iI goral bulWing code anG TPld-tu TheapProval of lhenTDDianid enyfield047162 tyrethe9wldingllesgnerandControao<.Allnaleaseto 1nftTDDandthePredicesana 4620ParkViewDr referenced farganerel guidarlm. TPI-ldaenea Ne responsibilidw and d=of Ne Truss x agreed upon Inw 9.9 by eg padies In '. The Specialty Engineer le NOT Ne St Cloud, FL 34771 in TPI-1. 1 Job • Truss Truss Type City Ply 12/23/2019 77927 I TA 7 I COMN 11 11 2502 668 265i 17'11.11 { TT'4--{ s5X8 W3X6 m3X4 m1.5X3 SEAT PLATE REO Loading Criteria (p q Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCOL: 7.00 Risk Category: ll FT/RT:10(Oy10(10) EXP: C Kzt NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 it WAVE, HS NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0MWFRS Parallel Dist: h to 2h C8C Dist a: 4.31 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T3, T6 2x4 SP M-30: Bot chord 2x4 SP M-30 :63 2x4 SP #2: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. 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 24 6.54 9.07 TC 24 17.53 35.50 BC 69 0.15 43.10 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others 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 CSC member design. Right end vertical not exposed to wind pressure. DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in lot Udefl L/# Gravity Non -Gravity VERT(LL): 0.206 P 999 360 Loc R+ ! R- / Rh / Rw / U / RL VERT(CL): 0.390 P "999 257 B 1766 /- P /1132 1655 1347 HORZ(LL): 0.067 K - - K 1637 /- /- /830 /636 !- HORZ(TL): 0.127 K - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.1 Max TC CSI: 0.749 K Erg Width =- Min Req = - g B is a rigid surface. Max BC CSI: 0.974 Bearing B requirea seal plate. Max Web CSI: 0.982 Bearins Maximum Top Chord Forces Per Ply (Ibs) Wgt: 263.2 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-8 50 0 F-G 1881 -2325 B-C 2173-3116 G-H 1672 -2041 C-D 2114-2801 H - 1 1672 -2041 D-E 1943-2680 I-J 1226 -1663 E - F 1881 -2326 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - R 2698 -2076 O - N 2324 -1594 R - Q 3518 -2691 N - M 2324 .1594 Q-P 3518-2691 M-L 1403 -941 P-O 2295-1606 L-K 21 -22 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-S 0 0 G-M 358 -469 C-R 1181 -819 H-M 329 -343 R-D 1111 -1283 M - 11020 -712 D-P 1165-1314 I-L 518 -571 E-P 658 -351 L-J 1540 -1025 E-O 167 -172 J-K 1229 -1591 0 - G 178 -89 "WARNING- Please thoreuchly review the-A-1 ROOFTRUSSES r'SELLER"1. GENERAL TERMS and CO NDITIONSCUSTOMER aTruss Cell E�Ineadn ., 3•z���u.�w,.o�o.,.o�.o�...�„o..,..,.,,...F.....,..oW............. ...........z,..r..... gn n9 .T,, peg,_U pbon),thesealona&TOD,eprefty, ed acdMIsceofNepmfBuIldial1._1edn Manuel04718ez,P.E. the TDD oily, under TPI-1. Thetlevgn assumptions, loading mndiWns, suitaNlhy and use, pp-lsfwany Building Isd» 047162 rrthe ingd gCosigner, In thecootert MNe ildbtl,e IBC,localbuildingcode end TPI-1. The I ftTlD tha TDDendany find nd bating shell be Ne resPanslblliry of the Bailtling DesignereM raetreaaf. Mnotes setaut in the TDD end Ne pactlres and 4620 ParkVilew Dr 3SCn published by TPIaM SBCA ere referenosd lorgeneal guidance. TPI-1 de firestheresponsiblli.ufies ofUe Tmss ss oNeiwlse defined byaCanVaU agreed ppon In wrldng by all paNes Involved. Theapeualry Ee,ginser is NOTfhe .St Cloud, FL 34771 AD capltallzetl teems ere es tlefined in TPI-1. Iruss type ury Fly 1223/2U19 77927 A18 COMN 1 1 lass --4W8- i 674^j 21'11'11 6X8 -3FX4 11H X4 e 5X6 T T 72 C D T 6 12 (a) J 04X4(R) I Z. T1 ia) T 1n 1139 =4X6(A2)B �o ®3X3A R Q P O N M L K 1 a3X4 a4X6 AX4 ea3X4 a4X6 -4X8 ea4X4 SEAT PLATE REQ. k 4XV4 I-2'—I Loading Criteria (psq Wind Criteria Code I Mlsc Criteria DeB/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Lldefl LN Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.219 O 999 360 Loc R+ / R- / Rh I Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.416 0 999 257 B 1766 !- /- 11121 1691 1306 BCDL: 7.00 Risk Category: Il FTIRT:10(OytO(10) HORZ(LL): 0.077 K - - K 1637 /- A 18,8 1704 /- Des EXP: C Krt: NA Mean Height' 25.00 ft Plate Type(s): WAVE HORZ(TL): 0.146 K - - Wind reactions based on MWFRS CI- 10.00 NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.1 Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.848 K Brg Width = - Min Req = Spacing: Spacing: 24.0' MWFRS Parallel Dist: h to 2h Max BC CSI: 0.901 Bearing B is a rigid surface. Bearing B requires a seat plate. C&C Dist a: 4.31 ft Loc. from endwall: not in 13.00 ft Max Web CSI: 0.901 Wgt: 253.4 lb. Maximum Top Chord Forees Chords Tens.Comp. Per Ply (Ibs) Chords Tens. Camp. GCPI: 0.18 Wind Duration:1.60 VIEW Ver. 19.01.00A.0618.15 A-B 50 0 F -G 1845 -2310 Lumber B-C 21943 -303 G-H 1845 -2310 Top chord 2x4 SP #2 :Tt 2x4 SP M-30: C - D 2140 -2668 H - I 1846 -2310 But chord 2x4 SP #2 D - E 2140 -2668 I - J 1846 -1474 Webs 2x4 SP #3 E - F 2149 -2713 :Lt Level Return 2x4 SP #3: Maximum Bet Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - R 2608 -2071 O - N 2717 -1929 Purlins R-Q 3069-2383 N-M 2717 -1929 In lieu of structural panels or rigid ceiling use purlins Q - P 3069 -2383 M - L 1262 -883 to laterally brace chords as follows: P - O 2500 -1835 L - K 9 .11 Chord Spacing(in cc) Start(ft) End(ft) TC 24 8.54 11.07 Maximum Web Forces Per Ply (Ibs) TC 24 15.53 37.50 Webs Tens.Comp. Webs Tens. Comp. BC 60 0.15 43.10 Apply puriins to any chords above or below fillers A - S 0 0 F - M 441 .555 at 24' CC unless shown otherwise above. C - R 890 -668 H - M 432 -452 Hangers l Ties R-D 716 -877 M-1 1402 -9a5 (J) Hanger Support Required, by others D - P 763 -791 E-P 651 -472 1- L 641 .735 L-J 1506 -1047 Loading E-O 310 -246 O - F 228 -88 J-K 1243 -1607 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 ftnbughly review the -A-1 ROOF TRUSSES('SELLER'), GENERAL TERMSand COMMONS CUSTOMER (°BUYER') ACKNOWLEDGMENT' loin. Venn design pereneterswd readnetes w use Truss Design D,M,g(Too) and the Specially Engines, reference sheet before use. Unless etb,wbs stated w he TDD, wly Alpine is mn rpy[ shall be used forNeTDDbbevafid.AsaT,ussDesignErglnIMgQ.e.Sp 1llyE,gineerLftbseonanyTDDrepres—naccaplancedNagofeuionalengines,in Manuel Martinez, P.E. Iblli f the design offtsingle Truss depidedw the TDDbni'.. er TPI-1.The design essumpdons, loading mndXlws,sultsbluyend use of Nis Trusslcrany Building lithe responsibilitydthe Owwr, the OwnsYs eullwrizM agedwthe Bugdi,g Design,hNe cpnlmdduheIRC,lbeIBC, lonl buildingcodeand TPl-1. TheapPrevaldNe TDD and airyfieltl #047182 se ftbeTiues,IndudinghaMling,suerege,hebulafionendbrec'ugshallbelheresponsibllily0" BuildNgDesignerendCodrzdor.AOnotessetoutintheTDDendNeprddlceswd 4620ParkViewDr Dssigns,SpedellyEnglnee endTn Manufeaduns-nleesssC eenx edefinedbyeCon tlagfereedupm�imr ,gbyellpsNesir ,,d.eTheS att Englniee.KNOT�dmeTmu St Cloud, FL 34771 BuldNg Designer or Truss system Engineerd"I building. AD®piusluied teems ereaz defined In 7PI.1. < Job a Truss Truss Type Qty Ply 12/23Y1019 77927 A19 COMN 1 1 I 1 zass r- 1016'8- 2'11.13 { 2511"11 -1- 374 —� e5X6 m6X6 DT2'12 3X4a SX6 a3X4 =6X6 TT 6 12 p D E F T3 G HsX4 I T4 J K N1.5X3 o ^ s. N/1 7 m.a IS -4X6(A2) B i 11 p3X3 A B2 1 1 1' = X8-4X6 3X4 3%8 3X6 e06 ]13X6,R) SEAT PLATE REQ. 43'1'4 Loading Criteria (pap Wind Criteria Code / Mlsc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in Ioc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.235 F 999 360 Loc R+ / R- ! Rh / Rw ! U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.446 F 999 257 B 1766 /- /- /1099 1724 /255 BCDL: 7.00 Risk Category: II FT/RT:10(Ov10(10) HORZ(LL): 0.079 L - - L 1637 /- /- /804 f777 I- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.150 L - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 R WAVE Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.1 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.676 L Brg Width =- Min Req= - Load Duration: 1.25 BCDL: 4.2 sf P Bearing B is a rigid surface. Max BC CSI: 0.963 Spacing: 24.0MWFRS Parallel Dist: h to 2h Beadng B requires a seal plate. C&C Dist a: 4.31 it Max Web CSI: 0.859 Maximum Top Chord Forces Loc. from entlwall: not in 13.00 ft Wgt: 267.41bs Chords Tens.Comp. Per Ply (Ibs) Chords Tens. Comp. GCPi: 0.18 Wind Duration:1.60 VIEW Ver. 19.01.00A.0618.15 A-B 50 0 F-G 2277 -3078 Lumber B - C 2241 -3150 G - H 2277 -3078 Top chord 2x4 SP #2 :T3, T4 2x6 SP #2: C - D 2013 -2812 D - E 1926 -2475 H - I 2277 -3078 1-1 1750 -2328 Bot chord 2x4 SP M-30 32 2x4 SP #2: Webs 2x4 SP#3 E-F 2396 -3231 J-K 99 .65 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. S - R 2751 -2125 O - N 2383 -1642 Purlins R-Q 2785-1987 N-M 2383 -1642 In lieu of structural panels or rigid ceiling use pudins Q - P 2785 -1987 M - L 964 -697 to laterally brace chords as follows: P - O 3243 -2255 Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.54 39.50 Maximum Web Forces Per Ply (Ibs) BC 55 0.15 43.10 Webs Tens.Comp. Webs Tens. Comp. Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. A - S 0 0 H - O 347 -378 C-R 407 -335 0.1 912 -637 Hangers/Ties D-R 869 -527 1-M 873 -1059 (J) Hanger Support Required, by others R - E 565 -676 M • J 1813 -1195 E - P 585 -364 J - L 1268 -1738 Loading P-F 301 -265 K-L 174 -122 Truss passed check for 20 psf additional bottom chord live load in areas with F - O 175 -231 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 NorougNy—iew(he'A-1 11001TRUSEES("SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER('BUYER-) ACKNOWLEOGMENT' form. Ver^ dwlgnpaameters and read notes an Nis Tmss Design OrevAng(TDD)antl(he Spetlalry E,gineer reference sheet before use. UNass atherv+Ise stated an Ne TOO, only Alpne n eclar Nabs shall be used fw N,TDD to be valid fa a Truss Dasfgn Englmaerin9 0 e• Spa l try Engineer), the seal on any TDD represents en maptanm of (he pmfesslonal engineenn Manuel Martinez, P.E. responsibilityfw(hedasigoof(M1asl�gle Tmsstlepictatlon N,TDDONy,untlerTP l.Thetleslgnassump6 m.lwdingmntlNons,sullaNliryanduseof( is Trussforany Buildingis the #047182 responsibllity of Me Ownef, the O.meys eulhodzed agent w(he Binding Designer, In the tooted of the IRC, the IBC, Iota bulding wde antl TPI-1. The appmval of the TDD antl anyfeld INe Tmss, inNuding hendiing. sbrega,instaliation and breG,g shall be Ne respmsibllity of Ne Building Das'gner antl CantraCw.Mnotes setoN in Me TDD antl the predkes and 4620 ParkUew Dr guidelines ofihe Building Component Satery lydortnatlon jBSCp published by TPl and SBCA are referencatl fwgenerel guidance. TPI-ldefnes Meresponslbllib—ndd.fi—Ithe T. Designer, Spetlalry EngineareM Tmss ManufacWrer, unless othenNse definetl bye Control(egreetl upon invrtinng by all paNes lnwNed. The Speoapy Engineer is NOT the St Cloud, FL 34771 Bulding Designer or Trio System E,gineerol e,ry builtling. AD capitalized lem,s are es darted in TPI-1. uoo INss Iruss type pty Ply 12232019 r 77927 A20 COMN 1 1 e 2493 9' -{- 326- rT:j o6X8 =3X4a3X6 1111.5X4 m4X6 a3X4 C D E T ,2 g � F G H I T4 J fl1.5X3 TT -i E4X6(A2)B 1 �l p3X3 A R B1 Q P O 1' ®1.5X3 =3X6 e4X4 N M L a3X10 aagX6 a4X8 K 013X6(R) SEAT PLATE RED. 43'1.4 Loading Criteria /pap Wind Criteria Code I Mlse Criteria Def1ICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.312 F 999 360 Loc R./ R- I Rh I RW / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.590 F 873 257 B 1766 /- I- /1080 1787 223 BCDL: 7.00 Risk Category: Il FT/RT:10(0)110(10) HORZ(LL): 0.080 C - - K 1637 /- A 1775 /867 /- Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.152 C - - Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.1 NCBCLL: 10.00 TCDL: 5.0 psf Max TIC CSI: 0.676 K Br Width = • 9 Min Re - q - - Load Duration: 1.25 BCDL: 4.2 psf Bearing B is a rigid surface. Spacing: 24.0 MWFRS Parallel Dist h to 2h Max BC CSI: 0.965 Bearing B requires a seat plate. a: dwaIV. ft C&C fro. not in 13.00 Loc. from en1: it Max Web CSI: 0.993 Maximum Top Chord Forces Per Ply (Ibs) 018 GCpI: 0.18 Wgt: 225.4 Ibs Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 VIEW Ver, 19.01.00A.0618.15 A-B 50 0 F-G 2661 -3812 Lumber B-C 2020-3034 G-H 2561 -3812 Top chord 2x4 SP M-30 :T4 2x4 SP #2: C - D 2645 -3754 H -1 1928 -2741 Bot chord 2x4 SP M-30 :Bi 2x4 SP #2: D - E 2661 -3812 I - J 39 -33 Webs 2x4 SP#3 E-F 2661 -3812 :Lt Level Return 2x4 SP #3: Maximm Bot Chord Forces r Ply (Ibs) uT Bracing Chords Tens.Comp. Chords Tens. Comp, (a) Continuous lateral restraint equally spaced on member. B - Q 2610 -1895 N - M 2814 -19M Pur)ins Q-P 2614-1893 M-L 2814 -19M In lieu of structural panels or rigid ceiling use puriins P - O 2614 -1893 L- K 546 -395 to laterally brace chords as follows: 0 - N 3787 -2607 Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 41.50 Maximum Web Forces Per Ply (Ibs) BC 58 0.15 43.10 Apply pudins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A - R 0 0 N - H 1149 .776 C-Q 298 0 H-L 938 -1139 Hangers/Ties C-0 1306 -856 L-I 2538 -1694 (J) Hanger Support Required, by others 0 - D 487 -529 1 - K 1190 -1614 D-N 56 -66 J-K 73 -57 Wind F -N 442 -474 Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. "WARNING" Pleaaa thoroughly review the'A-1 ROOF TRUSSES (-SELLER`). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOw DGMENT'farm. 'an¢design parameters end readnotesoni1, Truss DesignDrawing(rDD)end Ne Spedatty E,gineerreferencesheetberoreuse.UNessotirery staledon Ne TDD, any Alpine an ctorplatessha0beu orV,aToo . avalid. As a Tian DeslgaEnginaemg(I.e.spedalty Eat lneer),NesealonanyTDOrepresanbanacceptencaoftlrepmfessionalenginaerin Manuel Martinez, P.E. .possibilityforpredeslgnofthesingle Tmndepict mNe TDDady,underTPI-1. The design essumpdon9, loading mntlNons,sultablliy and us99of Ws Truss fprany BUJding is Ne 'W 047182 uponabilityof the Ownen Ne O+mets auftp d agent w Na BuOd'ug Designer, 1, wnext of the IRC, the lBG brat building wde e,M W".The pprevd of the Too and any said s of Ne Truu, inducting M1a,Wiing, storage, instillation antl bredng shall be Ne respartdb0iry ot(he Building DedgnereM Co-- All notes set oN In the Too and Ne predkes antl 4620 ParkUew Dr 'delines of the Building Composes Safety lnfoimetiw(BSCp puNisM1ed bYTPl antl SBCA are referenced fargenerel gultlanw. TPI-idefinesiheresponsibilitlesendtlWesollhe Toss esig,SpWaltyErginearendTrussManufamrer,unlessaNenvisedefin¢tlby,Co degreeduponin"t.gbyelipaneslnvolyed.TheSPadaityEngiaeerlsNOT gre S(Cloud, FL34771 d u deg OeslgnerarT—System Engineer ybMdi Nanns. AD l¢ed rzptiteems ere as efined 0 TPI.1. f Job • Truss Truss Type City Ply 122312019 77927 A21 COMN 1 1 I 2487 j- 10, 3' —} 391'4 - D=5X6 12 T m1.5x4 - T3 m1 O T 6 p g� F G H I 91.5X3 C (a) (a) (a) -4X6(A2) B -j g3X3 A P O N ML 1 K 6J 1 l Q ins m7X6(R)mH0308 a3X8 -H0308 ss6X1O SEAT PLATE REQ. 43'1'4 Loading Criteria (pe0 Wind Criteria Code I Misc Criteria DefIICBI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In loc L/de0 L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.501 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.949 F 543 257 B 1766 /- /- /1051 7730 /244 BCDL: 7.00 Risk Category: II FT/RT:1O(0)/1O(10) HORZ(LL): 0.134 D - - J 1637 /- I- 1781 1915 /- EXP: C KA: NA Plate Type(s): HORZ(TL): 0.254 D - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 it WAVE, HS Creep Factor: 2.0 B Br Width = 8.0 9 Min Re 2.1 q= NCBCLL: 10.00 TCDL: 5.0 sf P Max TC CSI: 0.750 J Width Min Req=- Load Duration: 1.25 BCDL: 4.2 sf P ing a rigid Bearing B surface. Spacing: 24.0' MWFRS Parallel h l0 2h Max BC CSI: 0.839 gearing B requires a seat r a plate. plate. C&C Dist a: 4.31 ft it Loc. from not In 13.00 fl Max Web CSI: 0.839 Wgl: 224.0 Ibs Maximum Tap Chord Farces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. pi: 0.1l: GCpi: 0.18 Wind Duration: 1.60 VIEWVer. 19.01.00A.0618.15 A-B 50 0 E-F 3498 -5030 Lumber g-C 2271 -3183 F -G 3498 -5030 Top chord 2x4 SP #2 :T3 2x4 SP M-30: got chord 2x4 SP M-30 C - D 2032 -2868 D - E 2081 -2828 G - H 2O73 -3018 H -1 2073 -3018 Webs 2x4 SP #3 :W6 2x4 SP 42: :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on member. B - P 2786 -2173 M - L 4594 -3159 P-O 4155-3018 L -K 4594 -3159 Purlins O -N 4155-3018 K-J 21 .16 lieu of structural panels or rigid ceiling use pudins N - M 4594 -3159 ln o laterally brace chords as follows: Chord Spacing(in oc) Starl(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 13.00 43.10 Webs Tens.Comp. Webs Tens. Comp. BC 56 0.15 43.10 Apply pudins to any chords above or below fillers A-Q 0 0 N-G 481 -374 at 24' OC unless shown otherwise above. C - P 393 -308 G - L 229 0 D - P 2201 -1466 G - K 1202 .1744 Hangers l Ties. P-E 1916-2566 H-K 515 -527 (J) Hanger Support Required, by others E-N 970 -639 K-1 3303 -2266 F- N 479 •494 1•J 1176 -1589 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. -WARNING- Please thoroughly review the-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. Vent' design parematers and reatl nMes on Ws Tmss Design D,awing (m0) and Ne Spedalty E,girear referenm sheet before use. Unless othenNse statetl m Ne TDD, oNy Alpine n eapbiRyfesshail be usatl fro Ne TODbbe valid. AsaT,To nly,Englmet--.The. designry-pt.r), leading seairy TDD rep,e, endn nlin�of Me pnsfesslon g en0ineeivl Manuel Martinez, P.E. -pen. lily rthe desl0n of dm single Truss depicted on the TOOonly,antler TPl-1. assumptions, loadin0 mndidms, suiubility end assof this Trussfareny BuildingUNe responstlliry ofNe Owner, the Ownefa auflwdretl agent or Ne Bugdi,g Designer, in Ne mnteN of the lRC, NeIBC, loml building rode antl TPl-1. The6ppreval of the TDD end e,ry field g047162 us f the T1uss, inautling handling, storage, insbliation and breang shall be fha responsiblliry of the Bulltling Designerand Cmtractor. M notes set out In Ne TDD antl the Pactices antl 4620 ParkYew Dr guldslinesofihe Building Component Salary lnformatlm(BSC1)publ1sh.d by TPland SBCAarerefarenmdforgene,algultlarlm. TPI-1deMes Ne responsibllifes end duties efthe Truu Designer, Speaalty Engineer and Tmss Manufacturer, unless olh,— defined by a Conbaa a,yesd upon In wrong byeil perfes lnv d. The Speaaily Engineer is NOT fhe St Cloud, FL 34771 9u0dmg Designer vTmss System Engineerofeny buildi,g. All mplielired te,me ere ea defned in —1. aoo Imss Iruss type Lny Fly 12J23r2U19 77927 A22G COMN 1 3 2617 r 22ro'12 123n 1 123n 3q 1231E + 2•—j—r—}-2-3—r—j-1 123u 3� 123# x( 123# r—2—j—z•—t—r—j-2- —10'-1-5' } 26.1'4 ® 6 12 T2 E F a6XB(R) G-4 T3 T 6 ldX60 H �1101312 -SX4 e3Xa e5%6 ®4X10 05X(R) C - #X10R) K M N O aP T, o$5X6(A9R a ®3X3 A AA Z Y X W V U T W W11� bI s R O a 1• a2X4 a4%10(R) SEAT PLATE REe. c]%6 a10X10 e3X4 101.5X4 a140710M4Xe a5X10 I13X10 �2' 1 T } e' } 14-5.4 -i isle' j 6'11'4--1•-1 + i 7�i i di i 51 ]� ]�i i i 764i 7 76# 55# 155fi# ]6#i 76# 76q ]6# ]N Loading Criteria (psf) Wind Criteria Code I Misc Criteria De01CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Nan-Gravily TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.716 J 719 360 Loc R+ ! R- ! Rh ! RW / U / RL 13CLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 1A30 J 360 257 AD 3540 /- /- I- /1636 /- BCDL: 7.00 Risk Category: It FT/RT:10(Ov10(10) HORZ(LL): 0.182 F - - Q 3915 P /- /- /2043 /- Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.364 F - - Wind reactions based on MWFRS Mean Height 25.00 ft WAVE, HS Creep Factor. 2.0 AD Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10'00 TCDL: 5.0 psf Max TC CSI: 0.608 Q Big Width =- Min Req = - Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.654 Bearing AD is a rigidsurface. Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 Bearing AD requires a seat plate. seat p a: dwa ft C8C from Loc. from endwall: not in 13.00 ft Max Web CSI: 0.914 Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 *1. Wgt: 961.8lbs Chords Tens Comp Chords Tens. Comp. Wind Duration: VIEW Ver. 19.01.00A.0618.15 A-B 17 -14 I-J 2686 -5795 Lumber Hangers l Ties B-C 1067 -24" J-K 3046 -6698 Top chord 2x6 SP #2:T1 2x4 SP #2: (J) Hanger Support Requiretl, by others C- D 1250 -2893 K- L 2773 -5580 :T2 2x6 SP 2400E-2.OE: D - E 1070 -2442 L - M Z773 -5580 ELSE: Loading E - F 204 -434 M - N 2773 -5580 Bot o d 2x8 S Bol chord 2x8 SP 2400f-1.BE :B2 2x4 SP #2: F - G 33 89 Live loads applied In combination per ASCE 7 sec. 2.4.1 use 0.7 f torfor Iti � 0446 14.0 1284 -2470 Webs 2x4 SP #3:W5, W10 2x4 SP #2: :W7 2x8 SP 2400f-1.8E: live loads. H -1 1505 -3462 O - P 1284 -2470 :W11 2x6 SP #2: Attic room loading from 7-0.0 to 13-M: Live Load: 40 PSF. Dead Load: 10 PSF :Lt Level Return 2x4 SP #3: Ceiling: 10 PSF, Kneewalls: 10 PSF Maximum But Chord Forces Per Ply (Ibs) Truss checked for 60# movable concentrated load along Top Ci'eArbgtw� Comp. Chords Tens. Comp. Bracing 6-6-12 to 13-1-12, concurrent with design gravity loads. (a) Continuous lateral restraint equally spaced on member. B-AA 2185 -946 V-U 6455 -3W9 Wind AA-Z 2168 -939 U-T 6455 -3089 Nallnote Wind loads and reactions based on MWFRS. Z-Y 2516-1089 T-S 4351 -2221 Nail Schedule:0.131"x3", min. nails Right end vertical not exposed to wind pressure. Y-X 5501 -2446 S - R 4351 -2221 Top Chord:I Row@11.75"o.c. X-W 6650-3027 R-Q 26 -15 Bot Chord: 1 Row @12.00' o.c. W - V 6455 -3089 Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal sparing between rows and stagger nails in each row Maximum Web Forces Forces Per PI Ibs ( to avoid splitting. Webs Teneb p Webs Tens. Cora p. Plating Notes A -AB 0 0 J- W 397 -154 All plates are 1.5X3 except as noted. C -AA 352 -790 C - Z 589 -232 W - K 293 0 K - V 131 -17 (")1 plate(s) require special positioning. Refer to scaled plate plot details for Z-D 958 -360 K-T 355 -g83 special positioning requirements. E-AC 1062-2502 T-N 1378 -618 AC- F 1176 -495 L - T 165 .162 Purlins AC-G 1166 _2750 N-S 135 -20 ln lieu of structural panels or rigid ceiling use puriins H -Y 2994 .12,80 N - R 1051 -2110 o laterally brace chords as follows: Y -1 2242 .4935 O - R 167 -171 Chord Spacing(in oc) Start(ft) End(ft) I-X 1148 -544 R-P 2707 -1406 TC 24 15.00 43.10 BC 120 0.15 43.10 X - J 502 -994 P - Q 662 1240 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid Ceiling. -WARNING" Please thomgWy reNew the'A-1 ROOF TRUSSES (-SELLER'). GENERAL TERMS end CONDITIONS CUSTOMER ('BUYER-) ACKNOAIEDGMENP fora,. VM design paramatemand read mWs m WS Truss Desig Drawng(TDD)end the Speoalty E,gineer refUenm steel beforeuse. UNeaz oM.Wd stated m Me T00, mty Alpine ran actor plates shall be used for Me TDD to be valid. AsaTreaz Oe4gn Engireering(i.e. Spadairy Engineer), the seal gnairy TDD 2preaentsan acceptanmof Meprofessional engineedn resporlsibJityfor the design of Me single Tunsdmictetl an Me TOD oNy, under TP41. Thetlesign azsumpfoiu,Imtling mn2'suI bI1 ryenduseof this Tmsa forany BUJding Uthe Manuel Martinez, P.E. g047162 responsibility of the 0—, Me Owneh authorized apn-Me BufdiNg igner, in tha contextof Ne IRC, McIBC,1=1 building code and TPI-1.T,—pp-0,fMa TDDendanyfeld us'u,eTiuss, intluding hantlling,storage, installation antl bmdig shall be Me respmslbfiry of Ne BuOding Designerend ComlaCar. Allnotazse hMeTDDend Mepmtlkesand 4620 ParkView Dr guidelines dpi tyllding Compment Safety lnfortna5m(BSCn puNisbedby TPland SB...g.ferencetlforgeneralguidanm. TPI-d. ThsMe responslbJifess NOT ies pfNe Toss Designer, Spedalry ErgNeer andTuss Manufacturer, unless oNenWsa daf ed byaContrectegreed upon inwdting by ell paAes involved. TheSmtlalry Engirearis NOT Ma St Cloud, FL 34771 e IJob Truss Truss Type City Ply 12/23/2019 77927 I B01G I HIPS 11 11 2474 aBba �( Is. 31 aun++ Tfr6 �j�-2'PB{ r74 t 174 }-E-1 VSXB vgx4TZ E. C D E 2 T T 6 2 i7 b - a4XB(A2)B Fa4XE(A2) I 1 a1.E.(R)A J H av1.5X3(R) 11 vDxd vHm 8 v3Xd L 1;8 1;8 a --RE. a-l-reaED. 21'd• 321p lid 11Op lid 321g Loading Criteria (p ri Wind Criteria Code I Misc Criteria DefflCSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): -0.177 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C gERT(CL): 0.222 D 999 240 B 1882 /- !- /- 11639 /- BCDL: 7.00 Risk Category: ll FT/RT:10(Ov1O(10) HORZ(LL):-0.068 H - - F 1882 I- 1- /- 11639 A EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.085 H - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS Creep Factor. 2.0 B B Width = 8.0 r9 Min Re 2.2 q = NCBCLL: 10.00 TCDL: 5.0 sf P Max TC CSI: 0.756 F Brg Wtlih=8.0 Min Req=2.2 Load Duration: 1.25 BCDL; 4.2 sf P 929 Max BC CSI: 0.929 Bearings B & F are a rigid surface. Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 Bearings B & F require a seat plate. C&C Dist a: 3.00 it Max Web CSI: 0.307 Maximum Top Chord Forces Per Ply (Ihs) Loc. from endwall: not In 9.00 Wgt: 106.4lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 A-B 50 -51 D-E 2583 -29M Lumber BC 2944 -3364 E-F 2944 -3365 Top chord 2x4 SP M-30 :T2 2x4 SP #2: C -D 25a3 -29M F-G 50 -51 got chord 2x4 SP M-30 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) . :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. :Rt Level Return 2x4 SP #3: B-J 2917 -2539 I-H 3213 -2870 Special Loads J - I 3213 -2870 H - F 2917 -2539 -(Lumber Dur.Fac. 1.251 Plate DunFac.=1.25) TC: From fit pif at -2.00 to 62 plf at 7.00 Maximum Web Forces Per Ply (Ibs) TC: From 31 pif at 7.00 to 31 plf at 14.33 Webs Tens.Comp. Webs Tens. Comp. TC: From 62 pit at 14.33 to 62 plf at 23.33 BC: From 14 pif at 0.00 to 14 pif at 7.03 A - K 0 0 D - H 418 -334 BC: From 7 pif at 7.03 to 7 pif at 14.30 C - J 805 -521 H - E 805 -521 BC: From 14 plf at 14.30 to 14 Of at 21.33 J -D 418 -335 L-G 0 0 TC: 334 Ib Conc. Load at 7.03,14.30 - TC: 183 Ib Conc. Load at 9.06,10.67,12.27 BC: 321 lb Conc. Load at 7.0314.30 BC: 1101b Conc. Load at 9.06: 1 0.67,12.27 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) TC 24 7.00 14.33 BC 49 0.15 21.19 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. TERMS and laby Eninder).w�.�.�.o.,,o......��r...o R Engineer),loasealonanyTDDrepresenLn and uacaapbanceofM...)eSurdungengineedn Manuel Martinez, P.E. dMurepucna IBC.I, condi8ona.au'aaFui Wl.i.sl o..psT-f-1 f ffi.M undfegia f, # 047182 e IRC, Me IBC, Ioral Fainting coda ant TPI.1. TFa epp�pval of Ne TDD and any fieltl 'in, onandf,gs raraodConl, TPIAunoleson,rulmNeIIU.s dub dfcesam 4620ParkUewDr rererenosd forgenerel guldenca. TPI-1 defines Ne respoEn,ldldes and *Tuna of Me Truaa reed upon In vrtiting by all parties invdved. TFe Spedalry Engineer Is N0T Ne St Cloud, FL 34771 JOO 77927 I Nee I I MUSS t ype B02 HIPS Wry I Wy 11[z'S6uTe 2605 I 1 j9' 3'4' 9'� SEAT PLATE REQ. Loading Criteria (psq Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCOL: 7.00 Risk Category: II FT/RT:10(Ou10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ItWAVE NCBCLL: 10.00 TCDL: 5.0 psf Los" Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0' MWFRS Parallel Dist: 0 to IJ2 C&C Dist a: 3.00 ft Loc. from an wall. not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 24001•2.OE :T2 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP 43: :Rt Level Return 2x4 SP #3:" Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Stad(ft) End(ft) TC 24 9.00 12.33 BC 79 0.15 21.19 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 M..=..I -o SEAT PLATE REQ. 21'4' DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in Ioc Udell L/# Gravity Non -Gravity VERT(LL): 0.092 I 999 360 Loc R. ! R- ! Rh / Rw 1 U / RL VERT(CL): 0.180 I 999 240 B 927 /- /- /591 /675 1245 HORZ(LL): 0.049 D - - E 927 /- I- /591 /675 1- HORZ(TL): 0.091 C - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.763 E Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.999 Bearings B & E are a rigid surface. Max Web CSI: 0.081 Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 95.21bs Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 19.O1.00A.0618.15 A-B 50 0 D-E 813 -1188 B-C 813-1188 E-F 50 0 C - D 866 .961 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 958 -477 H-G 961 -476 I - H 961 -476 G - E 958 -477 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J 0 0 G-D 212 -45 C-I 213 -46 K-F 0 0 TERMS end CONDITIONS CUSTOMER a pw'61."n engineerin Manuel Martinez, P.E. trenyaNleingie 0e 047182 he Too antl anyfield pnemep=.=pre 4620 ParkView Dr ,,NOTUGine°r"1BT°'�' St Cloud, FL 34771 IJob Truss Truss Type Oty Ply 1223/2019 2715 77927 IB03 COMN 12 1 I-1o'6• 101e• —{ Dania SEAT PLATE REQ. SEAT PLATE REQ. 21'4' r- I Loading Criteria (Psf) Wind Criteria Code I Mlsc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.0471 999 360 Loc R+ / R- 1 Rh 1 Rw I U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.088 1 999 240 B 927 /- 1- /584 1405 /277 BCDL: 7.00 Risk Category: II FT/RT:10(OY10(10) HORZ(LL): 0.021 H F 927 /- I- /584 1405 /- Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.038 H - - Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.471 F Brg Width 8.0 'Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 sf P Max BC CSI: 0.276 Bearings B 8 F are a rigid surface. Spacing: 24.0 ° MWFRS Parallel Dist: h2 to h Bearings B 8 F require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.276 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt: 103.61bs Chords Tons Comp'Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 A -B 50 0 D-E 646 -990 Lumber B-C 844-1351 E-F 844 -1351 Top chord 2x4 SP #2 C - D 646 -990 F - G 50 0 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Sot Chord Forces Per Ply (Ibs) :Ll Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. :Rt Level Return 2x4 SP #3: B - I 1156 -556 H-F 1156 -602 Pudins I-H 1156 -602 In lieu of structural panels or rigid ceiling use pur ins to lalemlly brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 103 0.15 21.19 Apply puriins to any chords above or below fillers A- J 0 0 I - E 401 -373 at 24° OC unless shown otherwise above. C -1 401 -373 K - G 0 0 D -1 532 -189 Wind Wind loads based on MWFRS with additional C&C member design. Please thoroughly mvle the-A-1 lers end read notes w thls Tuss ❑ beusedfw Me TDDlob-4d. A TERMS Manuel Martinez, P.E. # G47182 4620 ParkView Dr St Cloud, FL 34771 ,4,0�A-1 ROOF =TRUSSES AFLORIDACORPORAnON RE: Job 77927 Lumber design values are in accordance with ANSIfTPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. rqi a -(0 CfI �L-- A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FI aegan Customer Info: PARADISE HOMES GROUP Project Name: COX RESIDENCE Lot/Block: Model: Address: 123 QUEEN FREDERIKA COURT, NORTH HUTCHINSON ISLAND, FL City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads OndMdual 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 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 77 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 61G15-31.003,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 2465 A01G 12/23/19 13 2530 A13 12/23/19 25 2715 B03 12/23/19 2 2502 A02 12/23/19 14 2522 A14 12/23/19 26 2536 B04 12123/19 3 2505 A03 12123/19 15 2516 A15G 12123/19 27 2596 B05 12123119 4 2508 A04 12123/19 16 2505 A16 12/23/19 28 2593 B06 12/23/19 5 2511 A05 12123119 17 2502 A17 12/23/19 29 2581 B07 12/23/19 6 2517 A06 12123/19 18 2499 A18 12/23/19 30 2467 B08G 12/23/19 7 2520 A07G 12/23/19 19 12496 A19 12123/19 31 2545 B09G 12/23/19 8 2526 A08 12/23/19 20 2493 A20 12/23/19 32 2573 B10 12/23/19 9 2529 A09G 12/23/19 21 2487 A21 12/23/19 33 2469 CO1G 12123/19 10 2532 A10 12/23/19 22 2617 A22G 12123/19 34 3059 CA 12/23/19 11 2535 All 12/23/19 23 2474 B01G 12/23/19 35 2478 CAA 12/23/19 12 2533 Al2 12/23/19 24 2605 B02 12123/19 36 2524 CAB 12/23/19 The truss drawirg(s) referenced have been prepared byAlpim Erxjneemd Pmducts, bic. undermydirectsupervisim based m the parametersprovided byXI Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solelyforthetruss components shown. The suitability and use of components forany padiwlarbuilding is the responsibSRy ofthe building designer, perANSVfPI-1 Sm Z The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Sbuctural Engineering Documental provided bythe Building Desig ner indicating the nature and character ofthe work. The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (also referred to attbnes as'Sbuducal Delegated' Engineering Documental are specialty structural component designs and may be pad ofthe projed's deferred orphaned submittals. As a Truss Design Engineer (Le, Specialty Engineer), the seal hem and on the TDD represents an acceptance of professional engineering responsiriltyforthe design ofthe single Truss depleted on the TDD only. The Building Designeris responsibleforand shall coordinate and review the TDDs for compaublitywth the'awriten engineering requirements. Please review all TDDs and all related notes. Manuel ftMatuelsigned Marti ezy Marto3 09� 05'00'3 iez, RE 34771 FEB 1 9 7n?n Page 1 of 2 Permitting Department StLucie County, FL s lype VTy Hy 12/2:i(1U19 77927 B04 HIPS 1 1 2536 10'28 !III i 10'28 � e5x6a5X6 D E SEAT PLATE RED. L Loading Criteria (�0 Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 13CLL: 0.00 Enclosure: Closed Risk Category: II Rep Factors Used: Yes FT/RT:10(Ou10(10) BCDL: 7.00 EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 ..an Height: 25.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 pat Load Duration: 1.25 BCDL: 4.2 psi Spacing: 24.0" MWFRS Parallel Dist h/2 to h 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 42 got chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: 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) TC 24 10.21 11.13 BC 102 0.15 21.19 Apply puriins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design -1.5X3(R) SEAT PLATE RED. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in too Well LI# Gravity Non -Gravity VERT(LL): 0.047 J 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.087 J 999 240 B 926 /- I• /587 1406 1268 HORZ(LL): 0.0211 - - G 926 /- I- /587 /406 f- HORZ(TL): 0.039 1 - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.564 G Brg Width = 8.0 Mln Req = 1.5 Max BC CSI: 0.976 Bearings 138 G are a rigid Surface' Max Web CSI: 0.276 Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 109.2 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-B 50 0 E-F 673 .1012 B - C 886 -1371 F - G 886 .1370 C-D 673 -1013 G-H 50 0 D - E 681 -835 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1178 -600 I-G 1178 -647 J-1 835 -272 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 E-I 256 -96 C-J 409 -374 I-F 408 -373 D-J 270 -91 L-H 0 0 CONDITIONS CUSTOMER sheet before use. UNess ath Is NOT N. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 JOO - NSS ype ury rIy <Jt<uIy 2596 77927 B05 COMN 1 1 r 87e -i 14'-1{10' —j SEAT PLATE REM SEAT PLATE REQ. 21'4' 2' — Loading Criteria 1psq Wind Criteria Code I Mlsc Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II EXP: C Kzt: NA F1/RT:10(0)/10(10) Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 It WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psi Spacing: 24.0" MWFRS Parallel Dist: h/2 to In 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 Sot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: 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) TC 24 8.21 9.54 BC 101 0.15 21.19 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design sMfl be used forth. Too to �----2---1 DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L#t Gravity Non -Gravity VERT(LL): 0.044 1 999 360 Loc R+ I R- / Rh / RW I U I RL B 927 I- /- /585 1404 1265 VERT(CL): 0.081 1 999 240 HORZ(LL): 0.0191 - - G 927 /- /- /586 /404 A HORZ(TL): 0.035 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.720 G Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.978 Bearings B & G are a rigid surface. Max Web CSI: 0.277 Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 113.4 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-B 50 0 E-F 722 -1030 B - C 801 -1238 F - G 962 -1391 C-D 836 -1013 G-H 50 0 D-E 750 _an , -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ss Deslpn Drawing CmIn and Ne S—IN Enal—referenm sheet before use. Un—o1h. Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1014 -477 I - G 1202 -720 J-1 986 -445 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- K 0 0 E- I 539 -327 C-J 218 -92 I-F 395 -377 J -D 165 -237 L-H 0 0 D-1 348 -345 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 ss type uty Yly 11J232019 2593 77927 B06 COMN 1 1 I 678---i--39'8 } 10'( EEnve SEAT PLATE RED. SEAT PLATE RED. A 21'4' I-2' Loading Criteria (psq Wind Criteria Code / Mlsc Criteria Defl/CSI Criteria ♦Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 _ Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.051 1 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.094 1 999 240 B 927 /- /- /583 /404 /265 BCDL: 7.00 Risk Category: II FT/RT:10(Ou10(10) HORZ(LL): 0.021 1 - - G 927 /- I- /583 /404 /- Des Ld: 37.00 EXP: C Kzt: NA ..an Height: 25.00 ft Plate Type(s): WAVE HORZ(TL): 0.039 1 - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 B Br Width 9 = 8.0 Min Req = 1.5 Duration: 1.25 psf Max TC CSI: 0.565 G Brg Width = 8.0 Min Req = 1.5 Spacing: Spacing: 24.b • MWFRBCDLS Parallel MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.282 Bearings B & G are a rigid surface. C8C Dist a: 3.00 ft Max Web CSI: 0.287 Bearings B & G require a seat plate. Loc. from endwalk not In 9.00 Maximum Top Chord Forces Per Ply (Ibs) GCpl: 0.18 W9t: 112.0 Ibs Chords Tens.Comp. Chards Tens. Comp. VIEW Ver 19 01 OOA 0618 15 A- B 50 0 E - F 749 -1032 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Purlins ln lieu of structural panels or rigid ceiling use puriins o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.21 7.54 BC 101 0.15 21.19 Apply puriins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design B-C 888-1315 F-G 984 -1390 C-D 901 -1126 G-H 50 0 D - E 777 -990 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1101 -599 I - G 1201 -739 J-1 1169 -661 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0_ 0 E-1 542 -307 C-J 290 -163 I-F 398 -373 J-D 223 -203 L-H 0 0 D -1 452 -438 "WARNING^ Please thoroughly review Ne'A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT' fp 'ed^ design paarre[ers end road nolas an Nis Truss DesignDmting(rDDJ anti tha Spedaly Eigineerreferenca sheet before use. Unless othervAsa stared on the TOD, Dory Alpine n edar plates shall be used fo ,TDD to be valid. Ane buss Design Enginewing(I.e. Spedalry Erglneer), Ne seal on eny TOD represents an axeplanre orthe pmlasslonal enginesrin Manuel Martinez, P.E. :io 1bi ftyfwthedestgn o/the sLigle Truss tl,0l 1pn dre TDD ONy,underTPl-1.T,,dsign essumpgons.Ioatling mnditbns, suitabiuy end use MNis Trvsstorany auudin is are :s..btiiry Wthe Oaner,Na Dwnals evUiodzed agent grthe Build ing p_,tinen in the rontengllhe lRC,MeIBC, 1, buildin g rode aM TPI-1. Ti,.eppreval of fire TDD and M"d ii<647162 or Ne Truss, Intlutling handling,starege, InsWlation anti brzdrg shag he the raepondblliyol Ne Bugling Oeslgnerantl Cantrsdor. All notes set out lnme TDD end Me practices anti 4620 ParkVew Dr l slgnw.Speclaty Eundl�neerend Tuts Manuradurer�un(Im OM,emise d.`21annki by _are releranmdragennena�gu'darNe. TPI-1 tlefines the respansibilitiesand duties of the Tuss St Claud, FL 34771 g y n9 by Canbadagreed upon in-Ii b ell parties lmolved. The Spedalty Engineer is NOT the and hmg'pgesgogrper�ir Tsss�emRinaeror aNnY�i�dhgM�mpltalized te�msa�estlefinedlTPl-1�A.t RmtThx�u joo - ype 77927 607 COMN �478 1--I a" I— S'9•a ' Esexe SEAT PLATE REO. Loading Criteria tpsq Wind Criteria Code I Mlsc Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II EXP: C Kzt: NA FT/RT:10(Ou10(10) Plate Type(s): Des Ld: �37.00 Mean Height: 25.00 R WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to In C&C Dist a: 3.00 R 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 :Lt Level Retum 2x4 SP #3: :Rt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(R) End(R) TC 24 4.21 5.54 BC 95 0.15 21.19 Apply purlins to any chords above or below fillers at 24° OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design 2581 10• 1 f—T—I DegICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/de8 L14 Gravity Non -Gravity VERT(LL): 0.058 D 999 360 Loc R+ I R- / Rh l Rw l U I RL VERT(CL): 0.108 D 999 240 B 927 /- /- /580 /404 /265 HORZ(LL): 0.0231 - G 927 /- 1- /581 /404 A HORZ(TL): 0.043 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.545 G Brg Width = 8.0 Min Req = 1.5 Max SC CSI: 0.987 Bearings B & G are a rigid surface. Max Web CSI: 0.483 Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 110.6 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-B 50 0 E-F 731 -1041 B - C 908 -1379 F - G 955 -1387 C-D 915-1244 G-H 50 0 D - E 751 -1040 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1174 -640 I-G 1196 -711 J -1 1472 -895 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 E - 1 531 -250 C-J 525 -396 I-F 372 -354 J-D 521 -523 L -H 0 0 D-I 612 -648 seal on e�yio°lio �ea�m a�eaeptance of }he pmlessonal englnaenn Manuel Martinez, P.E. c'ding panddians,saitabTryend Tg Nm T— Poranyauaalig is ma #047182 . —1 Wlding �me a�w TPl.v ba app-1 of r , ToO and any Wd dnar and conbaaw. an nags et o,n m ma Too and ma paetlees end 4620 ParkView Dr aai gmda,xa. TPN der es ma responamlydas and doves ortbe Trvas ,g by ell paNes mvplved. TheSpatlaly Englneeris NOT Ne .St Cloud, FL 34771 ry rly ,uzs¢u,a r 77927 B08G SPECrNa w1 1 2467 nuER,) .l 1 vuln,la ec�4fe,1 -,SxaA _;x, =axa R_1.sxxR1 111 Loading Criteria (,0 Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 It WAVE NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 G&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Sot chord 2x4 SP M-30 :132 2x4 SP #2: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rl Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 62 plf at -2.00 to 62 pit at 23.33 BC: From 14 plf at 0.00 to 14 pit at 21.33 TC: 73 to Conc. Load at 2.24 BC: 66 to Conc. Load at 2.24 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) TC - 24 2.21 3.54 BC 64 0.15 21.19 Apply pudins to any chords above or below fillers at 24. OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Please thomughly mWewthe -A-1 ROOF TRUSSES ("SELLER'), GENERAL and read notes abe on Nis Tmsa Design Drawing (mot and the spedaly Enh used for the TOD to ba v,TW. Aa a Tmss Design EnglneeMg p.e. Spedaly E Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in too L/defl L/# Gravity Non -Gravity VERT(LL): -0.098 D 999 360 Loc R. ! R- ! Rh ! R./ U I RL I€ERT(CL): 0.156 D 999 240 B 1053 /- /- /- /833 /- HORZ(LL): -0.037 1 - G 940 !- I- /- [722 /- HORZ(TL): 0.049 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.793 G Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.955 Bearings B 8 G are a rigid surface. Max Web CSI: 0.472 Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 109.21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 A-B 50 -51 E-F 795 -10B9 B - C 1149 .1605 F - G 1098 -1408 C-D 1110-1576 G-H 60 -51 D - E 836 -1127 M Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1377 -976 I - G 1211 -920 J -1 2221 -16W Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 E - 1 518 -171 C -J 811 -544 I-F 287 -316 J-D 868 -951 L -H 0 0 D-1 1045 -1320 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 ' Joh Truss Truss Type I77927 IB09G SPEC Qty I Ply 112/2312019 2545 Da3x4 -314C Ess.4 6 12 M1.SX4B B2 PMI.SX4 6' rIn m I m4%4(A1)A Cs4x4(Al) .IL K I H 14X4 M4.-6x6 SEAT PLATE RED. SEAT PLATE RED. T W-4i 61O.12 ------- � 72# SB# 66a'12 584 Loading Criteria (pep Wind Criteria Code / Mlsc Criteria DefVCS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In loc Udell L!# Gravity Nan -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.149 J 999 360 Loc R+ / R- I Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Vedas by Ld C 111ERT(CL): 0.293 J 798 240 K 1058 /- /- /- /575 !- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.064 B - - G 1066 /- /- /- 1552 /- EXP: C Kzl: NA Plate Type(s): HORZ(TL): 0.129 B - - Wind reactions based on MWFRS Des Ld: 37.00 can Height: 25.00 it WAVE Creep Factor: 2.0 K Br Width = 8.0 Min Re 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.775 G Brg Width = 5.8 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.564 Bearings K & G are a rigid surface. Spacing: 24.0 ° MWFRS Parallel Dist 0 to h/2 Bearings K & G require a seat plate. C&C Dist a: 3.00 it Max Web CSI: 0.273 Maximum Top Chord Forces Per Ply (Ibs) Lec. from endwall: not In 9.00 Wgt: 103.6 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver, 19.01.00A.0618.15 A-S a54 -1842 D -E 727 -225 Lumber Wind B -C 697-1492 E-F 697 -1493 Top chord 2x4 SP 2400f-2.OE Wind loads and reactions based on MWFRS. C - D 727 -226 F - G 854 -1844 got chord 2x8 SP 2400f-1.8E :132 2X4 SP #2: Webs 2X4 SP #3 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. Special Loads A-J 1549 -677 I-H 1549 .677 --(Lumber Dur.Fac=1.25/Plate Dur.Fec=1.25) TC: From 52 plf at 0.00 to 52 plf at 19.81 J-I 1559 -677 H-G 1549 -677 TC: From 22 plf at 7.00 to 22 plf at 8.17 TC: From 22 plf at 11.83 to 22 plf at 13.00 Maximum Web Forces Per Ply (Ibs) PLT: From 20 plf at 8.75 to 20 pit at 11.25 Webs Tens.Comp. Webs Tens. Comp. PLT: From 80 plf at 7.00 to 80 plf at 13.00 BC: From 14 plf at 0.00 to 14 plf at 19.81 B-J 571 0 I-F 573 0 BC: From 30 plf at 8.17 to 30 plf at 11.83 C - E 928 -2372 BC: 58 Ib Cone. Load at 7.00,13.00 Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(tt) BC 120 0.15 19.67 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Collar -lie braced with continuous lateral bracing at 24° oc. or rigid ceiling. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42°-high x 24'-wide clearance. Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 7-0-0 to 13-0-0: Live Load: 40 PSF. Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Truss checked for 60# movable Concentrated load along Top Chord, between 6.6-12 to 13-1-12, Concurrent with design gravity loads. :is ..e Nomughly mvlaw the -A-1 ROOF TRUSSES ("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER rBUYEW) ACIR40WLEDGMENT- f- end read notes on this Truss Design Drawing (TDD) and Ne Spedaiiy Engineer reference sheet before use. UNsss ffiswss stated on Ne TDD, only Mpine beussdlw Ne TDDtobevalid. As eTruss Dazign Engineering he. Spetlalry Enginewl. Ma seal on any TDD represanis aneo:eplanosNNe pmfesslonal englneedn Manuel Martinez, P.E. 11reNggr,hBarne dling, starzge, inslelladgonend Odrlst lg tlu i O-We.d etawM, Bdg DsslgninNe oeothe IRC, the IBC, lo� buHing cdeenTPI-1The appol MTODandany fied # 047182 bretlrg shall be the resPpnslbilityNNe Building Devgner and DpnireGer.MnMesseteNln Ne TDDand Neprecdcas end 4620 ParkVieW Dr ng Component Satetylnformegon(BSCI)puNishedby TPland SBCAerereferencediwgenealguidanw. TP4l tlafines the rosponsiblliries and tlWes of the Truss igineerend Truss MenufacNrer, unless oNenWsa defined byaConlreU agreed upon in wddng by ell paNes invdvad. TheSNdWty Ergineeris NOTthe St Cloud, FL 34771 rzs System E,gineer of any bulltling. M opiialissd lertnz are ez defined In TPF1. JOD 77927 B10 N lT3 i—z I russ Iype COMN i VIM sett Loading Criteria ip o Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 7.00 Risk Category: II FT/RT:10(Ov10(10) EXP: C Kt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1,25 BCDL: 4.2 psf Spacing: 24.0" 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 24001-2.0E Bot chord 2x8 SP 24001-1.8E :B2 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: 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) Be 120 0.15 19.75 Apply pudins to any chords above or below Oilers at 24' OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid calling. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42° high x 24"-wide clearance. Live loads applied In combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 7-0-0 to 13.0-0: Live Load: 40 PER Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Truss checked for 60# movable concentrated load along Top Chord, between 6-6-12 to 13.1-12, concurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. —WARNING- Qty 2 I Ply 112232019 r 2573 sect Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection In roc Vdeg L/# Gravity Non -Gravity VERT(LL): 0.153 K 999 360 Loc R+ / R- I Rh / Rw / U / RL WRT(CL): 0.310 K 757 240 M 1202 /- /- /555 1300 /233 HORZ(LL): 0.066 C - - H 1100 /- I• /414 1250 /- HORZ(TL): 0.135 C - - Wind reactions based on MWFRS Creep Factor. 2.0 M Erg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.776 H Erg Width = - Min Req = - Max Be CSI: 0.720 Beading M is a rigid surface. Max Web CSI: 0.273 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 109.2 Ibs A-B 50 0 E-F 758 -225 VIEW Ver. 19.01.00A.0618.15 B=C 676-1908 F-G 719 -1565 C - D 697 -1565 G - H 713 -1908 D - E 759 -248 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. ,B-K 1607 -460 J-1 1607 -459 K-J 1617 -459 I-H 1607 -459 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- L 0 0 D- F 1056 -2455 C-K 574 -75 J-G 574 -62 R119 ame coo. myapine mine wmessi_n eneineeda Manuel Martinez, P.E. N s mrany evnamy is nb I or the TDD and elryeeld #047182 TOD and me pamees and 4620 ParkView Dr yumes ana awes orme mass nasr is NOT the St Cloud, FL 34771 Job Truss Truss Type CryPly 12/23/2019 77927 I C01 G I HIPS 11 2 2469 'm 1- 1-11,-1--71'1 tY7d-j tz cra x �s 6� T 13Xd(R)B J:;3�I E 13Xd(R) T .L 1 II Ir�, 1 %10 .9X6 adX6(R) 1 10x 3FA1 PLATE Mo. a- RATE... I-1'9'13 252 ]p•�1 1,T 3'10 p'1710.16 11 1'2 110.8� 311 ] ]� 122t24]t^ Loading Criteria (ps0 Wind Criteria Code I Misc Criteria Deli Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): -0.027 1 999 360 Loc R+ I R- ! Rh / Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C kq_RT(CL): 0.031 1 999 240 J 3057 /- /- I- /2511 I- BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL): -0.018 C - K 2933 1- l- I- 12218 I- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.019 C - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE J Br Width = 7.2 Creep Factor. 2.0 Min Re 1.8 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.323 K Brg Width = 7.3 Min Req = 1.7 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.606 Bearings J 8 K are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearings J & K require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.483 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: NA Wgt: 93.8I S Chords Tens.Comp. Chords Tens. Comp. GCPI: 0,18 I Wind Duration: 1.60 VIEWVer. 19.01.00A.0618.15 A-B 29 -30 D-E 978 -1246 Lumber Wind B-C 996 -1265 E-F 29 -30 Top chord 2x4 SP #2 C- D 855 -1094 Wind loads and reactions based on MWFRS. Bot chord 2x6 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nallnote J-I 3 -2 H-G 2 -1 Nall dule:0.13 min. nails Chord: Top Chord: 1 Row @12.00" o.c. @12. I- H 1094 -855 Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) Webs : 1 Row @ 4" D.C. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. In each row to avoid splitting. (1)1/2' bolls may be used for B-J 1084-1344 D-H 477 -283 (2) 0.131"x3", In. nails on B -1 1266 -990 H - E 1268 -993 The Bottom Chord Only. C-1 575 -380 E-G 1045 -1305 Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 62 pit at -2.06 to 62 plf at 1.94 TC: From 31 pit at 1.94 to 31 pif at 4.60 TC: From 62 pIf at 4.60 to 62 pIf at 8.60 BC: From 7 pif at 0.00 to 7 pIf at 6.64 TC: 17 lb Conc. Load at 1.97, 4.57 TC: 11 lb Conc. Load at 3.27 BC: 2527 Conc. Load at 1.73 lb BC: 79 Ib Conc. Load at 1.97, 4.57 BC: 30 lb Conc. Load at 3.27 BC: 1376 to Conc. Load at 3.67 BC: 1224 lb Conc. Load at 5.67 Purlins In lieu of structural panels or rigid ceiling use purilns to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.94 4.60 SC 78 0.00 6.54 Apply pudlns to any chords above or below fillers at 241 OC unless shown otherwise above. ••WARNING^ Please thoroughly review Me Wl ROOF TRUSSES(°SELLER'). GENERAL TERMS end CONDITIONS CUSTOMER(•BUYER•) ACKNOWLEDGMENP form. Verity design parameters end read notes on this Truss Design Dawing (TDD) end the Spedalry Engineer referenre sheet balwe use. unless oNenvise stefed on Ne MD. only Alpine Manuel Martinez, P.E. nnedor plat -hell be used fwihe MD to be valid. Asa Truss D.11s responsibiliryfor Ne design ofthe singleTruss tlepided on NeTDD ONy, Engineedng0.1. Spedalty Engineer), Ne seal on aoy TDD reprssenisanecceplznw offhe piofesslonal engine,d, under TPl-1. Thetlesign essu,options, loading mntlNans, sultatJ4ry aM use ofWsTrvss for eny B,11di gis Ne #047162 responsLliiry of [he Owner, Ne Owners auNoiixed agentor Ne Buldirg Designer, in Ne tooted of Ne IRC, Iha IBC.lowl building code antl TPI-t. The appreval of Ne TOD and any6eld f NsTruss,indudinghandling,storegeinstslatipn and bracing shal be Ne responsibility of We Buiitling Designerantl Cpntradar. All notessetoutinihe TDDendthe prectice d 4620 ParkView Dr guidelines of the Building Component Safety lM-6an(BSCI)pubiishedby TPland SBCAarereferencedforgeneral guidance. TPI-ldef es the responsibriliss and 1.1i of Ne Tass D.1,-,Specia1ty Engineer and Tass Manufacturer, uMess othe ,defined bye Contactagreed upon 1n-ill,bye1ps&e, InvoNs J. The Spedalfy Engineer is NOT the St Cloud, FL 34771 Buldug Designer or Truss eysNm EngNeer of eny bulltling. Al ogtallxed te,m5 are as Oef M In TPF1 fmumm0 tOra A-f RMTucu._ PnmvevlMn NINE M1nmmr. in xmrmm. Lc nmhin'n,ul uelwnua,uml"n n --- ,uea eus Iype LayMy 1G23/zu19 77927 CJ1 JACK 10 1 12 C 6=2M(A1) B T T � 1 0 D 1.5X3(R) A a�3 E I 3059 ' 1 IT SEAT PLATE REQ. —2' -1 11"11 -a{ Loading Criteria (Pori Wind Criteria Code 1 Mlsc Criteria Den1CSl Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Still: 2014 VERT(LL): NA Loc R. / R. / Rh l Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 297 /- /- /357 1262 /92 BCDL: 7.00 Risk Category: ll FT/RT:10(Ou10(10) HORZ(LL):-0.001 D - - D - /-30 /- 139 132 !- Des Ld:Mean EXP: C Kid: NA Height 25.00 ft Plate Type(s): WAVE HORZ : 0.001 D - - m) C - /-81 !- /105 1124 CL 10.00 NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 Wind reactions based on MWFRS Load Duration: 1.25 BCDL: 4.2 psi Max TC CS:0.814 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.101 1 Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Loc. from endwall: Any Wgt: 9.8 Ibs Bearing B is a rigid surface. Bearing B requires a seal plate. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Maximum Top Chord Forees Per Ply (Ihs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP#2 A-B 50 0 B-C 171 -61 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Purllns Chords Tens.Comp. In lieu of structural panels or rigid ceiling use pudins 'B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Stad(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 10 0.15 0.97 Webs Tens.Comp. Apply pudins to any chords above or below fillers at 240 OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design Left bottom chord exposed to wind. --WARNING" Please lhorcughy re,lew Me -A-1 ROOF TRUSSES('SELLER', GENERAL TERMS and CONDITIONS CUSTOMER(-BWER-J ACIOJOWLEDGMENZfene. 'ad edesign Pa... entl road notes on tbls Truss Design Orawing (TDD) antl Ne SpeNelry Erglneerre/erence sheet before use. Unless oNeiwlu statetl on Ne TDD, only Alpine n se, platessballaasedfar lbe To. isbevdid.AsaTmssBasin, ErgineedngO.aSl,adsyEngineer),NeseNonanyTeDrepasen5anecceptanosofNegofessianalenglneerN ManuelMadinez,P.E. sPonsibiliry far the design of are single T,uss dedaled on Ne TDD aNy, uMerTPI-1. The tleslgn assumptlaro, loading candtlions, sultabuhy entl use of tl,ls Truu for aM Building is the �sponslblllly of Ne Owner,in.0umera eulhorired agenlorthe Buutli,g Onlgnar, in the contetl olthe lRC, tln IBC, loyal bulWing codeaM TPI-1: Theapp, of the TDOendairygeltl 4620 P47182 Dr s f the T,uss, Intludbg handling, storage, Insfallagon end brsang shall be Na reaponsibray of tha Building Designer and Conhadar. All notes set oN N We T l o and Ne practices antl Idalines oftha Building component Safety lnlortnatlon(BSCIj Wbtlsbed by TPl end SBCA are referenretl forgenerel guldarca. TPI-1 defines Ne responsibilities and tlWea ofthe Truss aslgner,Speonelty Enginserend Truss Manulatlurer, unless oUanWse defined by a Conlrzat agreed upon in wIfng by at partes invdved. The Spelalty Engineer b NOT Me St Cloud, FL 34771 anW'.. n., T=-1 tIn.:. Miw i�dl�. Ao� pitelizeC te—1 �anMefin�i�flTPF1. � m ni a nm. Im,,.x v nmm mNateMTnuw. Job - TNSS Truss Type Qty Ply 1-1123r1u1U 77927 CJ1A JACK 3 1 2478 12 C g =2X4(A1) T B _ T o 0 D =1.5X3(R) A L E 1 �2'� Loading Criteria (psq Wind Criteria Code / Misc Criteria De01CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Cade: FBC 2017 RES PP Deflection In loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.000 - - 360 Loc R+ / R- I Rh / Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.000 - - 240 C 103 /- 1468 /83 /59 /467 BCDL: 7.00 Risk Category: If FT/RT:10(0)/10(10) HORZ(LL): 0.000 - - - D 83 /- /468 192 (/8 /535 EXP: C Kt: NA Plate Type(s): HORZ(TL):0.000 - - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor. 2.0 C Brg WIdti1= 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0,540 D Brg Width = 1.5 Load Duration: 1.25 Spacing: 24.0 " BCDL: 4.2 psf MWFRS Parallel Dist: 0 to hl2 Max BC CSI: 0.081 Maximum Top Chord Forces Per Ply (Ibs) C&C Dist a: 3.00 it Max Web CSI: 0.000 Chards Tens.Comp. Chords Tens. Comp. Loc. from endwall: Any Wgt: 9.8 Ibs A - B 56 0 B - C 465 -1667 GCpI: 0.18 Wind Duration: 1.60 VIEW Ver. 19 .01.00A.0618,151 Maximum Bot Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Top chord 2x4 SP M-30 B - D 2075 -543 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Web Forces Per Ply (Ibs) Purlins Webs Tens.Comp. In lieu of structural panels or dgid ceiling use puriins A- E 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.18 0.97 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind (cads based on MWFRS with additional C&C member design. Additional Notes The maximum horizontal reaction is 468# ••••• BEARING ANALOG MODIFIEDI ""' New the -A-1 ROOF TRUSSES (°SELLER-), GENERALTERMS end CONOmONS CUSTOMER (-BUYER') ACKNOWLEDGMENT' form. , IN. Truss Oesign Drawing (TDD) end the Spe i, ty Engineer reference sheet before use. Unless mhe,wisa waled m rue TDD, only Alpine lobevaiid. Asa Truss Design Engineering Q.e. Spetlalty Engineed,fieaeal on any TDD regesenis en acraptanm of the professional e,gineedn Manuel Martinez, P.E. as depicted on the TOO only, underTPl-1. Tha design essumptbns, Imding condigons, suitability and use of IN. Truss ter any Building is the j) 047162 lho,ized agent M,Me Build'elg Drslgner, In the rnntexl of rue Inc. rue IBC, local building rode end TPI-1. The approval of Me TDD and any geld e. inslaiiatlonIfm,bm and bracing shall Me the reaponaibilly of rue Building Designer erW Centrddor. M notes set put In the MD and the pnnAw, and 4620 ParkVeW Dr nufactu ,M,IessaNervAsetlegnedbyeTFI dCo dagrereeduponin�wndngbyallpartiesiTmolved.aTheSpetlallpyEngineerisNOTthe�'I'eTruss S`tCloud, FL 34771 Neny building. Ap rayWized lem,s ere ea de( ed In TPI-1. �_ A-1 ROOF TRUSSES AFLORIDACORPORAMON RE: Job 77927 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. No. Seq # Truss Name Date No. Seq # Truss Name Date 37 2735 CJ1C 12123119 75 2777 VM06A 12/23/19 38 2781 CJ1D 12/23119 76 2739 VM08 12123/19 39 2569 CJ1E 12123/19 77 2780 VMOBA 12123/19 40 2463 CJ3 12123119 78 STDL01 STD. DETAIL 12/23/19 41 2487 CJ3A 12123119 79 STDL02 STD. DETAIL 12/23/19 42 2466 CJ5 12123119 80 STDL03 STD. DETAIL 12/23/19 43 2503 CJ5A 12123/19 81 STDL04 STD. DETAIL 12/23/19 44 2474 D01G 12123/19 82 STDL05 STD. DETAIL 12/23/19 45 2555 D02 12/23/19 83 STDLO6 STD. DETAIL 12/23/19 46 2594 D03G 12/23/19 84 STDL07 STD. DETAIL 12/23/19 47 2558 D04G 12/23/19 85 STDL08 STD. DETAIL 12/23/19 48 12593 1 D05G 12/23/19 86 JSTDL09 I STD. DETAIL 12/23/19 49 2478 HJ2 12/23/19 87 STDL10 STD. DETAIL 12/23119 50 2479 HJ3 12/23/19 88 STDL11 STD. DETAIL 12/23/19 51 2482 HJ3A 12123/19 89 STDL12 STD. DETAIL 12123119 52 2469 HJ4 12123/19 90 STDL13 STD. DETAIL 12123/19 53 2559 HJ5 12123119 91 STDL14 STD. DETAIL 12123/19 54 2471 HJ7 12/23119 92 STDL15 STD. DETAIL 12123/19 55 12480 1 HRA 12/23119 193 1 STDL16 STD. DETAIL 12/23/19 56 2615 HJ7B 12/23/19 57 2547 J1 12/23/19 58 2731 J2 12/23/19 59 2622 J3 12/23/19 60 2743 J3A 12/23/19 fit 2531 J5 12/23/19 62 12472 1 J7 12123/19 63 2621 J7A 12123119 64 3050 J7T 12/23/19 65 2490 M01 12/23/19 66 2727 M02 12/23/19 67 2472 PB01 12/23/19 68 2484 PB02 12/23/19 69 12778 1 VO4 12/23/19 70 2776 V08 12/23/19 71 2673 VM02 , 12/23/19 72 2670 VM04. 12/23/19 73 2774 VM04A 12123/19 74 2733 VM06 12123/19 Manuel Martinez, P.E. # 047182 Page 2 of 2 4620 ParkView Dr St Cloud, FL 34771 Job Truss Truss Type Oty I Ply I 12232019 2524 77927 CAB JACK 3 1 12 617 C SEAT PLATE REQ. 2 0 12 --��•i s { Loading Criteria (psn Wind Criteria Code I Misc Criteria D@Fl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L#t Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.002 B 999 360 Loc R+ I R- / Rh I R./ U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.003 B 999 240 F 269 /- /- 1368 287 1226 BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.037 C - - D 12 /-3 /- /455 1530 /0 EXP: C KzD NA Des Ld: 37.00 Mean Height: 25.00 ft Plate Type(s): WAVE HORZ(TL): 0.039 C - - C - 1-81 /- /112 /137 NCBLoad ton: BCDL: 5.2 psf Creep Factor. 2.0 Wind reactions based on MWFRS Du: Load Duration: 1.25 psf Max TC CSI: 0.877 F Brg Width = 7.2 Min Req = 1.6 Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 MWFRBCDLS Parallel Max BC CSI: 0.179 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - CSCDist ai 3.00 ItMax Web CSI: 0.573 Bearing Fis a rigid surface. Loc. from endwall: Any Wgt: 20.3 lbs Bearing F requires a seat plate. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 A - B 52 0 B - C 173 -70 Bot chord 2x6 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Purlins F-E 126 -372 E-D 0 0 In lieu of structural panels or rigid calling use pudins to laterally brace chords as follows: Maximum Web Farces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 11 0.00 0.91 Apply pudins to any chords above or below fillers A - G 0 0 B - E 1648 -558 at 24' OC unless shown otherwise above. B - F 294 -936 Wind Wind loads based on MWFRS with additional C&C member design Left end vertical exposed to wind pressure. Deflection meets U360 Left bottom chord exposed to wind. ew ihe'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS ,this Truss OwIgn Dr ,g(iDD)and Me Spwally ENg W n b be valid. As a Truss D -EnpI�flna a.e. Soedalty Engineer y agreed upon Inv .g by ell pa ninvdvetl. in TPI-1. vnmmn nanJwwnNal RMTnuwn Manuel Martinez, P.E. # 047182 4620 ParkVlew Dr St Cloud, FL 34771 • Job - Truss I Truss Type I77927 ICJ1C JACK Qty 4 I Ply 112/23201s 2735 11 SO Zo =-1.5X3(F 1 1_13 Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kt; NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpI: 0.18 Wind Duration: 1.60 12 C SEAT PLATE REQ. �- 2-0"12 i 10" 15 Code / Mlsc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl Ll# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.001 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL):-0.001 E 999 240 F 269 /- /- 242 /137 • /92 FT/RT:I O(0)t10(10) HORZ(LL):-0.002 B - - D 12 14 /- /64 1106 !- PlateType(s): HORZ(TL): 0.002 B - - C - /-80 I- 1116 M23 I - WAVE Creep Factor.. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.877 F Brg Width = 7.3 Min Req = 1.5 Max BC CSI: 0.113 D Big Width = 1.5 Min Req = - Max Web CSI: 0.226 C Big Width = 1.5 Min Req = - Beanng F is a rigid surface. Wgt: 15.4 IDS Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 52 0 B - C 178 -64 Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bat Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Purllns F-E 49 -279 E-D 0 0 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(R) Webs Tens.Comp. Webs Tens. Comp. SC 11 0.00 0.91 Apply pudins to any chords above or below fillers A- G 0 0 S - E 531 -92 at 24° OC unless shown otherwise above. B - F 511 -265 Wind Wind loads based on MWFRS with additional C&C member design "WARNING" Please thoroughly review Me-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER rBUYER-) ACKNOWLEDGMENT° form. 'en edesign parameters end read noteo s an This Truss Design DrmWng (TDD) and the Spedelry Engineer reference sheet before use. UNess othentise statetl on Na TDD, only Alpine n dor plates shall be usedforth, TDDtobe valid. Ar a Truss Deslgn Eogineenog 0.e. Spedalty Engineer), the seal on ey TDD represents on—ptenoe of the profazsional engineedn Manuel Martinez, P.E. sponslbilityfor the design ofthedngkTres' depicted an the TDD ooly, under TPI-1. The designm-pt—, loading mnd'Nons, suitability end use pf WSTmssforany Buildingls Ne #047162 :sponsibillry of ate Owner, the Ownee autlmnizetl agent or Ne BUJtling Designer, in Ne rrndek of Ne IRC, Ne IBC, IOW bulking cotle and TPI-i. The eppreval of Me TDD ..do, field s 1-Truss,intludinghendling,storega,instagetionendbredngshallbeNeresponsibiliryoitheBulldingDesignerandCo,medor.NlnMessetoutinNeTDOendNeprscdcesantl 4620ParkUewDr uidgner, SpadalrylEriggi�erand TtutssaManufadurerunlessClo Wetwlse defin dby etleo degrereed upon In vrtlEng by ell plNes ln�vdvedeTheSpedalNEngin�eeris NOT#u, of Ne Tress St Cloud, FL 34771 Job I Truss Truss Type Ply I 12232019 77927 CJ 1 D JACK 11 1 2781 r 12 6 [77- B 2X4(A1)A 0 4*3 SEAT PLATE REQ. Loading Criteria (psq Wind Criteria Code I Mlsc Criteria TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(Ou10(10) EXP: C Kzt NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 • MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Specing(in oc) Start(ft) End(fl) BC 10 0,15 0.97 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L#t Grevity, Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL VERT(CL): NA A 44 /- /- 127 /15 /34 HORZ(LL):-0.000 C -, - C 13 /- /- /9 /5 !- HORZ(TL): 0.000 C - - B 21 /- /- 115 /28 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.018 A Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.013 C Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Wgt: 4.2 Its Bearing A requires a seat plate. VIEW Ver. 19.01.00A.0618.15 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 9 -35 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 rse NomugNyr -Me'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMSend CONDmONS CUSTOMER('BIKER') ACKNOWLEDGMENT -farm. d reed notes on IM1is Truss Desig Drewing(mD)entl d,e Speriatry Eigiwer referenm sheet before use.UNess othervdse stated on the TDD, wly Ndne used forihe To bevalitl. Asa Truss Design Engir,cedng(.e.SNdaly E,glneeo,thesealpnaNTDDrepresenlsanaxaptanmoftM1epMesslonalenglneenn Manuel Martinez, P.E. In o/ihe singie Truss deplored an Me TDD oNy, under TPl-1. The design essumpdom, loading wndNws, s,%ebr4 wd use of Nis Tmss fwwy Building Is Ne rt Me Ownefs authorized egent "a Bugding Designer, In Ne contextof Me lRC, fie IBC, local building cotle and TPl-1. The approval of gre TDD eM anyfleld ai 047162 r hanNing, storege, Installeiicn end bretlrg s1a11 be Me responsbig" of Na Building Dssignerand CutlreClor. All notes sst Darin Ne TDD and the praNms end 4620 ParkVew Dr Coepwent Safe"INormatlon(BSCI)pubitshad by TPl end SaCAarereferenoed forgeneml guidance. TPI-1 defines Ne respwsibllilies enddugss of Ne Truss e ,.e d This. Manufac t, unless oNenNsa def etl bya Contradn ed upon in w ng by ell pa . involved. The Sl dl lly Engireer Is Norte St Cloud, FL 34771 • Job Truss Truss Type I77927 ICJ1E JACK Loading Criteria (paq Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7.10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0y10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 can Height: 25.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 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 Lumber Top chord 2x4 SP #2 Hot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Starl(ft) End(ft) SC 11 0.00 0.91 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Left cantilever is exposed to wind Additional Notes ••'•' BEARING ANALOG MODIFIEDI "'•• City I Ply 1 12/2312019 1 1 2569 12 6 r- C 2,0.12 -WARNING" Please Nomughly review lhe'AI ROOF TRUSSES CSELLER'), GENERALTERMSend Deg/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection In loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.001 B 999 360 Loc R+ I R- / Rh I Rw / U / RL VERT(CL): 0.002 B 999 240 E 267 1- /51 1402 1301 /154 HORZ(LL):.0.001 B - - C - A53 151 I136 1159 /111 HORZ(TL): 0.001 B - - D - A28 1- /34 141 I- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.877 E Brg Width = 3A Min Req = 1.5 Max BC CSI: 0.045 C Brg Width = 1.5 Min Req = - Max Web CSI: 0.424 D Brg Width = 1.5 Min Req = - Beadng E is a dgid surface. Wgt: 21.0 lbs Maximum Top Chord Forces Per Ply (Ibs) VIEW Ve, 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. A-B 52 0 B-C 359 -132 Maximum Hot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. F-E 153 -101 E-D 0 0 ss oNenWsa defined by a Contract agreed upon h wing by eA paNes involved. M radtalizetl terms ere as dermed in TPI.t. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- G 0 0 B- E 953 -328 B-F 60 -14 Manuel Martinez, P.E. 4047182 4620 ParkView Dr St Cloud, FL 34771 Job I Truss 77927 CJ3 Truss Type City Ply 1223/2019 r 2463 JACK 1 8 11 I r l T. 1.5X3(R TS Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: It EXP: C Kzt: NA Des Ld: 37.00 ..an Height: 25.00 It NCSCLL: 10'00 TCDL: 5.0 pelf Load Duration: 1,25 BCDL: 4.2 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 Lumber Top chord 2x4 SP #2 Bol chord 2x4 SP #2 SEAT PLATE REQ. 1---2' -i 211"11 �{ Code / Mlsc Criteria DeIIICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in too Udell L#f Gravity Non -Gravity TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): NA B 273 /- /- 1313 /198 /166 FT/RT:10(Op10(10) HORZ(LL): 0.001 D - - D 40 /- /- /65 139 /- PlateType(s): - HORZ(TL): 0.002 D - - C 55 /- /• /30 [73 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.814 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.173 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 15.4 lbs Beadng B requires a seat plate. VIEW Ver. 19.01.00A.0618.15 - Maximum Top Chord Forces Per Ply (Ibs) Chards Tens.Comp. Chords Tens. Comp. :Ll Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. ln lieu of sbucturel panels or rigid ceiling use pudins B - D 0 0 o laterally brace chords as follows: Chord Spacing(in oc) Stad(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 34 0.15 2.97 Webs Tens.Comp. Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. A- E 0 0 Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING'• Please tho-ghly nwiewale'A-1 ROOF TRUSSES("SELLER-), GENERALTERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT form. R e design pa ameters and aaad no d on N T uss Dsslgn Dew ng (TDD) end he epeWly Engiree a erence sheet be ore use. UNess othary sa staled W Ne TDD, o y Algne onnedar plates shall be used fa NeT00 bbe vafq. Asa Tmss Design Engineering Q.e. Spetlally Engineer), Peseal on airy TOD represents an escaplanc, of lile plofessl—lengineedn Manuel Martinez, P.E. ,,Nh bllityforNedeslgn of Nesingle Truss tlepiGetl on Ne TDD oNy, under TPl-1. The tlesign assumpgons, loading Mndgons, suilablliry end use of Nls Truss tar erry BUIICing Is the Isponsibility of Ne Owner, the Ovmers auNor¢ad egen[orihe Building Designer, In Me mrde#orMeIRC, MaIBC, local building mdeaMTPI-1. Theappmval of Me and anyileid #047162 s Ilhe Truss, indutling handling, siwaga. Nstallalion and baWg shall beNe re1.sponsibPhy olNe 6uiltling Dssigner eM Conimpor. M noNs set out In �e TDD end Ne paUices end 4620 ParkView Dr aagner, Specialty Elgldlnncexna T..Ma^ufalafo t.0M a�ssOoNervise tlef�metl WetlCn aagfemadupon nw�Eng by eO paNes i^vdved. TheSpd,1ty EEngineerb NOTNeof lheTruss S( Cloud, FL 34771 usmdlly ges�ignerM'r T-u" temperygMineeraf eN�wWltling�. AOsmpilalizedre µre as defined I.T—. t _ wam mn_v MvaM,ntluwmm mm4alm NnlamrTnasea. Job Truss Truss Type Ory 2 Ply 123/2U19 77927 I CJ3A JACK 2 1 zaa7 D ,2 T g F:—,- 03X6C ---rrr---—2B4(A1 W2 0 0_ Li JN 1 fV 113X @ 4FXa E =1.5X3(R) A G 3 H SEAT PLATE REQ. LI� �-- 2' -}° 2'11"11 -� Loading Criteria (mn Wind Criteria Code I Mlsc Criteria DDOICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7.10 Code: FBC 2017 RES PP Deflection In loc Udell LI# Gravity Non-Gravlry TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.015 G 999 360 Loc R.! R- / Rh / R./ U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.021 G 776 240 G 470 /- I- /494 /309 1166 BCDL: 7.00 Risk Category: ll FT/RT: 1 0(0)/10(10) H0RZ(LL):-0.007C - - E - /-145 !- /142 1182 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.010 C - D 30 /-19 /- /25 131 /- Des Ld: 37.00 Mean Height: 26.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.476 G Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 last Max Be CSI: 0.358 E Brg Width = 1.5 Min Req = - Spacing:24.0 ° MWFRS Parallel Dist: 0 to h/2 D Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.168 Bearing G is a rigid surface. Loc. from endwall: not In 4.50 Wet: 18.9 Ibs Bearing G requires a seal plate. GCpi: 0,18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 51 0 C-D 15 -42 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 B _ C 455 _798 Webs 2x6 SP #2 :W2 2x4 SP #3: :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B - G - F - E 0 0 In lieu of structural panels or rigid calling use purlins to laterally brace chords as follows: G - F 485 &5 -303 03 Chord Spacing(in oc) Stad(ft) End(ft) Be 36 0.00 2.97 Maximum Web Forces Per Ply (Ibs) Apply pudins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A-H 0 0 C-F 443 -709 Wind G-C 959 -575 Wind (Dads based on MWFRS with additional C&C member design Left cantilever is exposed to wind I CONDITIONS CUSTOMER (-BUYER') ACKNOWI-EDGMENP fma. r sheet halos use. UNess oNervnse staled On lha TOD, ony Alpine TDD of Ne enBinaerin Manuel Martinez, P.E. seal on any represenb enecpeptance palesslonal aling mntlitbns, sullabllay and use of this Truss foreny Building is die #Q47162 C,Ioralbu11dingaodeaMTP1.1. Theappav d1laTDOandanygeld Bee.apdepnbaapr. All nolaasat outi1NeTODendthepaaffi¢sand 4620 ParkView Dr I:Wanpe. TP1-1 aegres ma reepppaiblbeaaam dmlea orme Taaa rg by all lnvONed. The Sp d,lty Engineer is NOT IPe St Cloud, FL 34771 paellas Job Truss 77927 1 CJ5 Truss Type City Ply 12/23r2019 JACK 1 8 11 I 2466 r l 117 Loading Criteria (e ri Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 ..an Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psi Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/ C&C Dist a: 3.00 it Loc. from en wall., not in 4.5 GCpi. 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 SEAT PLATE RED. �^— 2' --tj- 4'11 "11 �{ 0 Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): NA Loc R+ I R- / Rh / Rw / U / RL B 332 I- /- /377 /221 /240 Rep Factors Used: Yes VERT(CL): NA FT/RT:10(0)/10(10) HORZ(LL):-0.004 D - - D 75 !- A /136 /87 I- PlateType(s): HORZ(TL): 0.006 D - - C 122 1- !- 188 /153 /- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.508 B Brg Width = 8.0 Min Req = 1.5 2 Max BC CSI: 0.334 D Brg Width = 1.5 Min Req = - Max Web CS I: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 21.0 Ibs Bearing B requires a seat plate. Maximum Top Chord Farces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00A.0618.15 e-w m n — sz -feo :Lt Level Return 2x4 SP #3: Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purllns In lieu of structural panels or rigid calling use pudins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 58 0.15 4.97 Webs Tens.Comp. Apply pudins to any chords above or below fillers at 24° OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. ACMOW oGeMENT abaD.ty�elanal n'gflnond. n Manuel Martinez, P.E. �mo�iTa aoy'eltl 4047182 3Mci ana rue przGirea and 4620 ParkView Dr ibilitles antl dutles of rue Truss linear la NOT Na St Cloud, FL 34771 Job Truss 77927 CJ5A I russ type Vry 1 rly lzuzsrzu�a JACK 2 1 2503 T. ml.5X3(R T Loading Criteria (eeq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 r� SEAT PLATE REQ. f 1. '] �-- 2' 4'11°11 ^I Code I Misc Criteria Def[ICSI Criteria A Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.033 E 469 360 Loc R+ / R- I Rh l Rw l U / RL Rep Factors Used: Yes VERT(CL): 0.040 E 387 240 B 435 /- I- /413 /258 1240 FT/RT:10(Ou10(10) HORZ(LL):-0.033 C - - E 48 /- I- 138 /15 1- Plate Type(s): HORZ(TL): 0.043 C - - D 82 /-17 /- /46 /101 (- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.513 B Brg Width = 8.0 Min Req = 1.5 Max Be CSI: 0.294 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.029 D Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Wgt: 29.4 lbs Bearing B requires a seal plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber F-C 441 -732 C-D 36 -106 Top chord 2x4 SP #2 A - F 51 0 Bol chord 2x4 SP #2 :Lt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 2.41T Maximum Bat Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Purlins F-B 849 .399 B-E 0 0 In lieu of structural panels or dgid ceiling use puriins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. Be 60 0.00 4.97 Apply purilns to any chords above or below fillers A - F 0 0 B - C 731 - 509 at 24. OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design "WARNING- Please Noroughly reNm the -A-11 Verify design persmeten entl reed notes on Nis Tess D. moneear waNa anon m used for the Too m be valid. as ITl emiaysi'onai engineedn Manuel Martinez, P.E. ny Building is Ne # 047162 Ne TDD entl an T.edd aoaNaPaa�aaa 4620ParkViewDr is NOT�jheoiNe Truss St Cloud, FL 34771 job buss Truss Type Oty Ply 12232019 ' 77927 D01G HIPS 1 1 2474 F---Y„•,p-t--']Pam �-:Pa=t-Yn•,a-I ,E p a v �t.5x5e T�i.5x36 Ft]x1(R) n I .t.SxNRIP G.t.Sxy 1 l�l ]K/ H �SY1pd I( 1, Id,. 129: Loading Criteria (paq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1,25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Sot chord 2x6 SP #2 Webs 2x4 SP #3 :W2 2x6 SP #2: :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 62 pifat .2.06 to 62 pif at 2.94 TC: From 31 pif at 2.94 to 31 pif at 7.63 TC: From 62 pit at 7.63 to 62 pit at 12.63 BC: From 14 pif at 0.00 to 14 plf at 2.97 BC: From 7 pifat 2.97 to 7 pif at 7.60 BC: From 14 plf at 7.60 to 14 pif at 10.57 TC: 127 Ib Conc. Load at 2.97 TC: 58 lb Conc. Load at 5.00, 5.57 TC: 85 lb Conc. Load at 7.60 BC: 128 It, Conic. Load at 2.g7, 7.60 BC: 48 lb Conc. Load at 5.00, 5.57 Purllns In lieu of stmctural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 2.94 7.63 BC 75 0.00 10.57 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Mlsc Criteria Deft1CSl Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection In loc Lidefl LN Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.023 B 952 360 Loc R+ 1 R- / Rh 1 Rw / U / RL Rep Factors Used: Varies by Ld C € ERT(CL): 0.044 B 506 240 N 945 1• /- /- 11381 1103 FT/RT:10(0)/10(10) HORZ(LL): 0.011 B - - 0 626 I• l- 1- /979 /- Plate Type(s): HORZ(TL): 0.021 B - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 N Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.487 0 Erg Width = 7.2 Min Req = 1.5 Max BC CSI: 0.428 Bearings N & O area rigid surface. Max Web CSI: 0.384 Bearings N & O require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 100.8 Has Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 19.01.00A.0618.15 A-B 52 -53 D-E 532 -262 B•C 92 -11 E-F 642 -343 C -D 80 -25 F-G 52 -53 Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Left Cantilever is exposed to wind Left bottom chord exposed to wind. Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. K-J 56 -12 I-H 2 -3 J-1 97 -190 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-L 0 0 I-E 95 -203 B-K 230 -152 I-F 386 -766 C -J 86 -165 F-H 1032 -621 J-D 655 .451 M-G 0 0 D -1 236 -487 IS and CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT• form. w sheet berore use. UNess olhervAse slated m Ne TDD, only Alpine �),Ving onany TODre,blity nd ,f ih nce for professional Is Me edn Manuel Martinez, P.E. dis ISC!l� bolding code and iPdlusnoeappm I lft TTDDenidany]feld #047182 oDesign-rul"''I"TPI-defines Merelm Ne TDDand NepraeJ. end 4620 ParkView Dr rgenera gu sponsibilities end dales ofNe Truss IngbyalpargesmvoWd.Tin,SedNlyEnnui eerIsNOT Me St Cloud, FL34771 NMI R,wm Job - TNSS TMSS Type Qty Ply 12232n19 77927 D02 HIPS 1 1 2555 �4.11.4 1 5{Will I 14JA PIAIE REt. SEA1�.TleJa¢BaEO. 84---------------- �2'0'12 10.6.13- 1 310'12 Loading Criteria Ipsq Wind Criteria Code / Mlsc Criteria DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L#1 Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.002 1 999 360 Loc R+ / R- / Rh I Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.003 C 999 240 H 586 I- /- 1493 1401 1328 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.003 D - - G 460 I- /- /589 /427 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.004 D - - F 102 /-lot /- 1231 /337 f- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.548 H Brg Width = 8.0 Min Req = 1.5 ra Load Duration: 1.25 BCDL: 4.2 sf p Max BC CSI: 0.830 G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 F Brg Width = 7.2 Min Req = 1.5 C&C Dist a: 3.00 ft Max Web CSI: 0.362 Bearings H, G, & G are a rigid surface. Loc. from endwall: not in 4.50 Wgt: 89.6 Its Bearings H, G, & G require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00&0618.15 Wind Duration: 1.60 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 A - B 52 0 C - D 210 -57 B-C 182 -96 D-E 52 0 got chord 2x4 SP #2 Webs 2x4 SP #3 :Ll Level Return 2x4 SP #& :Rt Level Return 2x4 SP #3 Pudins In lieu of structural panels or dgid telling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 75 0.00 10.57 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Loading Truss passed check for 20 psi additional bottom chord live load in areas with 42"-high x 24%wide clearance. Wind Wind loads based on MWFRS with additional G&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Ix, used forge Tee to be valid. Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I-H 108 -101 G-F 9 -11 H-G 115 -106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. A-J 0 0 C-G 112 -167 B-I 198 -140 G-D 316 -188 B - H 434 -248 D - F 233 -167 H- C 248 -302 K- E 0 0 M Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job ' Truss Truss Type CityPly 12/23/2019 77927 I A01G HIPS 1 2 2465 3Mf 96p� 91A 191tl yq♦ 181tl 83d♦♦ d,''7j 9#] 168q♦ d I^Te'b-f--2Y Y1Y -J-S Y1Z-t-Y y-3�-aZ t1Z-j-1dYZT1Z�2-jZ-p-I^-Gtt'd-'I 6 c D E F o H Ta XqD,) s•':6X�, T, Cob T iA a1 V UN �_�H4 2 ® 811111- 111SXd oexio arxb 111- brwimwrE eaD. �,8 612 H 1-Y-H ,Otl'8 7- 11d12 -r U-4'. T3-i-610'1C--{ d 4 ' 1 ' earf , eaxi d + d _- SMt d "' d 'a d ,Nf - e21S 1 b6i - - 05p 11. BH 1. r09 ]Btl 21 Loading Criteria (peq Wind Criteria Cade / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES TCDL: 10.00 ' Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 7.00 Risk Category: II EXP: C Kzt: NA FT/RT:10(0)/10(10) Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 ft WAVE, HS NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Sparing: 24.0 MWFRS Parallel Dist: 0 to hl2 C&C Dist a: 4.86 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.0E: :T3, T4 2x4 SP #2: Bot chord 2" SP M-30 :Bi 2x4 SP #2: 24 2x6 SP #2: Webs 2x4 SP #3:W1 2x8 SP 2400f-1.8E: :W5 2x4 SP M-30: :We, W9 2x4 SP #2: :Lt Level Return2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Natlnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. But 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. Purim; 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 24 7.00 41.67 Be 41 0.15 9.96 Be 67 9.96 21.83 Be 78 21.83 48.57 Apply pudins to any chords above or below fillers at 24" CC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others 'WARNING' Please ewmughly review the'A.1 enN deslan oammetem and read nines. Wi Truss D, DegICSI Criteria PP Deflection in loc Udell L/# VERT(LL): -0.594 H 824 36( 4fRT(CL): 0.799 H 613 24! HORZ(LL):-0.062 M - - HORZ(TL): 0.083 M - Creep Factor: 2.0 Max TC CSI: 0.940 Max Be CSI: 0.995 Max Web CSI: 0.938 Wgt: 543.2 Ibs VIEW Ver. 19.01.00A.0618.15 Special Loads -(Lumber Dur.Fa-1.25I Plate Dur.Fac.=1.25) TC: From 62 pif at -2.00 to 62 plf at 7.00 TC: From 31 pif at 7.00 to 31 pf at 41.61 TC: From 62 pif at 41.67 to 62 pif at 48.40 Be: From 14 pif at 0.00 to 14 pif at 7.03 Be: From 7 pif at 7.03 to 7 pif at 41.64 Be: From 14 plf at 41.64 to 14 plf at 48.40 Be: From 74 plf at 48.40 to 74 pif at 48.57 TC: 3341b Conc. Load at 7.03 TC: 183 lb Conc. Load at 9.Ofi,23.06 TC: 191 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06,21.06 TC: 149 lb Conc. Load at 25.06,26.33,27.60,29.60 31.60,33.60,35.60.37.60,39.60 TC: 259 Ib Conc. Load at 41.64 Be: 321 Ib Conc. Load at 7.03 Be: 1101b Conc. Load at 9.06,23.06 Be: 861b Conc. Load at 11.06,13.06.15.06.17.06 19.06,21.06 Be: 78lb Conc. Load at 25.06,26.33,27.60,29.60 31.60,33.60,35.60,37.60,39.60 Be: 214 lb Conc. Load at 41.64 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity LOG R+ / R- I Rh / Rw / U / RL B - 1-2880 1- /2186 /- 1- Y 8013 /- /- /- 16481 1- L 2527 /- /- /- /1965 /- Wind reactions based on MWFRS e Brg Width = 8.0 Min Req = 1.5 Y Brg Width = 8.0 Min Req = 4.7 L Brg Width =- Min Req = - Bearings B & Yam a rigid surface. Bearings B & Y require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 -20 G-H 3331 -4145 B - C 3307 -2665 H -1 2757 -3426 C - D 3321 .2669 I - J 2757 -3426 D - E 897 -1182 J - K 2675 -3304 E-F 897 -1182 K-L 2055 -2554 F-G 697-1182 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-W 2346-2932 R-Q 0 0 W-V 47 -61 Q-O 136 -102 U - S 2618 -3252 O - N 3338 -2711 V-T 0 0 N-M 2257 -1813 S - P 4188 -3366 M - L 2249 -1811 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp.' Webs Tens. Comp. A-X 0 0 G-P 776 -522 C-W 1408-1659 P-Q 85 -9 Wind C -U 104 -144 P-H 730 -MW - U 3020 -3741 P - O 3401 -2751 Wind loads and reactions based on MWFRS. U - V 64 -60 H - O 638 -631 Left bottom chord exposed to wind. U - D 1722 -2047 O - J 117 -52 D - S 4737 -3761 J - N 435 -407 Additional Notes E-S 399 -368 N-K 1185 .976 Negative reaction(s) of -2880# MAX. from a non -wind load case FegMres uW -3216 M - K 196 -52 connection. See Maximum Reactions. WARNING: Fumish a Copy of this DWG to the installation Contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. GENERAL TERMS aM CONDITIONS CUSTOMER del. Ex1r., We -sheet before use. UNess oth I terms are es defined m TPI-1. ACKNOWLEDGMENT Term. on the Too, Doty Alpine I�mine pref-Ibnel en91re.'n Manuel MarfineZ, P.E. rrv9b rorany euildmg le lbe $047182 oval of Me TDo and any field iToo end me p2 ice9 ens 4620 ParkUew Dr blWea and duties of Me Truss ,loser Is NOT the St Cloud, FL 34771 JOD INSS INSS rype 77927 D03G MONO Qty I Ply I 1223r1019 1 1 2594 r 13 =2X41 SEAT PLATE REQ. i- 3' VO4 1'9"12 1474# Loading Criteria (pfl Wind Criteria Code / Mlsc Criteria De0/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sld: ASCE 7.10 Code: FBC 2017 RES PP Deflection In lot L/defl Lip Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ ! R- / Rh ! Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C FA-:RT(CL): NA A 1056 !- P !- /371 /- BCDL: 7.00 Risk Category: II FT/RT:10(0y10(10) HORZ(LL): 0.007 C - - C 647 !- P !- 242 /- EXP: C Kzt: NA Des Ld: 37.00 Mean He25.00 ft Plate Type(s): WAVENCB HORZ(fL): 0.013 C - Wind reactions based on MWFRS ton: TCDL: psf Creep Factor. 2.0 A Brg Width = 8.0 Min Req = 1.5 Load Du: Duration: 1.25 4.2 psf Max TC CSI: 0.290 C Brg Width =- Min Req = - Bearing A is a rigid surface. Spad MWFRBCDLS.2 Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.468 Bearing A requires a seat plate. C8C Dist a: 3.00 ft Loc. from end In 9.00 Max Web CSI: 0.046 Maximum Top Chord Forces Per Ply (Ibs) 0.18vot GC 0.18 Wgt: 14.7 lbs Chords Tens.Comp. Wind Duration: 1.60 VIEW 1/e1 19.01.00A.0618.15 A-B 42 -32 Lumber Top chord 2x4 SP #2 Maximum Bat Chord Forces Per Ply (Ibs) Bol chord 2x6 SP 24001-2.0E Chords Tens.Comp. ` Webs 2x4 SP 43 A•C 16 -6 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac: 1.25) Maximum Web Forces Per Ply (Ibs) TC: From 62 plf at 0.00 to 62 plf at 3'00 Webs Tens.Comp. BC: From 14 plf at 0.00 to 14 plf at 3.00 B • C 84 -126 BC: 1474 lb Conc. Load at 1.19 Purlins lieu of structural panels or rigid telling use pudins ln o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. 'WARNING' Pleas,th-ghly review Ne'A.1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) AC"OWLEDGMENr foml. =design parameters and read notes on Ws Tmas Design Drawing(ND)and Ne Spdaly Engineerreference ehwt betas use. Unlaas othewdae sU on the TDD,ody Alpine dorplateaahallbeusedfor NeTDDbbav W.AsaTmes Design Enginaadng Q.e.Spad.1ty Engineer), ihesealonairyTDDrepreseniseneccepMnm oftliepmfeulonelengine..n Manuel Martinez, P.E. respnslbllity forihe design of the single Truss depided on the TOO ody, under TPI-1. The dasignassumpdws, loading wndans, suitabilityenduse of this Trussfor, Bulltling Is the resppibllityditOwner, Ne Ownets authorized egemorNe B.Hdirg Dnaigner, In thercrd. Aft IRC, theIBC, IOW bulldin=, and TPI.1. Theappmval of Ne TDD Indanyrald i1047182 fiheTfuss,indudinghandling.+Hofage,ln,WH,Uon and badrg shell be the respnsNiliry at Ne Building OesigneraM COMador. All notes sat aut in tl�eTDD and the prddices and 4620 Park�ew Dr guideiinesof(he Bdltling Compnent Sa%yldomatiw(BSCI)pNishedby TPland SBCAera afeam ndforgsnealguldanp. TPpl dafnss the rasponsibgitles wtl dudns of the Truss 1)dgner,Spedalty Enginaerend Truss Manufadurer,unlessot,Wry defnedbyaConbadegreatlumninwl,gbyellprtieaimdved.The Smddy Enguceefis NOTNe .St (:loud, FL 34771 au0tlgr®e�igntp,r TssStem EgMlneafnyiIn9lAA carallxed�e�Mas d�fin 41.dAtWNThia�w Job ° I Truss Truss Type 77927 D04G MONO 1ty I Ply 112/23/2019 2558 =4X ri Loading Criteria (Psq Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 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 2x8 SP 24001-1.8E Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 14 plf at 0.00 to 14 plf at 2.56 BC: From 7 plf at 2.56 to 7 plf at 5.00 BC: 1060 lb Conc. Load at 2.56, 4.06 Purlins ln lieu of structural panels or rigid calling use purling o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. SEAT PLATE RED. 5. �- 2'6"12 ---i 1'6° 11°4 -{ 1060# 1060 Code I Misc Criteria Deb/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection In loc Udell L/# Gravity Non -Gravity TPI Sld: 2014 VERT(LL): NA Loa R+ / R- / Rh / Rw l U I RL Rep Factors Used: Varies by Ld C g`ERT(CL): NA D 930 /- /- /- /320 /- FT/RT:10(Ov10(10) HORZ(LL): 0.014 C - - C 1556 I- /- /- 1469 /- Plate Type(s): HORZ(TL): 0.027 C - - Wind reactions based on rJWFRS WAVE Creep Factor. 2.0 D Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.425 C Big Width =- Min Req = - Max BC CSI: 0.537 Bearing D Is a rigid surface. Max Web CSI: 0.100 Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 25.2lbs Chords Tens.Comp. VIEW Ver. 19.01.00A.0618.15 A-B 69 -67 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 21 -9 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 115 -136 TERMS end CONDITIONS CUSTOMER ("BUYER-) ACKNOWI.EDGMENr fom,, or r -oo sheet before use. UNe oth wry stated on be Too, only Npine gmeer),Ihe smloneny TDD,e,no nneccepWnmof Ib,Prcreselonolengmeerin Manuel Martinez, P.E. Iptbnx lmdmg mndwons.oubbatyenduse gf0ls T�, Iw,ny B,Hd,gI,fhe #047182 RC. tee ISC, loml bending wdo end TPI-I. The npp-I offbe Too end e,yg,ld wading Deslgnersnd Confreaor.Nlnmes set omen fheToo end the pradlmsend 4620 ParkView Dr .noedforgenealguldance. TPIFldeI1nesih,onponsiblligesendduflesgf(he T,uss rpon in wnfing by ell p 11l lmdved.The S,ddy Engineer is NOT to S( Cloud, FL 34771 loss Type ury Ply 1Zr2312019 r 2593 77927 DZG COMN 1 3 11" �1 14w 4�L 14N 149M♦ 14N gM♦1'2 r r 12 Y19 �1--T�Y1�r 1T-T-r Y"ru rT'riT� -3x .3. 111.5m ve%6 D E F G H 2 TT 6 2 w P od%12(ATR)a ,%3(R) AlM L N P D td I P 1 11 H 8 3x12 a4xiD(R) .10x1D MH0312 116 SEAT MTE REO. SEAT PIATE REe. c 25'6' i•-'r� )g � ----s'Te 3Bw�rei 1 1d33& 11JgI 11D + Teri' 171 1 1ss1# +sa6& 1115, Loading Criteria(psq Wind Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0'00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 . Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to hr2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bat chord 2x8 SP 24001-1.8E Webs 2x4 SP #3 :W4 2x4 SP #2 :W5 2%4 SP M-30: :W6 2x8 SP 2400f-1.8E: :Lt Level Return 2x4 SP #3: Nallnote Nail Schedule:0.131°x3", min. nails Top Chord: 1 Row @12.00° o.c. Bat Chord: 2 Rows @ 4.00' 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)1/2° bolts may be used for (2) 0.131"x3', min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac. 1.251 Plate Dur.Fac.=1.25) TC: From 62 plf at-2.001c 62 plf at 5.20 TC: From 31 plf at 5.20 to 31 plf at 25.67 BC: From 14 plf at 0.00 to 14 plf at 5.20 BC: From 7 plf at 5.20 to 7 plf at 25.67 TC: 149 Ib Conc. Load at 7.06, 9.19,11.19,13.19 15.19,16.44,18.44,20.44,22.44,24.44 BC: 3897 Ib Conc. Load at 5.20 BC: 17151b Conc. Load at 7.06,18.60 BC: 1637 lb Conc. Load at 9.06,11.06,13.06,15.06 BC: 78 lb Conc. Load at 9.19,11.19,13.19,15.19 16.44.18.44 BC: 1646 Ib Conc. Load at 17.06 BC: 1551 Ib Conc. Load at 20.48 BC: 1546 lb Conc. Load at 22.48,24.44 Code / Mlsc Criteria Defl/CSI Criteria Code: FBC 2017 RES PP Deflection in loc L/defl L/# TPI Std: 2014 VERTILL): 0.283 D 999 361 Rep Factors Used: Yes VERT(CL): 0.523 D 585 241 FTIRT:10(0)/10(10) HORZ(LL): 0.063 C - - PlateType(s): HORZ(TL): 0.117 C - - WAVE, HS Creep Factor. 2.0 Max TC CSI: 0.798 Max BC CSI: 0.594 Max Web CSI: 0.891 Wgt: 537.6IDS VIEW Ver. 19.01.00A.0618.15 Puriins ln lieu of structural panels or rigid Calling use pudins o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7,00 25.67 BC 120 0,15 25.67 Apply pudins to any chords above or below fillers at 24' DC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh IRw /U /RL O 11056 /- !- P 15964 !- P 12351 /- !- /- 15892 !- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 3.1 P Brg Width = 8.0 Min Req = 3.4 Bearings O & P are a dgid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 17 -17 - E-F 38827681 B - C 4017 -7559 F - G 3882 -7681 C - D 4163 -8037 G - H 2512 -5125 D - E 3882 -7681 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -M 6742 -3572 K - J 5296 -2613 M - L 6 52 -3524 J -1 82 -46 L - K 8026 -4160 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-N 0 0 F-K 199 -164 M - C 2099 -1098 K - G 3004 -1598 C-L 1764 -813 G-J 1164 -19% L-D 125 -29 J-H 6138 -3001 D - K 350 -434 H -1 1814 -3595 "WARNING•' Please fhomughly review the -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ACKNOWLEDGMENP foml. Ved etleslgn parameters end read notes on Nis Tess Design DrewNg (rDD) entl Ne apeaelly Engineer reference sheet before use. UNess oNenWsa skt� on Iha TDD, oNy Alpine n MrpleksshallbeusedforfM1eTDDkbevaOd.AseTruuDasignEngi,rearing(.a.SpedalryEnginee)0,esealonanyTOOrep-stssecepknmof0,prefesslonalenglneerin Manuel Martinez, P.E. re ponsibiliry for the design or Ne single Tress tl.plaad. the TDD.Ny, untler WI.I. The design assumptions, kadkg condgons, sW.Wiiry end use of Nls buss for any Bulldhg k the responsibility of"'Owner, the Ownetsauf tIadagent orth.B,Ading Designer,inNemnted of Ne lRC, th.IBC,loralbulldin9vx. nd TPl-1. Thesppmval of Ne T00 end a,ryfeltl #047182 olthe Tress, IntlV4, handling, storage, Inskllatkn and Ig sM1all be Ne responsibility of tM1e Building DeslgnereM Canbaclor. M nakI. set out in Me Too ft WeD.n dces and 4620 ParkVew Dr guldellnes of"iBWd'ug Component Safety lydomladon;SGn published by TPI end S.DA are refarenredfmganerelguidance. TPI-ltlefi W, Mere In llioo a.d tludesof Ne Tress Ddgner,Speclalty Englnevand Tress Manefac ,re unlessoNervwd,fnetlbya Co dagreetlupaninwrlNg by eA PsMas lnvolw;tl. The Sp daffy Engineer is NOT the .St Cloud, FL 34771 Beiltl�kg Designer -Tress System Engineer of any bulldlg. Allcepiklixetl krms ere es tlef edkTPl-1. m 0'a'a A.1 RmITnaw_Ra,r .._Nude hnumn.Nxmrmm.komNnsm uulw,Im,winr.n nm„iuw, nfA.tPmrTna�re Job - imss truss type wry Fry 1UL320Ta 77927 HJ2 HIP_ 2 1 2478 .579 �-1-4.11-{ c ,2 T 4.24 p ®3X4 B T p a7.5X4(R)A I 1 G EE 11I F 1.5%3 0 3%6 vorli Se4T PIATE REQ. 2'11'---(-- 2'8"2--{ 24# Loading Criteria Ipsq Wind Criteria Code I Mlsc Criteria DeIIIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflectlon In loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): -0.021 E 999 360 Loc R+ I R- / Rh I Rw / U / RL BCLL: 0'00 Enclosure: Closed Rep Factors Used: Varies by Ld C VERT(CL):-0.022 E 999 240 F 156 I- /- I- 1358 1- BCDL: 7.00 Risk Category: ll FT/RT:10(Oy10(10) HORZ(LL):-0.021 B - - D 41 /- /- /- /96 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.021 B - - C 6 /-49 /- I- 186 /- Des Ld: 37.00 Mean Height: 25.00 it WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.24fi F ergWidth = 9.5 Min Req = 1.5 Load Duration: 1.25 BCOL: 4.2 psf Max BC CSI: 0.303 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " MWFRS Parallel Dist: 0 to h12 C Brg Width = 1.5 Min Req = - C8C Dist a: 3.00 itMax Web CSI: 0.093 Bearing F is a rigid a dace. Loc. from endwall: NA Wgt:22.41bs Bearing F requires a seat plate. GCpl: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 29 -31 B-C 52 -29 Top chord 2x4 SP#2 Bot chord 2X4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) It Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Special Loads F- E 2 -8 E- D 0 0 -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 0 plf at -2.92 to 61 pif at 0.00 Maximum Web Farces Per Ply (Ibs) TC: From 2 plf at 0.00 to 2 plf at 2.68 Webs Tens.Comp. Webs Tens. Comp. BC: From 2 plf at 0.00 to 2 plf at 2.68 A - G 0 0 B - E 17 -10 TC: -57 lb Conc. Load at 1.29 BC: 24 It, Conc. Load at 1.29 B - F 258 -117 Purlins ln lieu of structural panels or rigid ceiling use pudins o laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 32 0.00 2.68 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 23 irec�%ams en ecceplanm of Ne Pmfessiona".n 1 eeen Manuel Martinez, P.E. weOebatyene usa of ibb Tress fw eer evumna:a me #047182 a aea T 14. The epweval ofine Too am aeyaeie 1n. no ease 5elaulm Cia Too aae lna prdtlices see 4620 ParkView Dr 'dv.d.eTh. Spepfalt EigNeer is NOTine of Ne TNu St Cloud, FL 34771 Ype Vry rry-lu<a,<uia 77927 Z; . HIP_ 1 1 2479 F-1.3" Loading Criteria (pan Wind Criteria Code / Mlsc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ihs) TCLL: 20.00 Wintl Std: ASCE 7.10 Code: FBC 2017 RES PP Defection in loc L/defi L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.065 E 758 360 Loc R.I R- / Rh I Rw / U / RL SCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C Iiq-:RT(CL): -0.066 E 743 240 F 186 /- /• I- /978 /104 BCDL: 7.00 Risk Category: ll FT/RTAO(Oy10(10) HORZ(LL):-0.070 B - - D 68 I- I- 1- /373 /0 Des Ld: 37.00 EXP: C Kt: NA Plate Type(s): HORZ(TL): 0.071 B - - C 27 /-31 /• 1- 158 /- Mean Height:25.00 ft WAVE Creep Factor. 2.0 Wintl reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.359 F Brg Width = 9.5 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.894 D Erg Width = 1.5 Min Req = - Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 C Big Width =1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.228 Beading F is a rigid surface. Loc. from endwall: NA Wgt: 34.3111s Bearing F requires a seal plate. GCPI: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP#2 A-B 29 -31 B-C 69 -20 Bot chord 2x6 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Special Loads F-E 0 -61 E-D 0 0 D0 1 TC(Frromer pf at -2.921toe 61 plf at -000 Maximum Web Forces Per Ply (Ibs) TC: From 2 pllf at -0.00 to 2 plf at 4.09 Webs Tens.Comp. Webs Tens. Comp. BC: From 2plf at 0.00 to 2pit at 4.09 TC: -581b Cone. Load at 1.29 A-G 0 0 B-E 90 0 BC: 24 lb Conc. Load at 1.29 B - F 233 .116 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 49 0.00 4.09 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Left bottom chord exposed to wind. ROOF TRUSSES (-SELLER-), GENERAL TERMS antl CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT• fmm. slg. D s u, Too) antl Im Spetlally ENI-sr rel . sheet before use. UNess olb-mus suds] m die Too, only Alpine a Truss Dear, Englmsm"C,.a. Specially Engsne L the seal m any TDD repres- macceptance of the mstsssimst millnemn Manuel Martinez, P.E. ar NeBddhg Desgn,, inu,ee mdof Ne IRC, the IBC,'ng 1=1 building tact, sin'TPddu Theeppre Iofthe TDDandmyfield ti 047182 nd brechg span be the responsibility of Ihs BuildingDeigneraM Ccmrector. An notesseloudi.Ihe TDDandthep=:and 4620 Park�ew Dr BSCI)puNiabsd by TPI end Beck ere referencedforgenerel guidance. TPI-1 def Neresponsibintles and duties of the T. e^ems otherwise defined byeContracl agreed upon In willing by all Isaias lmroNed. The Spetlaly Engineeris NOT Ne St Cloud, FL 34771 - „rPo y �1,y . ..,,.,.,. 77927 HJ3A HIP_ 1 2482 Loading Criteria (pep Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzb NA Des Ld: 37.00 ..an Height: 25.00 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0,18 Wind Duration: 1.60 .tea i—zs•,p-I Code I Mlsc Criteria all DefIICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): -0.122 E 401 360 Loc R. / R. / Rh l Rw / U I RL Rep Factors Used: Varies by Ld C €ART(CL): -0.132 E 371 240 F 353 /- /- !- [747 1110 FT/RT:10(0u10(10) HORZ(LL):-0.144 B - - D 68 /- !- /- /191 I - Plate Type(s): WAVE HORZ(TL): 0.150 B - - C 69 /- W d b /- d /- /123 MWFRS !- Lumber Top chord 2x4 SP #2 Bot chord 2.4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 61 plf at -2.92 to 61 plf at 4.09 BC: From 14 plf at 0.00 to 14 plf at 4.09 TC: '29 lb Cone. Load at 1.29 BC: 12 lb Cone. Load at 1.29 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 13 0.00 4.09 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Left bottom chord exposed to wind. Creep Factor. 2.0 m reaons ase on F Brg Width = 9.5 Min Req = 1.5 Max TC CSI: 0.593 Max BC CSI: 0.999 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.334 C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Wgt: 32.2 Ibs Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. A-B 53 -56 B-C 92 -51 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 0 -60 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 B-E 93 0 B - F 371 .317 "WARNING" Please alomughly rMAmv Me-A-1ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER rBUYER') ACKNOWLEDGMENT Tom,. Very design paameters and rand notss as Nis Truss Deal, Dawing CMD) and Me Specialty EiS raer reference sheet WMe use. Unless MhMW es slated on Me TOO, only Alpine n ctorplales,heilbeusedforiheTDDlobavalid.AseTrussDesignEngirreering(I.e.SpetlairyEngineer),IhesealonenyTODrepresenbanaaepWnwof,hepafesslonalengineern Manuel Martinez, P.E. responsibility far the designol Me single Tmsa tlepic[ed on Me TDDonly,under TPl-,.Thad,sign,ssumpaons,loadingwnditons,sultabiRyandusadOls Tassforeny Buildingisthe #f Q47162 responsibllily of the Oanar, ere Owners -Mired agent or Me Buidi^g Designer, In the ra 4of Me IRC, Me IBC, local building rude and TPIA. The approval d Me Too and any field eMMe Truss. Inauding handling,guidelines M slorege. installadon and baring shall be Me responsibility pf Me Building pesigner antl ContaCer. All ndee set outin Me TpD and Me pacdces and 4620 ParkVew Dr Deslgnw.Siedalty EEinepe and TrutssaManulac[urer�u^IessCONerwise definetl by edCo tlagreefdupon inrevm'tingby ell paNes invoFsed T,,SpetlaryngllneaMls NOTMe ofNe Truss St Cloud, FL 34771 Building pesigner ar Tr Sysem Engineerdany bulMirg. All opitel'ved as ere as defined In TPI-t. rpe uty r-ly ,4rCOmem 77927 HJ4 HIP_ 1 1 2469 -54# --1'4'S 121.10 --{ C 2 T T 4.24 p v =2X41A1)a � 1N 61.5x4(R)A D SEAT PLATE RED. i 2'e•15 -i 4731 Loading Criteria (pao Wind Criteria Code / Mlsc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In loc Vdeg L#/ Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loa R+ 1 R- I Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C 4'ERT(CL): NA B 192 /- !• /- 1321 I- BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.006 D - - D 57 1-13 I- /• 124 /- EXP: C Kzt: NA Des Ld: 37.00 Plate Type(s): HORZ(TL): 0.006 D - - C 36 1-19 I- /- /39 /- Mean Height: 25.00 It WAVE Creep Factor. 2.0 Wind reactions based on MWFRS : TCDL: psf NCBLoad Max TC CSI: 0.240 B Brg Width = 10.6 Min Req = 1.5 Du Duration: 4.2 psf Load Duration: 1.25 BCDLMWFRS Max BC CSI: 0.168 D Brg Width = 1.5 Min Req = - Parallel Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 _ C Brg Width = 1.5 Min Req = - CSC Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: NA Wgt: 21.0 Its Bearing B requires a seat plate. GCpi: 0.18 Wind Dumlion: 1.60 VIEW Ver. 19.01.00A0618.15 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP#2 A-B 29 -30 B-C 67 -13 Bct chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Special Loads -(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) B-D 0 0 TC: From 0 plat -2.83 to fit plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 Maximum Web Forces Per Ply (Ibs) BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -54 lb Conc. Load at 1.38 Webs Tens.Comp. BC: -2 lb Conc. Load at 1.38 A - E 0 0 Puriins In lieu of structural panels or rigid ceiling use puriins o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.15 4.18 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. -WARNING" Please thomughly reWewthe'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMSend CONDITIONS CUSTOMER('BWER') ACKNOWLEDGMENP form. 'enedesignpamm meMmadno1,son Nis Tmss Design Drawing(rDD)and Ne SmdattyEngineermfemncesheetbeforeuse.UNessoNeW.stated an to Ton, only Alpine ,nndmpletesahall be usadr". TODtobe valid. Asa Tmas Design FJgineedrg p.e. Spedelry Engineer), Ne seal on any Too reresen pts en a-atence MNin a Anal-boalenila-Manuel Martinez, P.E. sppnalbllity for the design of N, sing?, Truss deplded on the Too only, under TPI-t. The design easumptbns, bading condN...... lrablliry and use of Nls Truss for any Building is Na )sXnsibility of the 0. O+mer's euthodxed a gent or Ne B10ding Designer, in the conleM of the IRC, to IBC, ?oral buildIng code and TPI-1. The approval of via Too and any fled #047182 ae ofthe Tmss, induding handling. Manage. InsbOatlonand bade shall W the reaponslbllity,l Na BWI&g Dglgn-W Conbad All notes set outb Ne TOO and Ne padbes end 4620 ParkView Dr uldelines pfiha Buidbg Component Safety lnfomatlon(BSCI) puNished by TPl and SBCAere referenced fargenealguldarwe. TaMdefinea Neasponsibilili s .ddurw&Ne T. adgnen Spedalry Ergiaearend Tmas MaoVdurer,unlass otherwise defined by a Conwadogreed upon b writing byeg paNes loval.d. The Spadalty Englreer is NOT Na St Cloud, FL 34771 a m TTIn 1112 O"IMr. S�mRErmmine��l eN'Nbul�in�. AA cepVlUf tl�le�reMaa��,finM I�TPN. m n - v ma mm. I nr •n �wmeeim ryAIRMITnL[MR. s type vry 7 wesimla 77927 HJ5 HIP_ 1 1 2559 Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 fl Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 0 plf at -2.83 to 61 plf at -0.00 TC: From 2 pit at -0.00 to 2 plf at 3.06 BC: From 2 plf at 0.00 to 2 plf at 3.06 TC: -6 lb Conc. Load at 1.38 SC: 12 lb Conc. Load at 1.38 Purlins In lieu of structural panels or dgid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Starl(fl) End(ft) BC 35 0.15 3.06 Apply purlins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. _7 f--1'4*8 1.8.3 -� C 12 TT 4.24 2 =2X4(A,) B 1 iV m1.5X4(R)A D -117-{ SEAT PLATE RISC. i Z9115 i-3'0'12 i 12# Code l Misc Criteria De01CS1 Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection to loc Udell L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): NA Loc R./ R- / Rh / Rw / U / RL Rep Factors Used: Vedas by Ld C VERT(CL): NA B 168 /- A A 1258 !- FT/RT:10(o)/1000) HORZ(LL):-0.002 D - - D 35 /-8 !- /- 121 /- Plate Type(s): HORZ(TL): 0.002 D - - C 19 /-15 /- /- 144 /- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.225 B Brg Width =10.6 Min Req = 1.5 Me z BC CSI: 0.086 D Brg Width =1.5 Min Req = - Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - - Bearing B is a rigid surface. Wgt: 18.2 lbs Bearing B requires a seat plate. VIEW Ver. 19.01.00A0618.15 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. ChoMs Tens. Comp. A-B 29 -30 B-C 49 -15 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 s Ux,rmgh1yreviewlhe'A-1 ROOF TRUSSES (°SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT- farts. Idreadsolesan Nis Truss Design Dm ,gfmD)aMthe SpedaltyEngineerreferencesM1 tbeforeuse.UNessothenvmslatedmt5e TDD,only Npine ad for the TDD to Im valid. As a buss Design Eng'ureer0lg (W. SNd,lty Engineer), Ne seal on any TDD represents m -pianm of the prefesAmA mgineed & the single Truss d,11d on Ne TDD o*. under 71-1. The design --pit m. loading conditions, suitaNlily end use of Nis Truss 1wmy Bwlding Is the the Own mt..daaentor Ne aal-Desloner. tithe mnteH of lhn IRG McIRC.loril hulldinn mda nM TPI.1. 1aen-11-TOOand env field Manuel Martinez, P.E. # 047182 4620 ParkVieW Dr St Cloud, FL 34771 ype 3 rly �u<si<uie 77927 HJ7 HIP_ 3 1 2a71 F 2 1'48-�-21-15 1-! J- 25'15 2'g•ig-I D 12 4.24 2 ®3X4 C a2X4(A1)B 1 a a1.5xd(R)A G F E 1.5X4 �1 S_ PUTS REo. F--2715 1 9-1011 -1 } -2p 1 151p Loading Criteria (ps0 Wind Criteria Code! Mlsc Criteria Deb/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.527 F 220 360 Lee R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C stRT(CL): 0.428 F 271 240 B 337 /- I- !- /620 I- BCDL: 7.00 Risk Category: ll FT/RTAO(Ov10(10) HORZ(LL):-0.102 C - E 211 /- A 1- 1271 1- F�CP: C Kzt: NA Des Ld: 37.00 Plate Type(s): HORZ(TL): 0.105 C - - D 151 /- !- !- /174 Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.553 B Brg Width = 10.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.999 E Brg Width = 1.5 Min Req = - Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 D g Width Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.490 Beading 8 is a rigidsurface. Loc. from end- 1: NA Wgt: 43.41bs Bearing 8 requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 Lumber VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chards Tens. Comp. Top chord 2x4 SP 240 E A-B C-D 88 -71 Bol chord 2x4 SP 2400f-2.0(-2.0E B - C 1129 06 --30 680 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads -(Lumber Dur.Fac =1.25l Plate Dur.Fac.=1.25) B - G 629 -979 F - E 0 0 TC: From 0 pit at -2.83 to 61 pit at 0.00 G - F 609 -9W TC: From 2 pit at 0.00 to 2 pIf at 9.84 BC: From 2 pIf at 0.00 to 2 pit at 9.84 Maximum Web Forces Per Ply (Ibs) TC: .54 lb Cone. Load at 1.38 Webs Tens.Comp. Webs Tens. Comp. TC: 109 Ib Conc. Load at4.21 TC: 244 Ib Conc. Load at 7.03 A - H 0 0 C - F 1010 -647 SC: -2 Ib Conc. Load at 1.38 G - C 273 -385 BC: 80 lb Conc. Load at 4.21 BC: 151 lb Conc. Load at 7.03 ' 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 76 0.15 9.84 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. "WARNING" Please thoroughly reMmthe'A-1 ROOF TRUSSESCSELLER'7, GENERAL TERMS and CONDITIONS CUSTOMER(BUYER•I AC"OWLEDGMENT' form, ringQ SpedalryEngin 2diesealonairyTOOrepresentsanaaeptanmMNeprofessi�nalenglneedn I Manuel Martinez, P.E. TPI.1. The design assumpdms, Imding mndI— suitablfty and use of this Tmss F. eery Building Is Me sr, in the context of Ne IRC,MeIBe, local bugding code end TPl-1. The approval of Me TDD end enyfieltl #047182 Iwnsibltity of the Building D.Ignerand COMadan Aff rwtes sd out in ft TDD end Ne precdces eM 4620 Park�ew Dr la SBCAarereferenmdfargene 1VWanm. TPI-1deMeatheresponsibigdesand tluges of the True by.C_dagrmtlupon Idngby.11Wesinvohred. The Sixilty Engineeris NOT Me St Cloud, FL 34771 IJob r Truss Truss Type Qty Ply 1223/2019 77927 HRA HIP_ 1 1 2aao 7U4 86% axis �__nr'o E t 2 4.24 p %1.SM D a 1.5%4C I n r•2Xi(Al 1 a a1.5Xd(RIA 01.5X4 G F H �i.$Xg SEAT I-ni REG. -T9'15 9'10'1 � F 1'd'8-1--T9'15 29'15 8aY � ta3# Loading Criteria (pan Wind Criteria Code / Mlsc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl LI# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): -0.388 G 247 36C LOG R+ / R- / Rh l Rw I U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C ggRT(CL): 0.249 G 386 240 H 479 /- 1- /- I7267 /- BCDL: 7.00 Risk Category: Il FT/RT:10(Ou10(10) HORZ(LL):-0.098D - - F 117 P /- /- I119 /- EXP: C Kzt: NA Plate Type(s): - HORZ(TL): 0.100 D - - E 109 /- /- /- /132 !- Des Ld: 37.00 Mean Height: 25.00 it WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TCCSI: 0.838 H Brg Width = 11.3 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 sf p " Maz BC CS 0.993 F Brg Width = 1.5 Min Req = - Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 E BigWidth = 1.5 Min Req = - C8C Dist a: 3.00 ft Max Web CSI: 0.993 Bearing H Is a rigid surface. Lod from endwall: NA Wgt: 42.7 lbs Bearing H requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (lb s) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP#2 A-B 29 -30 C-D 142 -139 Bol chord 2x4 SP#2 B-C 132 -107 D-E 39 -44 Webs 2,6 SP #2 : W2 2x4 SP #3: :It Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads -(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) B-H 116 -128 G-F 0 0 TC: From 0 plf at -2.83 to 61 plf at 0.00 H - G 100 -91 TC: From 2'plf at 0.00 to 2 plf at 9.84 BC: From 2 plfat 0.00 to 2 plf at 9.84 Maximum Web Forces Per Ply (Ibs) TC: 761b Cone. Load at 1.38 TC: 861b Cone. Load at 4.21 Webs Tens.Comp. Webs Tens. Comp. TC:.206 lb Cone. Load at 7.03 A-1 0 0 D-G 104 -121 BC: 82 Ib Cone. Load at 1.38 C - H 533 -223 SC: -3lb Cone, Load at 4.21 BC: 122 It, Core. Load at 7.03 Purlins 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 108 0.00 9.84 Apply purling to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. iso iho-ghly review Ihe'A.1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. and read notes on Nis Truss Design D.w q MD) and the SpaGalry Engineer reference sheet before use. Unless o Wa, staled on did MD. only Alpine usetlfa the Too. Wvalid. As a Truss Design Engineering(.,.Specalry Engineer), Ne seal dnay TOD represents an aaeptance of iha pmlesslonal engineedn Manuel Martinez, P.E. I�ihs O+me9's authodzeCiegent orNe BuOding DevagnerP,hNe acorrtetl of Me IRC,tW IBC, loaial building c,de aM PldA. The pp� Iofihe TODI,.d,ayfield 4047182 1ComponnenlSefay inbnnlieoon(esCI)puNisheecy Pledd SBCAareretereniced "�generelguld8"" TPl- defines the russpo sibialitlso Bad d lias ocfM, Trudss 4620 ParkView Dr antl Truss ManViacWrer, unless oftWae defined by, Come a greed upon in writng byell panties Nvdved. The Sioadlly Engineer is NOT Is St Cloud, FL 34771 System Engineer of any Wilding. Aa ppltal@ad tans ere az defined in PI-1. Job Truss Type Qty Ply 1223/2019 ' 7 77927 A02 HIPS I 1 I 1 1 2502 30'8• 8'8'131 EH0510 E4X6 s4X4 =4X6 =3X4 =3X4 �SXg '3X4 12 D E F T2 G H 1 J T2 K T 63X6 g(A 1) a4X6(D T y3X3 (a) T e U T O a)W8 L o 1 Lx A tg ppg AC AA ZY WNX S R 7F8 xi =4X10 =H0510 P O N M 84 1 tltl 64X6(R) e5X6 -7X8 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. 14' } 41714 {-2'=` 19018 48 11'4'12 48 1T11'12 } 8'10'14--{ 48'6'14 Loading Criteria (ps0 Wind Criteria Code I Mlso Criteria Deg/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sld: 2014 VERT(I-Q: 0.265 1 999 360 Loc R+ / R- / Rh ! R. / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.502 1 979 245 B - /-908 /• l460 1477 /238 BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL): 0.042 M - - AC 3112 1- /- /1657 /1645 I- EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 (TLY 0.081 M - - L 1378 /- /- 1808 1740NCB/- ..anHeight: 25.00 ItHORZ WAVE, HS Creep Factor. 2.0 -. Wind reactions based on MWFRS BCDL: 5.2 psf Max TC CSI: 0.793 B Brg Width = 8.0 Min Req = 1.5 Load Du: tion: Load Duration: 1.25 BCDL: 4.2 psf MeBC CS'0.998 AC .Brg Width = 8.0 Min Req = 3.7 Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 L. Brg Width =- Min Req = - C&C Dist a: 4.86 ft Max Web CS': 0.960 Bearings B & AC are a rigid surface. Loc. from endwall: not in 6.50 Wgt: 285.6 Ibs Bearings B & AC require a seat plate. GCpI: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP M-30 :T2 2x4 SP #2: A- B 50-0 G- H 22311 -3056 Bot chord 2x4 SP#2:B42x6 SP#2: B - C 2327 1462 H -1 223-3056 Webs 2x4 SP #3 :W8 2x4 SP #2: C-D 1804 -1462 I-J 2010 - :Ll Level Return 2x4 SP#3: D-E 417 -305 J -K 1ga5 -2675 2632 E - F 1429 -1856 K - L 1731 •2487 Bracing F-G 1429 -1856 (a) Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply (Ibs) Plating Notes Chords Tans.Comp. Chards Tens. Comp. All plates are 1.5X4 except as noted. B -AA 1399 -2032 T - Q 3062 -19D9 Purim AA-Z . 45 •66 S-R 0 0 In lieu of structural panels or rigid calling use pudins Y - W 1314 -1682 R - P 67 -39 to laterally brace chords as follows: Z - X 33 -44 P - 0 2655 -1676 Chord Spacing(in oc) Start(ft) End(ft) W-U 1324 -1706 O-N 2130 -1372 TC 24 9.00 39.67 X - V 0 0 N - M 2131 -1372 BC 42 0.15 9.90 U-T 433 -183 M-L 2124 -1370 BC 51 9.90 21.83 BC 62 21.83 48.57 Maximum Web Forces Per Ply (Ibs) Apply pudins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Camp. at 24' OC unless shown otherwise above. A -AB 0 0 T-G 1039 -1533 Hangers l Ties C-AA 866-1152 G-Q 637 -348 (J) Hanger Support Required, by others C-Y 701 -296 Q -R 94 0 AA-Y 1905-2759 Q-I 409 -233 Wind D-Y 1509 -2446 Q-P Z707 -1709 Wind loads based on MWFRS with additional C&C member design. D - U 2519 -1724 I - P 475 -578 Left bottom chord exposed to wind. Y-Z 337 -270 P-J 50 -54 W-X 210 -281 J-O 342 -364 Additional Notes U - E 1038 -1419 O - K 634 -468 Negative reaction(s) of-908# MAX. from a non -wind load case requires uplift E -T 1816 -1193 M - K 322 -40 connection. See Maximum Reactions. F-T 211 -230 WARNING: Furnish a copy of this DWG to the installation contractor. Special care most be taken during handling, shipping and installation of trusses. See 'WARNING' note below. "WARNING- Please, thoroughly review the-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS entl CONDITIONS CUSTOMER ( -BUYER -)ACKNOWLEDGMENT' form. Vanedesignparametersendread notesonthis Trussp ign Drawing(MD)entl Ne SpedaltyErginearreferenceshellbeforeuse.UNass e,tMrvAsa sfatetlon Ne TDD,only Npne rtor plates shall Ea used foriha TpO to Da valid. AsaTruss Design Engineenng(.e. Spetlalty Engineer), Me seal reap¢nslbility for the tledgn of the single Truss tlepidetl on Ne TOO ONy, untler TPl-1. The design assom g an any T00 represents an accep`d-0fihapmf'aeVlengineenn mntlltlong ebi use of W¢Tmss forany Buil Manuel Martinez, P.E. 4047182 d TPII- responsibility olthe Owner, Ne Owners eulhorizetl agent or Ne Bugtling pesigner, in Ne mnteno/Ne IRC, MaIBC, localbuildingcode91 iase The approval olihe TDD and any fieltl C. Me ISO.l ced rd as fi. asfNeTmss,indudinghantlling,storage, insWladenandWatlngshallby'rPl.ponsiMitya(feniaeiigDesynligudContra inihaTDDantlNepraSresantl 4620ParkUewDr guWdines of the Building Component Safetylnfarmatlon(as PI-1dotassetout Cn published by TPl entl SBCA are referenredfargeneml guidance. TPI-1 tlefires Ne responsibiWes entl dales of Ne Truss Dedgner,Speclelty Ergireeraad Truss ManulacWrer, unless otheiwisedefined Eye Contradagreetl upon in writing byall parties involvetl. TheSpad,ny Enginearis NOTlhe St Cloud, FL 34771 BUIItl tee�igneepor Truss System Engine¢rof airybullring. Maptameat=ereas definedin 111. m-aMTnuuv-a„m�rixavnNnueem�mwtl.Inanvlmm.krvNulYtMWihvnma wmnn wmlu�m,na-f amtmiwe Job I maS Truss Type 77927 HJ7B HIP_ 1ty I Ply 1121231211111 2615 mra ama F nre�-rals---i--za•,s�rs-,o-{ ` E F Ixa p t,.No° HB 3'69 1 •01(A, 1 I H F11� --9Yta + ,fibtl tr1A Loading Criteria (psn Wind Criteria Code I Misc Criteria Deg/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sld: 2014 VERT(LL): -0.314 H 132 360 LOC R+ / R- / Rh / R. l U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C @�RT(CL):.0.322 H 129 240 H 911 1- /- 1- /3215 I- BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.149 D - - H 139 /-24 /- 11098 1- I- EXP: C Kzt: NA Des Ld: 37.00 Plate Type(s): HORZ(TL): 0.151 D - F 46 /- /- /104 1- Mean Height: 25.00 ft WAVE Creep Factor. 2.0 E 29 / /_ /42 1 / NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.439 Wind reactions based on MWFRS Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.748 H Erg Width = 5.7 Min Req = 1.5 C&C Dist a: 3.00 ft H Brg Width = 5.7 Max Web CSI: 0.322 F Brg Width =1.5 Min Req = 1.5 Min Req = - Loc. from endwall: not in 4.50 Wgt 47.6 Ibs E Brg Width = 1.5 Min Req = - GCpI: 0.18 Bearings H & H are a rigid surface. Wind Duration: 1.60 VIEW Ver. 19.01.00A.08.1561Bearings H & H require a seat plate. Lumber Maximum Top Chord Forces Per Ply (Ibs) Top chord 2x4 SP M-30 Chords Tens.Comp. Chords Tens. Comp. Sot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 :W1 2x6 SP #2: A _ B 29 _30 C - D 11 -37 :Lt Level Return2x4 SP#3: B-C 838-1893 D-E 98 -65 Special Loads Maximum Sot Chord Forces Per Ply (Ibs) -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) Chords Tens.Comp. Chords Tens. Comp. TC: From 0 pit at .2.83 to 61 plf at -0.00 TC: From 2 pit at -0.00 to 2 pit at 9.84 B - H 3444 -1533 G - F 0 0 BC: From 2 plf at 0.00 to 2 plf at 9.84 H - G 3006 -1329 TC: 2071b Cone. Load at 1.38 TC: 861b Conc. Load at 4.21 Maximum Web Forces Per Ply (Ibs) TC: 206 Ib Conc. Load at 7.38 03 BC: 166 lb Conc. Load at 1. Webs Tens.Comp. Webs Tens. Comp. BC: 43 lb Conc. Load at 4.21 A -1 0 0 C - G 759 -1708 BC: 40 lb Conc. Load at 4.21 BC: 122 lb Conc. Load at 7.03 H - C 1725 -805 D - G 348 -210 Purlins In lieu of structural panels or rigid Calling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.84 Apply purilns to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Please to=ghly mVm the'A-1 ROOF TRUSSES ('SELLER-). GENERALTERMS end CONDRIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form. lers antl read rwtes on tlJs Trvss Design Dnxwino fiDDl antl the SoetlalN Enalronrnalemnae Nrot M/nm uxe UNess othervrise siatetl an Ne TOD anNAlpine Drepresentaan-planceof Nepmfessionalenginaedn Manuel Martinez, P.E. itebllityanduse&t 1s Tnt fprany Building Is the wtleantl TPIA. Theapprevalofi TDDendanyfeld #047182 tor. All notes setom m the TDDandibep,p ,and 4620 ParkVlew Dr of as e'. SpetlaltypEnglnleerls i OTft m'�a Trey' St Cloud, FL 34771 Job ' Truss Truss Type CityPly 1223/2019 2547 77927 J1 I JACK 11 1 12 6 B T ti 3X4(B 1) A in C Loading Criteria (osp Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES TCDL: 10.00 Speed: 160 mph TIP[ Std: 2014 BCLL: 0'00 Enclosure: Closed Rep Factors Used: Yes, BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(.): Des Ld: 37.00 Mean Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 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 Lumber Top chord 2x4 SP #2 got chord 2x4 SP #2 Puriins In lieu of structural panels or rigid ceiling use puriins to aterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 23 0.00 1.88 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design "WARNING" Please thorauahN ravlew llhe'A-1 1 r 10"8 De0/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell LN Gravity Non -Gravity VERT(LL): NA Loc R+ / R- I Rh / Rw I U / RL VERT(CL): NA A 72 /- I- 144 124 /67 HORZ(LL):-0.001 C - - C 31 /- /- /16 /2 /- HORZ(TL): 0.001 C - - B 54 /- /- /39 f71 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.128 A Brg Width = 1.5 Max BC CSI: 0,055 C Brg Width = 1.5 Max Web CSI: 0.000 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 7.0 Its Chords Tens.Comp. VIEW Ver. 19.01.00A.0618.15 A-B 24 -91 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 mm 11, Too, only'Pina e. Meprofeesloaalangiaeedn Manuel Martinez, P.E. "'rcreayawama�eme 4047182 T1 mma mo aaa aayrew oo aad me Prealaae aaa 4620 ParkUew Dr vl des end dWes of Ne Truss ,in.. NOTlhe St Cloud, FL 34771 77927 1 EJACt ypa 3y 11y I I�za,�u,a 2731 T V7 1 C 12 6 p �3X4 B (V 1.SX3(R) A 3 1 1 F E D � 1.SX4 Ig3X6 f1 SEAT PLATE REQ. �— 2-0"12 — i V11 "4 --{ Loading Criteria (p q Wind Criteria Code / Mlsc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(Oy10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 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 42 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Pudins In lieu of structural panels or rigid ceiling use purtins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 23 0.00 1.94 Apply pur ins to any chords above or below fillers at 24. OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design Please NbmugNy review me-A-1 tars and read notes an ibis Truss D DeB/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Lldefl L/# Gravity Non -Gravity VERT(LL): -0.004 E 999 360 Loc R+ 1 R- / Rh / Rw / U / RL VERT(CL):-0.005 E 999 240 F 246 1- /- /217 /108 1130 HORZ(LL):-0.005 B - - D 30 1- /- 143 /66 1- HORZ(TL): 0.006 B - - C 11 /- /- /51 151 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.507 F Big Width = 7.3 Min Req = 1.5 Max BC CSI: 0.130 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.140 C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Wgt: 18.2 lbs Bearing F requires a seat plate. VIEW Ver. 19.01.00XO618.15 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 52 0 B-C 28 -49 ang snail byW riI,d SB 0Airy oiq, a'd g eeslg W,i Cbnl2�Mor. All notes set ISCI)Wbllsbed by TPl entl SBCA are reterenasd lagenerel guide. TPI-1 deflms Ne ,ss oNenvlse tlefinetl bye Cbntrecl agreed upon inwdting by e0 parties invdved. ThaSpa M raWtallzW lertns are es d� ed N TP41. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 56 -205 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 B-E 282 -75 B - F 250 -236 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Job ' Truss Tmss Type City I Ply 1 12/23/2019 77927 J3 EJAC 4 1 2622 C s—PUTS REO. l---2'0°12 -}- 2-11.4--� Loading Criteria (a ri Wind Criteria Code / Mise Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sld: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(Ou10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 ..an Height: 25.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from an wall:. 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 :Lt Level Return 2x4 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) 8C 35 0.00 2.94 Apply pudins to any chords above or below fillers - at 24° OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Left bottom chord exposed to wind. Defi/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection In loc Udell L## Gravity Non -Gravity VERT(LL): 0.035 E 998 360 Loc R+ / R- I Rh I Rw I U / RL VERT(CL): 0.043 E 814 240 F 265 /- I- /220 1206 1258 HORZ(LL): 0.068 C - - D 48 /- I- 1221 /171 P HORZ(TL): 0.075 C - - C 58 /- /- 129 161 !- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.507 F Brg Width = 7.3 Min Req = 1.5 Max BC CSI: 0.640 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.363 C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Wgt: 26.61bs Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.:15j Chords Tens.Comp. Chords Tens. Comp. A-B 52 0 B-C 26 -99 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 146 -352 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- G 0 0 B- E 707 -284 B - F 217 -400 I,— jin..m Manuel Martinez, P.E. eld # 047182 .^d 4620 ParkView Dr Truss St Cloud, FL 34771 Job N55 77927 J3A Truss Type Oty I Ply 1 12/23/2019 2743 EJAC 1 1 Ts 1.5X3(F Ts Loading Criteria (psp Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: ll EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 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 C T M O 1 M 1 O N SEAT PLATE REQ. i 2, -3- Code I Mlsc Criteria Deg/CSI Criteria 1 ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection In loc Udefl L#1 Gravity Non -Gravity TPI Std: 2014 VERT(LL): NA Loc R+ I R- I Rh I RW I U / RL Rep Factors Used: Yes VERT(CL): NA B 273 !- I- /261 1191 /167 FT/RT:10(Ov10(10) HORZ(LL): 0.002 D - D 41 /- /- 128 /8 /- PlateType(s): HORZ(TL): 0.003 D - - C 56 /- /- /29 176 /- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.471 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.110 D Brg Width =1.5 Min Req = - Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Wgt: 15.4 Ibs Bearing B requires a seat plate. VIEW Ver. 19.01.00A.0618.15 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. Lumber Top chord 2x4 SP#2 A-B 50 0 B-C 25 -77 Bol chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purlins In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) Be 34 0.15 3.00 Webs Tens.Comp. Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" ROOF TRUSSES rSELLER'1. GENERAL am. ai TPI-1 d i. a�d. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 JOD IN55 INBa Iype ury Yly IULJILUIB 77927 J5 JACK �� 2531 T 1.5X3(F SEAT PLATE REQ. 2' -Ii 5- Loading Criteria (e ri W rid Criteria Code / Mlsc Criteria DefVCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non-Gravily TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Luc R+ / R- I Rh I Rw l U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 333 /- !• 1288 1209 /241 SCDL: 7.00 Risk Category: ll FT/RT:10(0y10(10) HORZ(LL): -0.005 D - - D 76 /- I- 136 /- I- Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.006 D - - C 123 /- I- 180 /158 1- Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.508 B Erg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 psf Max BC CSI: 0.0 D Big Width = 1.5 Min Req = - Spacing: 24.0' MWFRS Parallel MWFRS Parallel Dist: 0 to h/2 C Big Width = 1.5 Min Req = - C&C Dist a: 3.00 ft Max Web CSI: 0.00000 Bearing B is a rigid surface. Loc. from endwall: not in 9.00 Wgt. 21.0 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP#2 A-B 50 0 B-C 55 -138 Bot chord 2x4 SP #2 :Lt Level Retum 2x4 SP #3: Maximum Bo"Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purlins In lieu of structural panels or rigid ceiling use pur ins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft)Maximum End(ft) Web Forces Per Ply (Ibs(ft) ) BC 58 0.15 5.00 Webs Tens.Comp. Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENr teen. 'meters end read notes on this Truss Design Drewing (TOO) and the Spectaly Engineer referee sheet Wars use. Unless othervAse sueuxi an Ne TOO, any Alpine stall be usetl for the TDD to be valitl. Asa Truss Design Erpineedng g.e. Spedelry Erglneerl, the seal on any TDO rePesanU an aoapgnm of Me prefessional engineedn Manuel MarlP.E. the design a Ills single TmssdepictsdontheTODOdy,underW1-1.Thedeslgnessump0one,loadingmnditions,su0eb111tyenduseof WSTmssforany Buildinglsthe #047162 he Owner, the Ovmeh authorized agentar the BuOding Designer, In Me mnteriaftha IRD, Na IBC, torsi bulltling cotle antl TPI.1. The eppreval of the TDD and enyfeld indudin9 handling, storage, Installation end b—ing shall be the responsiblliy of the Building Designer end CentraMr. M notes set out In the TOO end the practices end 4620 ParkView Dr Building ComponentSafeylnfonna0on(BSCI) pulbshed by TPI and SSCAere nen—needforgeneral guldens. TPI-tdefnes Nerespon,ubitlesanddutles ofthe Truss ItyEnginser end Truss Manufadurer,.unless othew,se definetl byaConlrect agreed upm in wdOngby all paNes Involved. The Spedalty Engineer is NOT the St Cloud, FL 34771 ype trry �iuzsrzuas 77927 J7 EJAC S 1ry 2472 SEAT PLATE RED. E- - 2- 1 Loading Criteria (peq . Wind Criteria Code I Mlsc Criteria TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(Oyl 0(10) FXP: C K& NA Plate Type(s): Des Ld: 37.00 ..an Height: 25.00 It WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from .rdwall: not In 4.50 GCpi: 0,18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Purllns ln lieu of stmctural panels or rigid ceiling use puriins o Iatemlly brace chords as follows: Chord Spacmg(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design Pleas. thamughly.,d—the -A-1 ROOF TRUSSES ('SELLER'), GENERALTERMS and tars and read notes on }his Truss Design Drawing (rDD) end the Specialty Enginaarrefereaoa be used far Na Too to be valid. As a Truss Design Engineering q.e. Speddly Engineer), the 1, dan of tM anale Truss derided on In. MD oNv. urMer TPI-1. TM1. tledon xcsumminns. Ina 7- DeflICSI Criteria A Maximum Reactions (Ibs) PP Deflection in Joe Udefl L/# Gravity Non -Gravity VERT(LL): NA Loc R. / R- I Rh l R. I U / RL VERT(CL): NA B 402 /- /- 1328 1238 1315 HORZ(LL):-0.020 D - - D 110 /- /- /52 /3 /- HORZ(TL): 0.024 D - - C 1a3 /- /- /125 1232 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.820 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.441 D BrigWidth = 1.5 Min Req = - Max Web CSI: 0.000 C Erg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 28.0 Ibs Bearing B requires a seat plate. VIEW Ver. 19.01.00AOfi18.15 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 50 0 B-C 82 -179 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 lullding Designer and coni2dm. All notes set out incedforgeneralguidence. TPI-tdefinaa Neres upon in wiring by eg pan). inwived. Mn, Spedal Manuel Martini, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 IJob ' T 77927 J7Auss Truss Type Oty Ply 12/23/2019 EJAC 120 11 2621 94 1_ SEAJT PLATE RED. f ��1 f --- T 1 T -1 Loading Criteria (pan Wind Criteria Code / Misc Criteria Deg/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.048 G 329 360 Loc R+ / R- / Rh / Rw / U / RL / BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL):-0.078 G 205 240 G 486 /- I- /431 /273 /315 BCDL: 7.00 Risk Category: If FT/RT:10(Ov10(10) HORZ(LL): 0.028 C - - E 78 !- /- /51 117 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.036 C - - D 149 /92 1188 1- Des Ld: 37.00 Mean Height: 25.00 If WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.588 G Brg Width = Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 sf P Max BC CSI: 0.358 E ErgWidth = I .5 Min Req = - Spacing: 24.0 ° MWFRS Parallel Dist: 0lo h/2 D Brg Width = 1.5 Min Req = - C&C Dist a: 3.00 It Max Web CSI: 0.134 Bearing G is a rigid surface. Loc. from endwall: not in 9.00 Wgt: 32.91bs Bearing G requires s seal plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW "a,.19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP#2 got chord 2x4 SP#2 A -B 51 0 C-D 66 -169 B-C 421 -691 Webs 2x6 SP #2:W2 2x4 SP 93: :Lt Level Return 2x4 SP #3: - Maximum got Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use puriins B - G 762 -412 F - E 0 0 to laterally brace chords as follows: G - F 319 -292 Chord Spacing(in oc) Start(ft) End(ft) BC 75 - 0.00 7.00 Maximum Web Forces Per Ply (Ibs) Apply pudins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24' OC unless shown otherwise above. A -H 0 0 C-F 341 -367 Wind.49 nd G-C 676 9 Wind loads based on MWFRS with additional C&C member design -WARNING- Please Npmughly review Ne-A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER redsdesignParametersandreadnotesonthisTrussDesignDm g(FDD)andNeSpeciallyEngineerW—nmsheetbef�reuse.UN— od anneclor pales eheli be used W ate Too W be valid. Ag a Truss Design Etginmdtg (I.e. Spe laity Erglneer), Ne seal on airy Too reprev ;- - ACKNOWLEDGMENT' farts. Manuel Martinez, P.E. 4047182 4620 ParkView Dr St Cloud, FL 34771 77927 J7T I EJACype I sy I 1y I ......... 3050 D SEAT PLATE REQ. �--2' } 3'0.2 -t{ 3'10.6--i � T j Loading Criteria (p ri Wind Criteria Code / Mlsc Criteria DeD/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 20.00 Wind Std: ASCE 7-10 Code: F13C 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.219 F 376 360 Loc R+ / R- I Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.261 F 314 240 B 402 P I- /328 1238 /315 BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.110 G - - E 86 !- 1- !45 /it /0 Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.129 G - - D 191 I- I- /132 1225 !- Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS , NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.368 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0. E Big Width = 1.5 Min Req = - Spacing:24.0' MWFRS Parallel Dist: 0lo h12 D Erg Width = 1.5 Min Req = - C8C Dist a: 3.00 ft Max Web CSI: 0.282 282 Bearing B is a rigid surface. Loc. from endwall: not in 9.00 Wgt: 35.0 Ibs Bearing B requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP 0f-2.OE B A - B 50 -10 -C 0 57 C-D 85 -163 Sot chord 2x4 SP M-3-30 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes (++) This plate works for both Joints covered. B- H 47 -61 H- F 0 0 C - G 112 0 G - E 0 0 Purlins In lieu of structural panels or rigid ceiling use puriins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.15 2.86 A- I 0 0 G - H 70 .13 BC 50 2.86 7.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design -WARNING- Please ft.,Ny review the-A-1 ROOF TRUSSES(-SELLEW), GENERAL TERMSand nd OreGng sha0 Oe the respanslbll;ty IN Ne 6u11Chg GeslgneraM ConbaetM. All notes set 3SGI) uUishedby TPland SBCAerereferenredfmgener INIleira. TPFldefines Ne ess olhe-Is defined a/ a Convect agreed upon in witing byall paNes Involved. The Spe AD ®pldlbad terms are as defined in TPI-i. zo lineedn Manuel Martinez, P.E. m # 041182 end 4620 ParkView Dr Tnee St Cloud, FL 34771 ' Job • Truss Truss Type City Ply 77927 M01 I MONO 12 I 1 12/23/2019 2490 Loading Criteria (mq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 9.001 GCpi: 0.18 Wind Duration: 1.60 I1 �1� j 2---i Code / Misc Criteria DeB/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Lldefl L14 Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.005 F 999 360 Loc R+ I R. / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.006 F 999 240 E 532 /- I- 1430 /336 /335 FT/RT:10(0)/10(10) HORZ(LL):-0.016 C - - D - /-178 /- 1185 /403 (- Plate Type(s): HORZ(TL): 0.018 C - - Wind reactors based on MWFRS WAVE Creep Factor: 2.0 E Brg Width =1.5 Min Req = 1.5 ' Max TC CSI: 0.544 D Brg Width=- Min Req=- Max BC CSI: 0.048 Bearing E is a rigid surface. Max Web CSI: 0.340 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 43.4 Ibs A-B 52 0 B-C 161 -117 VIEWVer. 19.01.00A.0618.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Puriins ln lieu of structural panels or rigid ceiling use puriins o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 44 0.00 3.63 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. 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. Left cantilever is exposed to wind Additional Notes Negative reaction(s) of -178# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. "WARNING^ Pleas. fbom lihlyreWew -A-1 'e N desi.n oa2malers end —d nabs on Nis Tmss M M Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 116 -102 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 E-C 220 -612 B-F 43 -35 C.D 651 -170 B-E 483 -304 TERMS and {peCaliy Enslne.Q, M. l.n iry roe mpresents an accep.n..f Nepmfessi.n.1 engi—m Manuel Martlnez, P.E. de#of fhe lRC the 19C,�1=1 Widing code aM WP 1. Theeppni iN Too and ny 110d #047182 tyrethe Building Designerand Con"dG. Mnotessetoulinfha TDDeMN.pracficesend 4620 ParkView Dr refer—dforq,n-1W',d,nce. TPI-i defines Ne responsibilities antl tlutles of the Truss xegreMup hwrin.gbyallmnloe l,vo .TheSmd,1tyEngineerlsNOTNe St Cloud, FL 34771 in TPI-1. 1 Job a Truss Truss Type Qty Ply 1223/2019 77927 I A03 I HIPS 11 11 I 2505 r- 11' 268' i 10'8'13--gI WE M1.5X4 -3X4 -4X6 =3X4 -5X8 M I.5X4 04x4 E F G H I J 01.5X4 T 12 6 -3x6(A1) 03X3 1T � is p -4X6(O1) 111.5X4 ynaiu M4X6(R) 1111.5X4 =6X8 =5X6 -3X4 SEAT PLATE REQ. SEAT PLATE REQ. -T4 i 41714 Fz-{- laws IR 11-4.12 IP 26'10'10 Loading Criteria (psp Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: ll FT/RT:10(0u10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25'oo ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: hI2 to h C&C Dist a: 4.86 ItLoc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B4 2x6 SP #2: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of stmctumi panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 37.67 BC 52 0.15 9.68 BC 65 9.88 21.83 BC 74 21.83 48.57 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 Wind Wind loads based on MWFRS with additional G&C member design. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of-598# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and Installation of trusses. See °WARNING° note below. )OF TRUSSES (-SELLER'), GENERAL TERMS and nDm g CMD)and Ne Spetlalty Eagiaeer reference Truss Design E,,m,nng p.e. Spetlaly Engineer), the ,a MO any, under TPl-1. The design assumptions, Im Ne 9aUd1 w Dwlaner. in Ne annten of Ne IRC. In. IS( 48'6'14 T DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in toe Udell L/# Gravity Non -Gravity VERT(LL): -0.168 I 999 360 Loc R+ I R- / Rh / Rw l U I RL VERT(CL): 0.3461 999 245 B - /-598 /- 1412 /384 280 HORZ(LL): 0.041 M - - Y 2501 /- /- /1580 /1481 /- HORZ(TL): 0.089 M - - L 1224 /- /- 1851 7737 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.965 B Erg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.995 Y Brg Width = 8.0 Min Req = 3.0 Max Web CSI: 0.962 L Brg Width =- Min Req = - Bearings B 8 Yams rigid surface. Wgt: 287.0 Ibs Bearings B & Y require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. A- B 42 0 G- H 1928 -2227 B - C 1662 -1236 H - I 1928 -2227 C - D 745 -433 I - J 1857 -2084 D - E 778 -434 J - K 1681 -2023 E - F 1148 -1223 K - L 1924 .2311 F - G 1147 -1223 • Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-W 1195-1444 R-Q 0 0 W-V 9 -18 Q-O 67 -32 U - S 362 -267 O - N 1759 -1226 - VT 0 0 N- M 1759 -1225 S - P 2230 -1543 M - L 2023 -1629 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-X 0 0 S-G 1008 -1284 C-W 1218-1450 G-P 504 -248 C- U 1089 -675 P- Q 127 0 W-U 1430-1715 P-1 159 -126 D - U 120 -149 P - O 2072 -1474 U-V 168 -98 I -O 536 -516 U - E 1404 -1740 O - J 396 -384 E -S 1798-1381 J-M 431 -138 F-S 331 -272 M-K 452 -314 Cana pan eaNeDrofasionalenBineean Manuel Martinez, P.E. Vayy a ad use of INS Tuna for any adding is 0. #047182 AMTPI-1. Theapprovei of file TDD eM any feld linpt-SaI-IntnaTDDaadmapawaeaaad 4620ParkUewDr 1 aefaee me responeronNee am aau- of Ina Truae ad. The Spetlaly Engineer is NOT !I,, St Cloud, FL 34771 77927 I M02 ss lype �ry cry iuzu¢uis MONO 2 1 2727 Loading Criteria (mri Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 12 101.5X3D 6 g3X4 C 011.5X3 B =1.5X3(+R)A teH I 1 1 G F auxotn)E y011p.5X4 1111.6X3 IT �— 2.0.12 Code I Misc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.026 B 402 360 Loc R. / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.026 B 402 240 F 380 /- A 1280 1243 /305 FT/RT:10(0)/10(10) HORZ(LL):-0.024 B - - E 28 /-88 A 1163 /373 /- Plate Type(s): HORZ(rL): 0.025 B - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 F Brg Width = 1.5 Min Req = 1.5 Max TC CSI: 0.507 E Brg Width =- Min Req = - Max BC CSI: 0.384 Bearing F is a rigid surface. Max Web CSI: 0.394 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 39.2 lbs A-B 52 0 C-D 35 -50 VIEW Ver. 19.01.00A.0618.15 B-C 200 -123 Lumber Top chord 2x4 SP #2 Maximum Bat Chord Forces Per Ply (Ibs) Bat chord 2x4 SP #2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP#3 :Lt Level Return 2x4 SP #3: G-F 133 -94 F-E 131 -327 Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use pur ins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: A - H 0 0 C - E 728 -293 293 Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.00 2.81-78 Apply pudins to any chords above or below fillers B-G 310 -18D-E 57 F - C 196 -499 at 24° OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end.vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind "WARNING" Please Noroughly—le Ne-A-1 ROOF TRUSSES(°SELLER.), GENERALTERMS and Verify design parameters antl read notes on tlJs Truss Design Drawing (1DD) end the Spatially Engineer reference me reeponvoiiily orme epnamg Deaigaer ana corm 1 antl aBCA are referenced fa general guWance. bye conmaa ereed pPpn m wawa by au paNrs es defined in TPl-1. MI Manuel Martinez, P.E. # 047182 4620 Parkvew Dr - St Claud, FL 34771 ' Jot! ' I Truss Truss Type 77927 PB01 I VAL 1h I Ply 112/23/2019 2472 1'0"6 1'0"6 3'11"11 �i- 12 X 6 � C-5X6 ` 5D6 T 2X4(A1) B E=2X4(A1) I A F 6'0"7 Loading Criteria (psi) Wind Criteria Code / Mlse Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0v10(10) EXP: C Kt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from en wall., not in 9.00 GCpi. 0.18 Wind Dumtion: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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) TC 24 1.03 5.00 BC 69 0.15 5.89 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. "WARNING- Please Namughly revlaw the-A-1ROOF TRUSSES("SELLER'), GENERAL TERMS Vedfy design parameters and and not es on this Truss Design Drawing(MD)and the Spedaly Engineer refers IT DeflICSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF PP Deflection In loc Udell L /# Gravity Non -Gravity VERT(LL): -0.004 C 999 360 Loc R+ I R- / Rh / Rw / U / RL VERT(CL): 0.006 D 999 240 E' 90 /- /- /42 151 /8 HORZ(LL): 0.002 - - Wind reactions based on MWFRS HORZ(TL): 0.003 - - E Brg Width = 72.4 Min Req = - Creep Factor. 2.0 Bearing B is a rigid surface. Max TC CSI: 0.261 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.202 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.000 A-B 18 0 D-E 484 -373 Wgt: 23.81bs B-C 4a5 -373 E-F 18 0 C - D 436 -338 VIEW Ver. 19.01.00A.0618.15 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - E 338 -338 form. rid bredng shag. Ne respansl0llRy of the eu —g Designer aM Conbadar. M notes seloul in the MD eW the practices end 3sCn pubil dby TPl and $BDA are referencetlfar generel guitlance. TPI-1 defines Ne responsibiliges antl dunes of the Truss ss,N7WsadefinedbyaC naadagreeduponinwritingbyegponiesinvdved. The$Wdaly Engineeris NOTft Ar. capllalizatl te�msare es tlefined in TP41. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 I toss type ury try 12r23r2D19 77927 Z2 VAL 6 1 2484 f . 3'0"4 - -1- 3'0"3 �{ T 12 C=3X4 6T a_ 2X4(A7) B C=2X4(A1) 1 A E 1 r 6'0'7 Loading Criteria (,n Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 37.00 Mean Height: 25.00 It WAVE NCBCLL: 10.OD TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C8C Dist a: 3.00 Loc. from endwallR: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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 69 0.15 5.89 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. aw Defl/CSI Criteria A Maximum Reactions (Ibs), or •=PLF PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): 0.002 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.007 999 240 D- 90 /- /- /41 139 114 HORZ(LL):-0.001 - - Wind reactions based on MWFRS HORZ(TL): 0.003 - - D Brg Width = 72.4 Min Req = - Creep Factor. 2.0 Bearing B is a rigid surface. Max TC CSI; 0.126 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.201 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.000 A-B 18 0 C-D 301 -245 Wgt: 23.8IDS B-C - 301 -245 D-E 18 0 VIEW Ver. 19.01.00A.0618.15 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 195 -129 Please ffi—ghly review the °A-1 ROOF TRUSSES CSELLER-), GENERAL TERMS end CONDITIONS C taro end read notes on this Truss Design Dre ng(T )andthe Spedslfy Engineer reference sheet before use. be usetl far Ne Too to be valitl. As a Tvss Design Eigineadrw g.e. SwdalN Emineerl, the seal w env Too ACKNOW DGMEN form. Manuel Martinez, P.E. 4047182 4620 ParkView Dr St Cloud, FL 34771 Job Truss Truss Type City Ply 12/23/2019 2778 77927 VO4 I VAL 1 I 1 Loading Criteria F q Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph SCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 ..an Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.501 GCpi: 0.18 Wind Duration: 1.60 1 _ 1 r4r14 —+— 1'4"4 —4 -� 12 6 B=3X4 12X4(D8R �2X4(DC ) D i1 3'10" 7 �{ Code / Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF Code: FBC 2017 RES PP Deflection In loc Udell L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.003 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.007 999 240 D' 76 /- /- 129 /33 /6 FT/RT:10(Ov10(10) HORZ(LL): -0.001 - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.002 - - D Brg Width =46.4 Min Req = - WAVE Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.063 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0,094 Chords Tens.Comp. Chords Tens. Comp, Max Web CSI: 0.000 A-B 213 .166 B-C 213 -166 Wgt 11.2 lbs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Lumber Top chord 2x4 SP#2 A-C 161 -164 Bot chord 2x4 SP #2 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 46 0.00 3.87 Apply pudins to any chards above or below fillers at 24' OC unless shown otherwise above. Wind Wind (cads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Piesse thoroughly review Ne'A-1 ROOF TRUSSES (-SELLER'), GENERAL be, end read notes w Ws Truss Design Drawing (MD) entl the Spetlalty Ergin be used I", Too to be valid. As a Tmss Design Ensineed,w n a. Sewdslh i A) W bushed by TPI entl SBCA ere rererenbad oNervAsa tlefine0 bya CanVact agreetl upon raphallmd toms are es defined h TPM. 1 CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. eoWa.v TOo rep.ft ecepmnd of Ne D�ofess!onalPIne engineedn Manuel Martinez, P.E. gnamg mntlluon:. aalabalyana aae of rare Tmsa ror any ewldmg is ma #047182 Iaral building mtle entl TPI-1. The approval of the TDD and any vela generaud Co— AO notes set oulin Na TDD entl the przctices and 4620 ParkVew Dr rel guidance. TPI-ad. no Ne lfty E,lblli—IsN NOT of the Truss 1g by all paNes Inwlvetl. The Spetlalty Engineer Is NOT Ne St Cloud, FL 34771 I mss type "' rty 'UJZmLugB 2776 77927 VOS VAL 1 1 IT15� 3,4"4 4"4 - 16"15 3'�— -�{ 12 B-4X4 T 6 p X4(DCR) A '2 E 02X4(D8R) D 1111.5X4 7'10"7 i 377 1 " 3'9"7 �I Loading Criteria (oan Wind Criteria Code I Misc Criteria De0/CSI Criteria ♦ Maximum Reactions (Ibs), or "=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): -0.009 D 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.013 D 999 240 E' 76 /- /- /33 144 /8 BCDL: 7.00 Risk Category: II FT/RT:10(0)110(10) HORZ(LL): 0.004 D - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Kzl: NA Plate Type(s): HORZ L 0.005 D - - )' E Big Width = 94.4 Min Re 7 Mean Height: 25.00 It WAVE Creep Factor. 2.0 gearing A is a rigid surface. NCBCLL: 10.00 ti Load Duration: 1.25 TCDL: 5.0 psf BCDL: 4.2 psf Max TC CSI: 0.205 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parellel Dist: 0 to h/2 Max BC CSI: 0.167 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: 3.00It Max Web CSI: 0.131 A-B 210 -207 B-C 210 -207 Loc. from endwall: not in 4.50 Wgt. 25.2 Ibs GCpi: 0.1.8 Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.So VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-D 279 -152 D-C 279 -152 Top chord 2x4 SP #2 gotchord 2x4 SP #2 We Wehs 2x4 SP #3 - ' Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B-D 440 -330 In Ileu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.87 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. TERMS and CONDmONS CUSTOMER (°BUYER') ACIQ 0O DGMENT° form. r referenm sheet before use. Unless othenNse stated on Ne TOD, only Alpine nsinw).mar:ealpnemroDrep� nh,namepianmafaepmfesslenaIangineedn Manuel MarOnez,P.E. u pgaas,laadingmnd'Nona,sWtablinyandusaofthisTrussfar any Bulldingisthe #047182 31RC, the IBC, local building code aad TPI-1. The epp-1 of gia TOD and any fiod lamm�goeaynerandcontreaor.Allnrnae-1%intheTDDendihep2dimaaaa 4620ParkViewDr upon in bag byall par0ea Invdved.The Spati'Jly Engineer is NOT 1ha mNe Toss S( Cloud, FL 34771 Job ' Truss Truss Type Oty Ply 12/2312019 77927 VM02 I VAL 13 11 I zs73 Iff'14— 1,3"9 12 6 B �2X4(D8R) T A tb CD �- 1 r10"8 Loading Criteria (ps0 Wind Criteria Code! Misc Criteria DeBICSI Criteria xi ♦ Maximum Reactions (Ibs), or'=PLF TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Lldefl L#f Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Slid: 2014 VERT(LL): 0.005 B 999 360 Lac R+ / R- / Rh I Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.009 B 999 240 D' 76 !- /- 140 /17 117 BCDL: 7.00 Risk Category: II FT/RT:10(Ou10(10) HORZ(LL): 0.002 B - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.004 B - - D Brg Width = 22.5 Min Req = - Mean Height: 25.00 It WAVE Creep Factor. 2.0 Bearing A is a rigid surface. NCBCLL: 10.00 Load Duration: 1.25 TCDL: 5.0 psf BCDL: 4.2 psf Max TC CSI: 0.057 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.104 Chords Tens.Comp. C&C Dist a: 3.00 It Max Web CSI: 0.000 A- B 0 -21 Loc. from endwall: not in 9.00 Wgt: 5.6 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.151 Wind Duration: 1.60 Chords Tens.Comp. Lumber A-C 71 -10 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Starl(ft) End(ft) BC 23 0.00 1.88 Apply pudins to any chords above or below fillers at 24' CC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Pleasethoroughlymvi Me'A-1 ROOF TRUSSES(°SELLER'),GENERAL mrs end read notes on [his Truss Oesign Drawing (TDD) end the Spedally Engin be used for me TDD m be valid. As a Truss Design Engineering p.e. Specialty I ea by TPl and SAGA are referenced fw gene2l guidance. TPI-idef dagned by a C—dagreed upon In wdung by e0 pa ss Imdved. The as def ed in TP41. no amsof me pretesslonat engineedn Manuel Martinez, P.E. Is Truss for eny Bantling is me -I , I d me TOO and any field ma TDD and me preatkes end 4620 ParkView Dr bi00es end dales pf me Truss ine Enger is NOTme St Cloud, FL 34771 Job I Tru55 I Truss Type 77927 VM04 VAC Qty Ply I 12Y23/2019 1 1 2670 T l A 12 6 1113X3 B �-- 1.9"1 �— 2,0"12 —� Loading Criteria (psn Wind Criteria Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.000 B 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.000 B 999 240 D' 150 /- /- /136 f72 /53 BCDL: 7.00 Risk Category. II FT/RT:10(0v10(10) HORZ(LL): -0.036 B - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ 0.042 B - - �)' D Brg Width o 21 A Min Req = - Mean Height: 25.00 It WAVE Creep Facto r. 2.0 Bearing E is a rigid surface. NCBCLL: 10.00 Load Duration: 1.25 TCDL: 5.0 psf BCDL: 4.2 psf Max TC CSI: 0.593 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.095 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: 3.00 It Max Web CSI: 0.379 A - B 58 0 B - C 64 -55 Loc. from end-11: not in 9.00 Wgt. 14.0 Ibs GCpl: 0.18 Maximum Hot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Lumber E • D 190 -57 Top chord 2x4 SP #2 Hot chord Webs 2x45Pf!2 We Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Bracing B-E 462 -258 C-D 68 -83 Fasten rated sheathing to one face of this frame. Puriins In lieu of structural panels or rigid ceiling use pudins [o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.00 1.76 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT' form. �r ref- sheet before use. Unless oftnry a stated on the Too. only Npine drand. Ma Tossr epicted on the MO Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Claud, FL 34771 r Job - Truss Truss Type Oty Ply 12123r2019 77927 VM04A VAL 1 1 6 � 1111.5X3C T 1112X4 B I T N � r'=1.5X3(R)A 1 � F T 1113X6E D HI1.SX4 Loading Criteria(psp Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: II EXP: C Kzt. NA Des Ld: 37.00 Mean Height: 25.00 R NCBCLL: 10.00 TCDL: 5.0 pat Load Duration: 1.25 BCDL: 4.2 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 fl Loc. from endwall: not in 9.00 GCpl: 0.18 Wind Duration: 1.60 2774 f-11"4 -� �— 2'0"12 -{ Code / Misc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Defection In loc Udell L!# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.000 B 999 360 Loc R+ ! R- / Rh / Rw I U l RL Rep Factors Used: Yes VERT(CL): 0.001 B 999 240 D 188 !- A /185 M l l /75 FT/RT:10(0)/10(10) HORZ(LL):.0.054 B - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.060 S - - D Brg Width = 11.3 Min Req = 1.5 WAVE Creep Factor: 2.0 Bearing E Is a rigid surface. Max TC CSI: 0.507 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.097 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.368 A-B 52 0 B-C 115 -69 Wgt: 14.0 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Lumber E - D 128 -39 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2.4 SP #3 Maximum Web Forces Per Ply (Ibs) :Ll Level Return 2x4 SP #3: Webs Tens.Comp. Webs Tens. Comp. Bracing A-F 0 0 C-D 104 -150 Fasten rated sheathing to one face of this frame. B-E 471 -272 Purllns ln lieu of structural panels or rigid ceiling use pudins o laterally brace chords as follows: Chord Spacing(in oc) Start(fl) End(ft) BC 11 0.00 0.94 Apply puriins to any chords above or below fillers at 24° OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Please thoreugNy review Ne'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS tars end read notes on Ws Truss Design ""'ng pe Cron) and the Sdally ENhaer raW l be used for the TDD to be,arid. As a Tuss Design Englwedig o.e. SpedaltyEngineer: fie res slbiliy ol-Building Design—MCaniractor. Afla,xaaetoulin Ne TDDandihs 'Pl entl SBCAare relerenotl forgenerel guidanos. TPI-ldefinestheresppnsbilli—dd, d by a Conbad agreed upon h wdgng by all pa,des Involved. The Spedal y Engineer is NOT as aeru,ed m TPI-l. 00 lineedn Manuel Martinez, P.E. eWd # 047182 TNd 4620 ParkView Dr St Cloud, FL 34771 "P= 4ry 7 2733 77927 VM06 VAL 1 1 I I go l D 1114X4 ZO-12 --i Loading Criteria (psn Wind Criteria Code / Misc Criteria DefUCSl Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.000 B 999 360 Loc R+ I R- / Rh I Rw / U / RL SCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes ."T(CL): 0.001 S 999 240 D• 142 /- I- I130 /69 /89 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL):-0.242 C - - Wind reactions based on MWFRS EXP: C Kzt: NA Plate Type(s): HORZ 0.267 C - - rn) D Br Width = 21.1 Min Req = - 9 Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Bearing E is a rigid surface. NCBCLL: 10.00 Load Duration: 1.25 TCDL: 5.0 psf BCDL: 4.2 psf Max TC CSI: 0.544 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.232 Chords Tens.Comp. Chords Tens. Comp. A-B 52 0 B-C 51 -50 C&C Dist a: 3.00ft Max Web CSI: 0.572 Loc. from endwall: not in 9.00 Wgt: 19.6 Ibs GCpi: 0.18 Maximum Sot Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Wind Duration: 1.60 Chords Tens.Comp. Lumber Top chord 2z4 SP #2 E-D 238 -111 Bot chord 2x4 SP #2 Webs 2x4 SP 43 Maximum Web Farces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Webs Tens.Comp. Webs Tens. Comp. Bracing A-F 0 0 C-D 133 -51 Fasten rated sheathing to one face of this frame. - B-E 367 230 Purtins ln lieu of structural panels or rigid ceiling use pudins o laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.00 1.76 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wnd 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. Additional Notes See STD DETAILS for valley details. 'WARNING' Pleasethoroughlyllewihe'A-i ROOFTRUSSES("SELLER'),GENERALTERMSend CONDITIONS CUSTOMER(-BUVER')ACKNOWLEDGMENT-form. Vwedfydesignpemme[,andreadnotesonthis Truss Design Drawing(iDD)and the Spetlaly Engineer rehanw sheetbefore use. UNess aNerwise stetetlw Ne TDD, 2 Alpine ectorpltes shall be used fw Ne TDD to be valitl. Asa Truss Design Engir d,g(i.e.Spedalty Erglneer),Mesealonai =Mp sibiliryfwftdesignofthesingle Trussdepictedw Ne TDDoNy,uMer TPI-1.Th.designassumptions,IpadingwndNws, TDDmpasentsanacceptenwofthepmfesslpnalengineedn suitabilityenduseofthis Tmssfafwy Buildingis the Manuel Martinez, P.E. responsibgity of the Owmer, the Ownets.Nhorized agent orthe Buiding Designer, in the wnte tithe IRC, Ne IBC, Iwal building code and TPI-1. The approval of the TDD and airy field us fNeT..,Indudinghandfng.stomge,insaneWnandb dngstallbeNerespwsibilityofNeBurdi^gDesigneraMCoiN.,MnotessetWinthaToo ndihaprzdicesand # 047182 4620ParkViewDr Ce s—Speday Eng ceend T. Ma ufadurerfth.uniann a lsw dermed bye Con—g—d uponnwvm'Gng byail pa esi^voivetl. The Spedalty Egiuww is NOT ft ofNe Truss St Cloud. FL 34771 .Wding Designer or Tuss Syswn Engineero/ 1i huiId, Mpptalixetl tawsare es defined in TPN r Job ° Truss Truss Type Qty Ply 12/2312019 77927 VM06A VAL 1 1 2777 C 6 � 1114x4 I =1.SX3(R)A N r m -tiiy- fV F o iV C 1 1115X6yEq D 1114X4 t°1 �— 11°4 —{ 2-0.12 Loading Criteria (psn Wind Criteria Cade I Mlsc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.001 B 999 360 Loc R+ / R- / Rh / Rw / U / RL D 188 1- /- /185 1111 /152 13CLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.001 B 999 240 BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL):-0.276 C - - Wind reactions based on MWFRS ., Des Ld: 37.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.300 C - D Brg Width = 11.3 Min Rect = 1.5 Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Bearing E is a rigid surtace. NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.507 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 Spacing: 24.0 ° BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.226 Chords Tens.Comp. Chords Tens. Comp. A-B 52 0 B-C 93 -62 CBC Dist a: 3.00it Max Web CSI: 0.552 Loc. from endwall., not in 9.00 Wgt: 16.8lbs GCPi: 0.18 Maximum got Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Wind Duration: 1.60 Chords Tens.Comp. Lumber E - D 219 -113 Top chord 2x4 SP #2 got chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Farces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Webs Tens.Comp. Webs Tens. Comp. Bracing A-F 0 0 C-D 82 -125 B - E 445 -257 Fasten rated sheathing to one face of this frame 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 11 0.00 094 Apply pudlns to any chords above or below Hers at 24° OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. DF TRUSSES ('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT I— D rawing(TDO)andthe Bpedally Engin.r referenpa sheet Wd use. UNess otMrvAse stated on the TOD, mly Alpine ss Design ErgInee%SO(e. Specialy Engineer), Ne sealmany TDD represents en ecceptanmdMe protessb,al enginearin Manuel Martinez, P.E. s TOOONy, under TPN. The design 9uumptims, loading wndigons, suitability and use dihis Trvss for any 9ulitling is gre #047182 re Building Designer, h Ne conteMof the IRC, Me IBC, local building code and TPI-1. The appmmI dthe TDD end anygeld �ring shall be the resPmsibility clthe Building Desgner and Conbador. NlnoteswtWn Inihe TDDandihepradi ntl 4620 ParkVew Dr n published by TPI and SBCA ere refe..n fmgenerelguidance. TPI-1 tlegnes Ne respmslNiitles antl duties pfthe Truss olhervrise tlefined byaContract agreatl upon in wdungby allparties involved. The SpeNalty Engineer is NOT Ne St Cloud, FL 34771 rappallrad tams ere es tlafied In TPI-1. uon i mss Truss Type CityPly 12/23/2019 �z5oa 77927 A04 HIPS 13' 22'8' 13' =6X6 =3X4 =4X6 -3X4 =6X6 ®® It1.046 $4X6 T2 F G H I J T2 ®3X4 T 12 OE K 6 L C (a) (a @4X6 m3X6(At) e3X6(Al) - 03X4 %3X4 1 T B Y s M I� 11� A AA AC Z X W Y I', 5 8 R OP O N 1 ABBB 1 8 m4X4 d 1111sx4 =3X4 04X6(R� 01.5X4 SEAT PLATE REQ. SEAT PLAT RED. =7X8 =4X6 01.5X4 SEAT PLATE REG. 1 T4' 41'W -2'--10'0°8 1{�6 11'4'12 26'11'12 2'-{ 48'8' Loading Criteria (psn Wnd Criteria Code I Misc Criteria De111CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.163 I 999 360 Lee R+ / R- / Rh / Rw I U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.306 1 999 246 B 114 /-497 /- /361 1236 1356 BCDL: 7.00 Risk Category: ll FT/RT:10(0Y10(10) HORZ(LL): 0.063 O - - AC 2617 I- /- /1530 /1304 /- EXP: C Kzt NA Plate Type(s): Des Ld: 37.00 HORZ(TL): 0.118 O - - M 1573 /- /- /1057 /845 ..an Height: 25.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS ton: TCDL: psf Max TC CSI: 0.754 B ErgWidth = 8.0 Min Req = 1.5 LoadNCBDu: 4.2 Duration: 1.25 BCDL: 4.2 psf ° Max BC CSI: 0.980 AC Brg Width = 8.0 Min Req = 3.1 Spacing: Spaclng: 24.0 MWFRSParallelDist: h/2 to h M Brg Width = 8.0 Min Req = 1.9 CSC Dist a: 4.87It Max Web CSI: 0.820 Bearings B, AC, 8 M are a rigid surface. Loc. from endwall: not in 13.00 ft Wgt: 285.6 Ibs Bearings B, AC, 8 M require a seat plate. GCpi: 0.18 Wind Ourelion: 1.60 Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Lumber Chards Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP M-30 :T2 2x4 SP #2: A - B 50 0 H - I 1800 -2290 Bot chord 2x4 SP #2 B:C 1445 -808 1- J 1708 -2106 Webs 2x4 SP#3 C-D 383 -94 J -K 1683 -2142 :Lt Level Return 2x4 SP#3: D-E 391 -119 K-L 1671 -2198 :Rt Level Return 2x4 SP #3: E - F 462 -116 L - M 1794 .2625 F-G 1219-1485 M-N 50 0 Bracing G-H IWO.2290 (a) Continuous lateral restraint equally spaced on member. Maximum Bot Forces Per Ply (Ibs) rlins ChordsTanotChord S.C.. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purtins to laterally brace chords as follows: B - Z 975 -1249 T - R 37 -19 Chord Spacing(in oc) Start(ft) End(ft) Z-Y 4 -19 R-Q 1907 -1071 TC 24 13.00 35.67 X - V 672 -226 Q - P 1907 -1071 BC 57 0.15 9.88 Y - W 0 0 P - O 2245 -1393 BC 72 9.88 21.83 V - S 2287 -1282 O - M 2247 -1392 BC 63 21.83 46.52 U - T 0 0 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Loading Webs Tens.Comp. Webs Tens. Camp. Truss passed check for 20 psf additional bottom chord live load in areas with A -AA 0 0 S - T 76 0 42'-high x 24'-wide clearance. C - Z 1131 -1701 S -1 232 -149 Wind C-X 1268 -654 S-R 2153 -1221 Wind loads based on MWFRS with additional CBC member design. Z-X 1116-1493 D-X 105 -85 I-R 489 -598 R-J 255 -268 Left bottom chord exposed to wind. X-Y 162 -95 P - L 442 -463 X - F 1247 -1887 J P 450 -248 Additional Notes F-V 1275 -763 L-- O 215 0 Negative reaction(s) of-497# MAX. from a non -wind load case requires uplift V - G 908 -1255 AB- N 0 0 connection. See Maximum Reactions. G - S 514 .254 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See 'WARNING"note below. "WARNING" Please th-ghly review Ne'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' forth. pforreisdnWg etleeresigannrethed STheedaly itghne erreibfenms, m sbebforeonuss, UaaNbilssRy ONWw aeote TDD, oly Apine =resppndseiblilgiy nindgDTDDwNl-e1 dEnDe.0 crplesWibeudf,NeTDbbevid.AaTussDeigEngiredng(.e.dgnatyEmgpiN Manuel Martinez, P.E. odf y(m, unDdI earnTdP the sles TarnussNeTpluidwetlDoen . agssilodhgcdb re of Ne Owner, Ne Wmels authorized agent Or Ne augtll�g Designer, in Ne come# of Na IRC, Ne IBC, local srepre end use of Nis Truss forary Building is the building TPI-1. The 4047182 eponsbiliy cOtle aM eppreval of Ne TDD end enyaeb s M.Truss, hcludhg handing, storega, Nstalialan antl bredrlg shall be Ne responsblfyof Ne Building Deslgner.M Cont2dor. AtlnOtesset0ut in Ne TDD end Ne pa rites antl 4520 Pafl(VeW Dr guidelines of the auiltlirg Component Safey hfoimadon(BSCn pudlshetl by TPl and SBCAere referen�dlmgenerel guidance. TP4l tlefirres Na responsidliees andtluges of Ne Truss Engl erend Truss ManufapWrer, mlessoNer indeed byaCo-dagreed upon h wntlng byell pawinvdwd. The Spedalty Engl-is NOT Ne St Cloud, FL 34771 Bustl9n Delleea� Cmxw �'ri PeNi .auv�aw1in-011Y 11d, Av tauplr.�mn LLrvwienM urndi,vanin�i, inu�m Iimmuce'umefnn vmtmuum. yNo 7 2739 77927 VM08 VAL„1y 1 2,0.12 Loading Criteria (ps0 Wind Criteria Code / Mlsc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection In loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.001 B 999 360 LOC R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.001 B 999 240 D' 142 1- /- 1130 1109 /139 BCDL: ,r7.00 Risk Category: II FT/RT:10(Ov10(10) HORZ(LL): -0.004 C - - Wind reactions based on MWFRS Des EXP: C Kzb NA Plate Type(s): HORZ(fL): 0.004 C - - D Brg WitlO1= 21.1 Min ReqNCB= - Mean Height: 25.00 R WAVE Creep Factor. 2.0 Bearing E is a rigid surface. CLLd: 10.00 Load Duration: 1.25 Load Du: ton: BCDL: 4.2 psf BCDL: 4.2 pst Max TC CSI: 0.507 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.025 Chords Tens.Comp. Chords Tens. Comp. A-B 52 0 B-C 39 -50 CBC Dist a: 3.00R Max Web CSI: 0.267 Loc. from endwall: not in 9.00 Wgt: 26.6 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 19.01.00A.0618.15 Wind Duration: 1.60 Chords Tens.Comp. Lumber Top chord 2x4 SP#2 E-D 104 -86 Bot chord 2x4 SP 42 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Webs Tens.Comp. Webs Tens. Comp. Purlins A-F 0 0 B-D 546 -234 B - E 284 -232 In lieu of structural panels or rigid ceiling use puriins C - D 65 - 90 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.00 1.76 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. "WARNING" Please — review Una -A-1 ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' ron,. Ved edesign p rdnxdere and read notes on Nis Tmss Design D—g (TDD) and the Saadalty Engineer reference sheet before use. UNass oNarxlse N Wd on d,. MD. aNy Npina dorplatesshallbeusedforNeTDDtobavarq. Asa Truss Design Engireedrg ga. Spedelry ErgineerANesaN on any TOD represanls en aaeptanre of Ne professiorW engineedn responsibilityfore:design oftha lagla Truss deplctedon NeTDDoNy, under TPpt.Thedesignassumpgans,lwd',ng wndIfi—, sultablldyend useof Nis Tressf—yBuilding is Ne Manuel Martinez, P.E. #047162 responsibility ofthe Owner, Ne OwnefsauNorized agantarlM1e Bulldtrg Designer, in Ne aandad IRC, NeIBC,local building wdeantl TPl-1. TM1eapprevat dtheMD.nd.nyfield us oldre Truss, intluding hentlling, storage, Inslalladon end bredng shall ba Na respandbiliry of Ne BWtling Designer aM Conbagor. All notes set out in Ne TDD and Ne predices end 4620 ParkVew Dr guidelines of the Bu'Jtling Componart Safety lnfarmafbn(BSCq pudisM1etl by TPl and sBCAare referenratl forganerel gultlanm. TP4l defines Na responsibllides and du[Mre of Na Truss Oesignar,SpatlalryE,gineerendT,ussManufacWrer,antessoNernisedefinedbyeConVaGegreatluponlnwrltngbyagpaNesinvdved.TheepedaltyErglneerisNOTNe .SI(ilOUd,FL34771 Tina oleny bu dNng. NAO�a�pdammedwa a M>�Ma In-1. Bu00 gDeslgnnepmT ELF m n� - ,rvin c e w, wman uum Ann Rmf Tnmen r Job Truss Truss Type I77927 IVM08A IVAL Loading Criteria tp,q Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 7.00 Risk Category: It EXP: C Kzb NA Des Ld: 37.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 4.2 psi Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpl: 0.18 Wind Duration: 1.60 Oty I Pry I 12/23Y1019 1 1 2780 12 �'--- TO°12 ----{ Code! Misc Criteria Defi/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefi L14 Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.001 B 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.001 B 999 240 D 188 !• I- /185 /146 1227 FT/RT:1 O(Ou10(10) HORZ(LL):.0.014 C - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.015 C - - D Brg Width = 11.3 Min Req = 1.5 WAVE B E' id rf Lumber Top chord 2x4 SP #2 Bot Chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins ln lieu of structural panels or rigid ceiling use pudins o aterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 11 0.00 0.94 Apply pudins to any chords above or below fillers at 24° OC unless shown otherwise above. 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. Additional Notes See STD DETAILS for valley details. Please NoreupNv review die-A-1 ROOF Creep Factor: 2.0 eanI ng s a rig Sul ace. Max TC CSI: 0.507 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.024 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.329 A-B 52 0 B-C 100 -68 Wgt. 25.2 Ibs s).01.00A.0618.15 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. Chords Tens.Comp. E-D 117 -98 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-F 0 0 B -D 919 -426 B-E 319 -395 C-D 130 -225 RA L TERMS end CONDmONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. -agine We —sheet before use. UNeu oftWw slated m Ne Too, dny Npine sally Egmaer). Neseal on aly Too replesantsaneaepianm of the professlonal engine.& Manuel Marfinez, P.E. sumW,, loading mndiuons...bbluy an duseofd9sT—f,,-nyawiZ9leibe #047182 cl Ne IRC, Ne IBC, local bulltling code end TPI-1. The eppreval of the Toe end any field ' 1ha Building De,Igner and centraa All note, set pN In lh, Too and lh, precficesaM 4620 ParkView Dr creed upon in fi,g by d p rt Imdved.eTh, Swd,1tVp Engineer b NOTb , ofNe True St Cloud, FL 34771 �41. JUNE 20, 2019 TYPICAL HIP / KING JACK CONNECTION I STDTLO1 �I =1 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 King Jack w/ (3) 16d Toe ,Nails @ TIC & BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TIC (2) 16d Toe Nails @ TIC& & (3) 16d Toe Nails @ BC 2 BC (Typ) 0 ach Corner Jack's (2) 16d Toe Nails )) TC & BC (Typ) Manuel Martinez, P.E. # 047182 4620 ParkUew Or St Cloud, FL 34771 FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2XG DIAGONAL BRACE SPACED 413' (SEE SECTION A -A) O.C. ATTACHED TO VERTICAL WITH TRUSSSES B (4) - 16d NAILS, AND ATTACHED TO 24' D.C.BLOCKING WITH (5) - lad COMMONS. NAIL DIAGONAL BRACE TO -- PURLIN WITH TWO 16d NAILS. A-1 ROOFTRUSSES LU , F BLt/0. 4RT PIER FORT PIERCE, FL xsas '=3 2X4 PURLIN FASTENED TO FOUR 772<ostoto TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. EACH. FASTEN PURLIN TO BLOCKING V/ (2I - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN OIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS I-; BRACE AND THE TWO TRUSSES ON IF NEEDED EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - lad NAILS AT EACH END. DIAGONAL BRACE TO BLOCKINGACH WITH IT IS THE RESPONSIBILITY OF THE BLDG. (5) - lad COMMON WIRE NAILS, 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. ENO 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 STRUCTURAL FOLLOWING NAIL SCHEDULE. GABLE TRUSS 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 SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: VERTICAL - FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-1D) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF lad (131' X 3') NAILS SPACED S' OZ. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF lad (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID / AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS / 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. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS Manuel Martinez, P.E. 4 047182 4620 ParkView Dr 12/11/19 PIGGY -BACK TRUSS DETAILS SD004 A-1 ROOFTRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-0010 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L = 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L = 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS. - PIGGY -BACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL PIGGY -BACK TRUSS INFORMATION. �L 2'-0" (MAX.) SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF BASE TRUSS (SPACING IS NOT TO EXCEED 24" O.C.). PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SEE OPTION NO. 1 BELOW. (APA RATED GUSSET) SEE OPTION NO.2 BELOW. 2X4 VERTICAL WOOD SCAB ATTACH EACH PURLIN TO TOP 1 �1 CHORD OF BASE TRUSS (PURLINS BASE TRUSS & CONNECTIONS B.O.). REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL BASE TRUSS INFORMATION. OPTION NO. 1 - APA RATED GUSSET: OPTION NO.2 - 2X4 VERTICAL WOOD SCAB: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. EACH FACE. ATTACH AT 8'-a'O.C. w/ 8 (EACH) 6d ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" COMMON (0.113" x 2"J NAILS PER GUSSET: 4 (EACH) AT x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. STAGGERED 4'-a'O.C. FRONT TO BACK FACES. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. CONNECTIONS AT EACH TRUSS. IMPORTANT NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 2N' O.C. OR LESS. Manuel Martinez, P.E. # 047182 4620 ParkView Dr JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772409.1010 TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X0.131'=10d 2. WOOD SCREW = 4.5SDS25412 SIMPSON 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'. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C. { {� (TYPICAL) BASE TRUSSES TRUSS NVALLEY {1 SS, OR GIRDER TRUSS TRUSS CRITERIA:WIND SECURE VALLEY TRUSS DESIGN PER ASCE 7.98, ASCE 7.02, ASCE 7-05: 146 MPH W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6' O.C. MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6112 CATERGORY It BUILDING EXPO SUREC 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) SYPTOTHEROOFW/TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SOS25412 (114- X 4.5') OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A Manuel Martinez, P.E. # 047182 4620 ParkVieW Dr St Cloud, FL 34771 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 �I A-i ROOF TRUSSES 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-009.1010 TRUSS 1. NAIL SIZE =WX 0.131'=10d 2. WOOD SCREW= 3'SD825300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL 'A. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVI UAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. VA LEYTRUSS (TYPICAL) BASE TRUSSES V Il�j li EY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SBELOWAXp.) VVVJJY(( 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 MAXMEAN ROOF HEIGHT=30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATER GORY II BUILDING EXP08UREC WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS 42 MAX TOPCHORD TOTAL LOAD =50 PSF SYPTOTHEROOF W/TWO MA%SPACING=24'O.C.(BASE AND VALLEY) SIMPSON SDS25300 (U4' X 3') MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. Manuel Martinez, P.E. # 047182 4620 PaWiew Dr St Cloud, FL 34771 " JULY 17, 2017 r` 'IL - (HIGH WIND VELOCITY) STDTL07 _i �I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772409-101D ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT =30 FEET CATERGORY 11 BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24- O.C. (BASE AND VF SUPPORTING TRUSSES DIRECTLY UNL��..,.��" 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. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY, BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD C CLIP MUST BE APPLII THIS FACE WHEN EXCEEDS 6/12 (MAN 12/12 P # 047182 4620 ParkView Dr St Cloud, FL 34771 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 �I fgg A-1 ROOF TRUSSES 4451 ST. LUC)E BLVD. FORT PIERCE. FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/SOd NAILS, 6' O.C. VERTICAL STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX VERTICALVBRACE 2X6 SP OR SPF STUD#2 DIAGONAL BRACE (4) - 1'd NAILS16d NAILS SPACED 6' oz. (2) IOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - IOd NAILS SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS 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) Bd NAILS MINIMUM, 3X4= PLYWOOD SHEATHING B STD SPF * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 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 12' MAX. BE PROVIDED BY PROJECT ENGINEER DR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR 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 10d NAILS SPACED 6' D.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-D'O.C. G.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d ANO 16d NAILS ARE 0131'X3.0' AND 0131'X35' 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 2X4 SP#31 STUD 12'O.C. 3-8-10 5-6-11 68.11 11-1-13 2X4 SP A31STUD 16'O.C. 3-3.10 4-9.12 6.6.11 9-10-15 2X4SP#31STUD 24'O.C. 2-8.6 3-11-3 5-4-12 8.1.2 2X4SP#2 ITD.C. 3.10.15 5.6.11 6-6-11 11.8.14 2X4 sP#2 16'O.C. 3.6.11 L-12 6.6-11 10-8-0 2X45P#2 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' REDUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF HEIGHT =30 FEET BORC 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CL O NS. OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ROOF SHEATHING (2) - 1Dd NAILS TRUSSES 0 24' D.C. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL Manuel Martinez, P.E. # 047182 4620 ParkVieW Dr St Cloud, FL 34771 FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09 NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 99X OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. P44 1 ROOF TRUSSES 51ST. LUCIE BLVD. T PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2%4 OR 2X6 OR 2XB 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) \\ \ NAILS BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS DF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2%6 2X6 T—BRACE 2%6 I —BRACE 2XB 2XB T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2%6 2%6 T—BRACE 2X6 I —BRACE 2XB 2X8 T—BRACE 2X8 I —BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE CDR BETTER) AS WEB MEMBER. NAILS WEB NAILS I —BRACE NAILS WEB T—BRACE SECTION DETAIL%nuelMar6nez,P.E. # 047182 4620 ParkVew Dr 1. Job • TmSS I77927 A05 T russ type Ury Fly llle3aU l e HIPS 1 1 2511 ---14'10' —}-- E6X6 T E 6 12 y4X6D 4x6C T1 I s3X66(A1)B (a) s 19'—j- 14'10•—j e3x4 s06 Ill.5x4 F G H —Net �r Y V U T S R O P O N '7('� 1g•8 N3X6 =4X6=4X6 E3X4 ss4X6 a3X8=3X4=4X6 N7.5X4 1'yn- SEAT PLATE REQ. SEAT PLATE REQ. SEAT PL11TE RE t� TV 41'4° Loading Criteria (ps0 Wind Criteria Code / Misc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sld: 2014 VERT(LL): 0.158 H 999 360 Loc R+ / R- I Rh I Rw 1 U / RL 13CLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.297 H 999 245 B 272 I-204 I- /387 /260 /396 BCDL: 7.00 Risk Category: II FT/RT:10(0y10(10) HORZ(LL): 0.047 N - - Y 2257 /- A 11359 /1131 P EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.089 N - - L 1626 /- I- /1094 /868 /- Des Ld: 37.00 Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Wnd reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.812 B Br Width = 8.0 Min Re 1.5 Load Duration: 1.25 BCDL: 4.2 psf Max BC CSI: 0.959 Y Brg Width = 8.0 Min Req = 2.7 Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h L Brg Width = 8.0 Min Req = 1.9 C&C Dist a: 4.87 ft Max Web CSI: 0.994 Bearings B, Y, & L are a rigid surface. Loc. from endwell: not in 13.00 ft Wgt: 280.0 Ibs Bearings B, Y, & L require a seat plate. GCpI: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver, 19.01.o0A.0618.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 50 0 G-H 1651 -1984 Top chord 2x4 SP #2 :T7 2x4 SP M-30: B - C 802 -404 H - I 1651 -1984 Sot chord 2x4 SP #2 C - D 980 -1722 I -_I 1639 -2122 Sp Webs 2x4 SP #3 D-E 1002 -1142 J-K 1618 -2202 :L1 Level 2x4 SP#3: :Rt Level Return 2x4 SP #3: E - F 1459 -1681 K - L 1876 -2797 F-G 1651 -19B4 L-M 50 0 Bracing (a) Continuous lateral restraint equally spaced on member. Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. Purilns B - V 558 -665 R- Q 1709 -907 In lieu of structural panels or rigid ceiling use puriins V - U 526 -622 Q - P 1875 -1023 to laterally brace chords as follows: U-T 526 -622 P-O 2413 -1490 Chord Spacing(in cc) Start(ft) End(ft) TC 24 14.83 33.83 T - S 993 -406 O - N 2413 -1490 BC 64 0.15 48.52 S - R 1709 -907 N - L 2415 -1489 Apply pudins to any chords above or below fillers at 240 CC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss passed check for 20 psf additional bottom chord live load in areas with A - W 0 0 H - Q 384 -380 42°-high x 240-wide clearance. V - C 1522 -2115 Q -1 203 -237 C-T 1810-1013 I-P 450 -197 Wind E-T 533 -763 P-K 530 -609 Wind loads based on MWFRS with additional C&C member design. E - S 1072 -745 K - N 250 0 Left bottom chord exposed to wind. S - F 608 -733 X - M 0 0 F - Q 442 -267 Additional Notes Negative reaction(s) of-204# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special rare must be taken during handling, shipping and installation of trusses. See .WARNING note below. �e Tass Design Engineedng(.e. Spedalry Engineer), the seal owany Too ap—ntsa cmplsnw of the proles net engine Manuel Martinez, P.E. s Me TOD only, antler TPI.1. Thetleslgn assumptbrts, loadng mntlldpns, suitabtity entl use of Nis Tluss fprany BUJNng ISW en047162 or Ne Bugtll,g Designer, m Iha mnlen of Ne IRC, Ne IBC, local bugtling mtle antl TPI-1. The eDPaval of Ure TDD entl enyfeltl ntl baring shall be the asponslWlity of We Bulltling Designer and Contrattor. Adnotessslculintlle TDDandlhe Pad-sd 4620 ParkUeW Dr BSClol pubpshMby TPlantl SBCAareafeanradforgenealguWarce. TPI.l defines the a sponsbllifiesand duties of Me Tuss ess IhervdsedeAnedbya Ccnbad agreed upon is Jng byellpsNes lnwlsd. The Spd,lly Englreer is NOT Ne St Cloud, FL 34771 ao gpitellietl mm,a ere es aer�ea in TPIn. FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TD MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET C ALONG A FLOOR TRUSS. 'JOB C 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 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772d09-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, 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 (OD NOT USE METAL FRAMING ATTACH TO VERTICAL CCC ATTASCABCH TOWIT. VERTICAI.L USE DRYWALL TYPE SCREWS) ANCHOR To TO TOPTTACH CHORD N IBWITH LS (013131X 3') \NAILS (0131C3X 3').. I NATTACH AILS TO VERTICAL \ WEB WITH (3) - i0d BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL VEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TD CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - IOd NAILS C.J.1' (0216' DIA1 X 3.) IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0.. WALL r BLOCKING STRONGBACK r (TYPICAL SPLICE) (BY OTHERS) 1 (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, I DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 7) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). Manuel MarliOei, P.E. # 047182 4620 ParkView Or FEBRUARY17,2017 1 'LATERAL TOE -NAIL DETAIL I STDTL11 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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL A064.__.-_....._.. ' BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ... A-i ROOF TRUSSES M. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 445l T. LUCIE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE. FL 34946 772409-1070 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA 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 !q ri .162 108.8 99.6 86.4 84.5 73.8 .128 74.2 67.9 58.9 57.6 5D.3 2 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 ri THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FVT- NEAR SIOE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LOAD DURATION INCREASE OF 115: NEAR SIDE 3 (NAILS) X 845 (LB/NAIL) X 115 (DOU = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30' TO SG' 30' TO ED' 30' TO 60' 45.00' 45.00° 45.00° anuel rGnez, P.E. # 047182 4620 ParkView Dr FEBRUARY17,2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOFTRUSSES 4451 ST. LUCIE aLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE —NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF—S L7 O .131 59 46 32 30 20 J .135 60 48 33 30 20 !(1) 7 .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 I- Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 J in J N Q M Z .120 51 39 27 26 17 U' Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J O .148 57 44 31 28 20 M 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 35') WITH SPF SPECIES TOP PLATE FOR WINO OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO FOR WIND DOL OF 1.60. 3 (NAILS) X 37 (LB/NAIL) X 1.60 (ODL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. aaa USE (3) TO ON 2X4 BEARING WALL aae USE (14) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR 5] IE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY [L NAIL NAIL Manuel Martinez, P.E. # 047182 SIDE VIEW END VIEW 4620 ParkView Dr St Cloud, FL 34771 FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1.0 X 4 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. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS O A-1 ROOF TRUSSES .S' ST. LUCIE BLVD. 12 FORT PIERCE, FL 34946 772-409-1010 VARIES (4) 12d TRUSS 24" o.c. (4) 12d UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOFTRUSSES 4451 ST. LUCIE BLVO. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15Y LOAD DURATION SP OF SPF HF 2X4 2X6 ZX4 2X6 2X4 2X6 2X4 2X6 20 2X8 20 30 24' 1 1706 2559 1561 2342 1320 1980 1352 2028 28 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169r47- 2900 4350 2451 3877 2511 3767 44 66 48' 3657 3348 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS C CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN C131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK CC) SHALL NOT EXCEED 12'. (C-PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C V y S F BREAK • 10d NAILS NEAR SIDE + IOd NAILS FAR SIOE THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). OD NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Manuel Martinez, P.E. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. #047182 S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4620 Pa(kVeW Dr FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-30-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. _ TOP CHORD: 2X4 OR 2XE PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2% SCAB (MINIMUM N2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d 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 40') 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. Manuel Martinez, P.E. # 047182 4620 ParkView Dr f9i,a-es2-1- A-0 R100F Lumber design values are in accordance with ANSlrrPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. 'AIANTRUSISES AFLONDACORPORAneN RE: Job 77927 A4 Roof Trusses 4451 St Lucie Blvd Site Information: Customer Info: PARADISE HOMES GROUP Fort Pierce, FL 34946 A Project Name: COX RESIDENCE Lot/Block: VveU� Model: 1 , U�lta PPC� r. Address: 123 QUEEN FREDERIKA COURT, NORTH HUTCHINSON ISLAND, FL City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loa n r Conditions): MAR 18 2020 Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products STEPHEN E. KASTNER, P.E. Wind Code: ASCE 7-10 Wind Speed: 160 FLORIDA PROFESSIONAL ENGINEER Roof Load: 37.0 psf Floor Load: 0.0 psf uCENSEXPE39528 This package Includes 77Individual, dated Truss Design Drawings and 16 Additional Drawings. 5320 FLORIDA PALIMAVE. With my seal affixed to this sheet. I hereby certify that I am the Truss Design Engineer and this Index sheet COCOA, FL 32927 conforms to 61 G15-31.003,sedion:5 of the Flodda Board of Professional Engineers Rules. No. Sell # Truss Name Date No. I Seq# Truss Name Date No. I Seq# Truss Name Date 1 2465 A01G 12/23/19 13 12530 1 A13 12123119 25 2715 B03 12123/19 2 2502 A02 120119 14 2522 A14 1223119 26 2536 B04 12123119 3 2505 A03 12123119 15 2516 A15G 12r23119 27 2596 805 1223119 4 2508 A04 12123/19 16 2505 A16 1223119 28 2593 B06 12123/19 5 2511 A05 12123/19 17 2502 A17 1223/19 29 2581 807 _ 12/23/19 6 2517 A06 12123119 18 2499 A18 1223119 30 2467 B08G 1223119 7 2520 1 A07G 12123/19 19 2496 A19 1223/19 31 2545 B09G 1223119 8 2526 A08 1223119 20 2493 A20 1223119 B10 1223119 9 2529 A09G 12123l19 21 2487 A21 12/23119 COW 1223119 10 2532 A10 1223119 22 2617 A22G 1223/19 [361U2624I CA 1223119 11 2535 All 1223119 23 2474 BOIG 1223/19 CJ1A 12123119 12 2533 Al2 1223/19 24 7iF- 2605 dProduct.atc.underrrwdaectsuoervtimhaedmewm--m,d, B02 120119 CJ1B 1223/19 Thefissdrardng(s)refererrxd havebeenprepared WAIFmI Truss Design Engineer's Name: Manuel Martinez My acense renewal date forthe state of Florida Is FebruaP128.2021. NOTEThe seal o n these drawings Indicate acceptan c� of p mfessional eng rnmdng maponsibRy solely forthe truss w mponmts shown. ThesuftabPnyand useofcomponents foranypadicularbuilding Lstheresponsibrdyofthebullding designer. puANSVrPI.1 Seo.2 TheTmsspestgn Drswing(s)(n)D[sl) referenced hawbeen prepared based on thownsbuetbn documents (also referred to attimes as' StructumlEngineedng Docunenb1provided bytheaurldlrrg DeslgnerindIcating the natureand chamcterofthawark Thedeslgn cdtadathereh havebeen tmnsfenedto ManuelMardnaPEby [At RoofTmssesorspecif c location]. ThmoTDDs(atorefmtdtostlimesas RmctumiDelegated- Engineering Documents'amspedaitysWquMcamponentdeslgnsand maybepadofthe pmdecm deferred orphasedsubmVab. Asa T ss Design Engrneer(Ie,SpecL*y Englnee4,the sealhemand on theTOD represents an acceptsnceofpmfesstonalenglnaring respansiboyforthedestgn ofthestnglaTmw depicted on theTOD only. The Bwlding Designerls responsible forandshalcoordinateand review the Milsfor mrnpafibinywiththeirwi0mnengfne ring requirements. PleasereviewalITDDsandallrelatednotes. r: Digitally signed by Ma n u e l' ?LManuel Martinez Md} Date ,2019.12.23 ra 3.09-OS'00' eo\ sTUE.OF '� SSrONaLE��`��• ManuelMartmez,RF 4620Pa&VIIew Dc SLCbud,FL3Wi Page 1 of 2