Loading...
HomeMy WebLinkAboutTruss' NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO _ Typical Cornerset Specifications 12 LEDGER CONNECTIONS BY BUILDER. o L 4 C7 (UNLESS NOTED OTHERWISE) Attach KingJackw/(3) 16d ToeNails @ TC & BC r` All * NOTE' ALL CEILING DROPS BELOW BEAM ARE o 'y a E y > md`oa ° Attach Corner Jack w/(2) CD BY BUILDER. (UNLESS NOTED OTHERWISE) � a� a F- t a=a ° 2 ; 16d ToeNails @ TC & BC a v r � 6 NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW o w m= o r D C. N .O « N N F y m TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING ° m, y e a c, 1'-6" DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL 0 � y w = 0 a �; CQ _ ._ STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE i 2 L _ & a o g 2 m INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR o S'E o 8 "o T GRAVITY AND UPLIFT LOADS. 112 2 y a c moo =m- a .L~. iu�mm FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 -Z6 t ° 9 o AND/OR ENGINEER OF RECORD. n o o , m �^E`o �Ed.ca REPRESENTS THE LEFT SIDE °o'0 x cc ` OF EACH TRUSS DRAWING ¢ E m m t > a E E a am ro E.. 2, .% > rn rn Typ. Corner Jack Placement -- 1' 10-15/16" 2,0„ 2,0„ 1'1-1/16" ,. , `m m o. 8 t_ � y 5 w �j (NOTE: REFER TO SIMPSON,CONNECTOR 8 8 _ E = m� CATALOG FOR INSTALLATION DETAILS) L m 2 ° ! "- w y C m _ yy r. a ma Qo,.3 jY y0 LUS24 HHUS46 - - - a ro' m B « E . .. _ LUS26 THA42 . , ° o B J ::.. � ,. _,. R E -o a HUS26 / •, tvfUS26 Q = w . I I ' _. .::. H 2 THJA26.` .�. CJ 1 �. CJ 1 _ ,y HHUS26 2 c c E M U _ ° c XX 4� z _ 10, HHUS28 2 � y y y c w F N V _.., <.yCJ3 CJ3 X ---LUS46G P --- s« � E m BB HANGER BY B I DER 'BBB BEAM B i BUILDER o y a. . L,.... ✓).e..t. .. '. : .. : � TIC .. = .CLSTA12N TE. L TA TRAP �vCJ y... _O) me E m INDICATED TO BE USED IN 1 TC a. c m c Zt LSTA 2 `- N RDAN E W ITH x ro A2Zb LSTA12 @BC CORNER ET DETAIL. 5# 2 _ y aa- O ~U208« y _ TE LOADING ROOF- FLOOR WIND LOAD E m _ fi , +� 0 LIVE OD- 20 ASCE 7 16 0 .o m ❑ u A11: ..� o r ,, LOA y= mt y S rzgz�a ONA1 _ ' - ' .. „ J ✓'�nrr �ti�t� .. DEAD LOAD 10 _ 1$0 C c 3 ,w � c � - � w v t_c a .. 0, W. S LOAD 0 Residential OAfi tl , .. ,. ,_. AID _ LIVE OA � t m¢ ,. O moo, O 10 Enclosed .; o w o ._ E« � U DEAD LOAD _ ° m �m'd:=_ W ,. _.:. o 020 RES_ .v ¢ c a a°A0g OTOTALLOAD 40 FB 7TH ED2N.. _ 10 a 2 pp y zDURATION FACTOR 1.25 TPI 2014, - �rn c � Afl8 REV DATE JBY REMARKS o c ii x. cr o y E _ 3 w„d_ 5 « « UO2/09/2021 AA FBC 7TH ED. 2020 RES. CODE UPDATE-ffi c m �:2 V.- . : (� 'm'it&. Elaltli " / / r ♦. �. i' C ° �;. 'V A07. �xkapa rn a,eaew , . '.;: _. r. m ,c y c• ,.. oSravzaitoz.0 ux i1J % y « x - - N m >, t5 1 A05 2� a 0, 15'2 0 0.,o t Z .m-w d -`t A04 Q o y It is understood that above APPROVED .: mo.a ,. 1'10°8 conditions have been reviewed & .= o = = Y - are acceptable for the fabrication APPROVED AS NOTED ; m� m 3 3 o Allmm A03 at trusses elevations Itches u,° s e REVISE AND RESUBMIT M _ overhangs, fascias,ceifsn9 ❑ mw y o j N elevations/ itches bearing2,v w w `_ E �: O conditions & all detail pertaining ❑ REJECTED ,,, v ., 8 - 8 A02 0o P 9 2 y. 2 8' i to this truss .placement plan. No w.:": � y o o am ° cy.. 2`.�a0moc II back char es will be accepted © m g P mm«-, c•-�L 1 DATE y M ._ - N writtenapproval o_ _„y without previous ntte a� d� m s�_ y from an A-1 Roof Trusses 2 representat a REVIEWED BY. = b � « y y = o •. «..m0=oCm co N PLAN DATE ARCH. / / STRUCT. B06ON « o ro y d�,� U � c CUSTOMER HABITAT SLC 2 m c o a t_ rn_ _ 00O3 y�Ca98 1 10 N-'I I ��w�`om�o�N - : « n m y mo m d r J8 m . a B 7 =b « ATTiC 3 A ECE S IN T SS_ 0 _ JOB NAME THREE BEDROOM m� •a, a s � n � o ACCE =.-M-a80:z ,_ « ._ jl N a o y rnH= d._ rn,, REVIEW FOR - ay..bdyy da« �g �C)F�R fy L�y�m m= B08 ,t'4 �..- ✓. .�. a...,. ,.... , I OPTION(S) vi e' F � 2 c � m� of 7-2,2 2 2 am - ~�= - _ N.. -o 3 mS m c,y ao U 1421 # _ m _ a ._ - — 1 1 ry COMMUNITY o 2 y o o t /LOT# c 8 �� av y,� m o t m o O « T CITY CJ7 CJ7 wl°amm° o �7161 8 COUNTY ST. LUCIE _a?o'L�mp,_acc 8 BEARING ym«mrn❑°a 3 CJ5 - CJ5 BLDG. BLDG. E o y a o d ° ~ TYPE # =vmma�taya E 8«= o y F« CO y c c y° t 3> a 5 _ _ .. HHS3B m _ CJ3 1 I CJ3. 9 oo-�Fa�.. c JOB # MASTER `° FILE COPY m� ._ 0 m d !� O 9 � L m. m C.E C r G a- m F L.w A C 9 DRAWN SCALE y y DATE o2/asi2or a o o 8 _ =m CJ1 _ CJ1 r _ _ MS NTS z 250 m 2 y a`O ac i d a 6 2 m m pE m= M LIB � Lf) � M N e- r � M co CO 00 00 co 00 co ti Li3 > `M• � < m t E c a m 0©0 0co] m m m -� 7 -� U V 7 ;7 ✓� o g E> a. 3 a -=-o a 2 `! VV _--.— ... /� 41,411 T 55 U O A FLORIDA CORPORATION fly v a E v y d Ph 772-409-1010 / Fax 772-409-1015 .� , m = > v a Q X Q 0 2 o v m 8 �.J� go- 1 htfi'//rww.altruss.com Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION ZE: Job CHHS3B A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 i[te.lnformation: :ustomer Info: HABITAT ST. LUCIE COUNTY Project Name: SCATTERED LOTS .ot/Block: Model: THREE BEDROOM address: -Subdivision: :Ity: County: St Lucie State: FL Jame Address and License # of Structural Engineer of Record, If there is one, for the building. Jame: License #: kddress: "ity: 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading conditions): )esign Code: FBC 7th Ed. 2020 Res. / TPI-2014 Design Program: Alpine Engineered Products Nind Code: ASCE 7-16 Wind Speed: 160 roof Load: 40.0 psf Floor Load: 0.0 psf his package includes 30 individual,'dated Truss Design Drawings and 16.Additional Drawings. iVith my seal affixed to this sheet,, I hereby certify that I am the Truss Design Engineer and this indsx sheet :onforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Jo. Seq # Truss.Name Date No. Seq # Truss Name Date No. Seq,# Truss Name Date 2645 A01 2/9/21 13 2651 B01 2/9/21 25 2601 CH 2/9/21 2581 A02 2/9/21 14 2592 B02 2/9/21 26 2606 HJ5 219/21 f 2582 A03 2/9121 15 2593 1303 2/9/21 27 2607 HJ8 2/9/21 ( 2583 A04 2/9/21 16 2594 B04 2/9/21 28 2603 J7 2/9121 i 2641 A05 2/9/21 17 2609 B05 2/9/21 29 2604 J8 2/9121 i 2638 A06 2/9/21 18. 2595 B06 2/9/21 30 2605 1813 2/9/21 r 2616 A07 2/9/21 19. 2596 B07 2/9121 .31 STDL01 -STD. DETAIL 2/9/21 3 2613 A08 2/9/21 20 2597 B08 2/9/21 32 STDL02 STD. DETAIL 2/9/21 2621 A09 2/9/21 21 .2648 B09 2/9121 33 . STDL03 STD. DETAIL 219/21 10 2635 A10 2/9/21 22 `2598 CJ1 2/9121 34 STDL04 STD. DETAIL 2/9/21 11 2629 All 2/9/21 23 2599 CJ3 .2/9/21 35 STDL05 STD. DETAIL 2/9/21 12 2632 1 Al2 2/9121 124 12600 CJ5 2/9/21 36 STDL06 1 STD. DETAIL ,2/9/21 I ne truss drawing(s) referenced have been prepared bywpme engineered Producrs, Inc. under mydrrecrsupennsidn cdseu on ure parmneiers pruwdeu uyrr i rcudi r ruses, Lw. Truss Design Engineer's Name: Rama Pranav Kristam Wy license renewal date for the state of Florida is February 28,2021. VOTE The seal on these drawings indicate acceptance of professional engineering . responsib0itysolelyforthetruss components shown. I ,wiu!IAIA ty and use of components forany partilcularbuilding Is the responsibility of the building ieslgner, &MNWPI-1 Sea 2. the TrusslDesign Drawing(s)(TDD[s]) referenced have been prepared based on the construction iocuments (also referred to attimes as'Structural Engineering Documents) provided bythe Building )"Ign4ndleating the nature and characterof the work the design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or ipecrfic location]. These TDDs (also referred to attunes as'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the pro]edt's ieferred or phased submittals. As a7russ Design Engineer(i.e, Specialty Englneer), the sea] hen: and on the TDD represents an acceptance of professional engineering -esponsibi]ity forthe design of the single Truss depicted on the TDD only. The Building Designer is -esponsible forandshall coordinate and review the TDDs for mmpatibil]tywith theirwrltten engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 L17 Job I russ I I I ubb I yNa K.r CHHS36 A01 HIPS 11 1 I V"VVI`V" 2645 1. f 2,6„ S�j PLATE 1- Loading Criteria (psi) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration:1.25 Spacing: 24.0 " 164" + 1118" EEs5X6 =3X4 =3X4 =5X6 =3X8 =4AIZ =3Ab Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP M-30; T3,T4 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30; B3 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W7 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Rt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacirl oc) Start(ft) End(ft) TC 24 16.33 28.00 BC 75 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading 4. Truss passed check for 20 psf additional bottom chord Iive4pad In areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C msi(iber design. Wind loading based on both gable and hip roof types. 35'4" 44'4" 16'4" SEAT PLATE REQ. I Zo io 4=3X6(C6) 7'6" -i Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl U# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.145 L 368 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.312 L 171 24Q B 1686 /- P /1060 1783 /178 FT/RT:10(0)/10(10) HORZ(LL):-0.045 L - N 2107 !- /- /1390 1899 1- Plate Type(s): HORZ(TL): 0.076 L - - Wind reactions based on MWFRS WAVE Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.681 N Brg Width = 8.0 Min Req = 1.7 Max BC CSI: 0.773 Bearings B & N are a rigid surface. Max Web CSI: 0.832 Bearings B & N require a seat plate. 1 Maximum Top Chord Forces Per Ply (Ibs) Wgt:241.5lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 B - C 383 -937 G - H 1849 -2088 A - B 52 0 H -1 1488 -1539 C - D 1754 - 2437 I - J 1461 -1689 D - E 1980 - 2639 J - K 1437 -1704 E - F 1840 - 2270 K - L 896 -1187 F - G 1861 - 2249 L - M 863 -1059 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2220 -1485 P - O 1079 - 725 S - R 2535 -1795 O - N 1079 - 725 R - Q 2534 -1796 N - L 1178 - 779 Q - P 1980 -1491 L - M 1083 - 811 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 2400 -2442 Q - H 344 -99 D - S 449 -453 H - P 825 - 691 S - E 449 -222 P -1 218 -47 E - Q 424 - 544 P - K 2069 -1864 G - Q 372 - 88 K - N 1918 -1898 **WARNING** Please1horoughly review the 11A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the any engineerinc . responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsiblllties and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrtogt.'01. A-1 Roof Tmnnee-RenmduNinn of thic donlment. in anv form. le nmhihitnd wifhouf tho wrMnn monlneino of A-1 Roof Tnima% jou CHHS3B A03 HIPS "ry 111 2582 20'4" J 3'8" e5X6 --6X6 G H 20'4" . i 12 4 � g3X4F 13X4 a J 03X6 iO4X6 E 4X6 n �3X4D (a) =3�(C6) C =4X6(C6 L cps T S R Q P O N 1113 M SEA[- LA PN TE REQ. �— 2'6„ Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " III1.5X4 =3X4 =5X6 =3X4 =3X4 =3X6 =4X4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + SP M-31; T3 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W8 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid celiing use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.33 24.00 BC 61 0.00 44.33 Apply purlins 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. Wind loading based on both gable and hip roof types. 35'4" Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 44'4" Defi/CSI Criteria PP Deflection in loc Lldefl L/# VERT(LL): 0.276 Q 999 36 VERT(CL): 0.654 Q 636 24 HORZ(LL): 0.063 G - - HORZ(TL): 0.151 G - Creep Factor: 2.0 Max TC CSI: 0.817 Max BC CSI: 0.995 Max Web CSI: 0.784 Wgt: 230.3 Ibs VIEW Ver. 20.01.01A.0724.12 SEAT PLATE REQ. F_ -3X6(A1) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL U 1686 /- /- /1044 /782 /214 M 2107 /- /- /1365 /879 !- Wind reactions based on MWFRS U Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 2.5 Bearings U & M are a rigid surface. Bearings U & M require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 521 -1332 G - H 1425 -1603 A - B 52 0 H -1 1402 -1745 C - D 1439 -2339 I - J 565 -676 D - E 1759 -2705 J - K 557 -741 E - F 1776 - 2655 K - L 904 -1135 F - G 1446 -1777 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp U - B 1282 -400 Q - P 1603 - 893 U - T 2175 -1251 P - O 1271 - 754 T - S 2201 -1276 O - N 1271 - 754 S - R 2326 -1428 N - M 1055 - 697 R - Q 2326 -1428 M - L 1154 - 778 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 992 -1183 H - P 192 - 52 T - D 579 - 576 P -1 725 - 517 D - S 477 -369 1- N 1234 -1224 S-F 514 -42 N-K 1432 -981 F - Q 822 - 959 K - M 1600 -1920 G-Q 421 -218 "WARNING" Please'thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guldance. TPI-1 defines the responsibilities and.dutles of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1. Cnnvrinht W 2ni R AA Rnnf Tna — R..-In dine of thla d—mont. in am form. In nmhlhitad vAhnut the written narmInalon of A-f Rnnf Tnrsaaa. Job I fuss I tuba i yNc CHHS36 A05 HIPS I I I 2641 20'6" 3W 1 20'6° --5X6 a6X6 F G E3X4 EH0308 =3X4 E3X4 m3X6 E4X4 1113x6- SE(i - PLATE REQ. SEAT PLATE REQ. I " b1. 35'4" 7'6" Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + SP M-31; T3 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; B3 2x4 SP #2; . Webs: 2x4 SP #3; Lt Slider. 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.50 23.83 BC 61 0.00 44.33 Apply purlins 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS 44'4" Defi/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.303 P 999 36( VERT(CL): 0.694 P 600 24( HORZ(LL): 0.053 F - - HORZ(TL): 0.130 F - - Creep Factor: 2.0 Max TC CSI: 0.873 Max BC CSI: 0.994 Max Web CSI: 0.793 Wgt: 219.1 Ibs VIEW Ver. 20.0 1.01 A.0724.12 E3X6(A1) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL S 1520 /- /- /880 /684 /183 L 2112 !- /- /1361 /888 1- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 2.5 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. C(lords Tens. Comp. A - B 149 - 655 F - G 1477 -1628 B - C 1989 -2698 G - H 1456 -1772 C - D 1881 -2611 H -1 577 -731 D - E 1892 - 2552 I - J 565 - 773 E - F 1501 -1806 J - K 899 -1130 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S - R 2461 -1681 O - N 1301 - 795 A - S 666 -136 N - M 1301 - 795 R - Q 2315 -1520 M - L 1085 - 726 Q - P 2315 -1520 L - K 1145 -773 P - O 1628 - 941 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. S - B 2000 -2270 G - O 183 -52 C - R 233 - 54 O - H 720 - 505 R - E 381 - 34 H - M 1242 -1220 E - P 811 - 908 M - J 1485 -1031 F - P 462 -271 J - L 1613 -1923 •'WARNING" Please -thoroughly review the 11A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 889D6 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lud8 Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Foil Platte, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Convriaht 02016 A-1 Rmf Trt-- Ranrnduntinn of this dormant. In anv farm. le nmhihtted without tha written nannImlon of A-1 Roaff es CHHS36 IA07 yv� HIPS 2616 a T PLATE A 16'6" -�- 11'4" �5X6 1111.5X4 d5X6 E F G III1.5X3 m3X4 mH0308 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not In 13.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + SP M-31; T3,T4 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; 132 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W6 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TIC 24 16.50 27.83 BC 56 0.00 44.33 Apply purlins 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. Wind loading based on both gable and hip roof types. 35'4" Code I Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS =3X8 mmu3u8 =4X4 44'4" 16'6" _1 SEAT PLATE REQ. r6" --� � 3X6(A1) DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.205 P 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.430 P 969 240 R 1520 /- /- /896 1685 /147 HORZ(LL): -0.068 B - - K 2112 /- /- /1387 /900 A HORZ(TL): 0.144 B - - Wind reactions based on MWFRS Creep Factor: 2.0 R Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.804 K Brg Width = 8.0 Min Req = 2.5 Max BC CSI: 0.997 Bearings R & K are a rigid surface. Max Web CSI: 0.970 Bearings R & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:214.2lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 A - B 496 -922 F - G 1936 -2044 B - C 2131 -2683 G - H 970 -1094 C - D 2055 -2545 H -1 945 -1112 D - E 2081 -2535 I - J 915 -1139 E - F 1936 - 2044 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. R - Q 2470 -1832 N - M 1506 -1123 A - R 913 -464 M - L 1506 -1123 Q - P 2475 -1839 L - K 1040 - 707 P - O 2088 -1544 K - J 1135 - 789 O - N 2088 -1544 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp R - B 1831 -1961 F - N 497 - 281 Q - C 198 -144 N - G 820 - 724 C - P 303 -188 G - L 1137 - 976 P - E 480 -184 L - I 1594 -1302 E - N 237 -164 I - K 1844 -1960 **WARNING** Please -thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI.1. r nvdnht m 9Ma A.1 Rnnf Tnu"w" - RwnrMs,nIIm of Ihi" dnrllmnnt. In anv hum. is nmhailtad without thn wrlffnn nnrminainn of A-1 Ronf Tni-n. jou r r ub� r r uao yp. CHHS36 A09 HIPS 1 1 2621 ------ 11111-11/16" Is 19'4" i 11'11-11/16" -� 1 2 4 2 T to :3X4 D m3X6(C6)C 3X4 = th 4X6A(C6)g v =3X4 E—_ F (a) =3X6 1111.5X3 G H (a) I j3X4 K=3X6(C8C)6) LAC i s-,n- U T S R Q P O N III1.5X3 =3X4 =H0308 =3X4 =3X8 mH0308 =3X4 1111.5X3 �6TE REQ. 41'4" SEAT P� PjT Fs4. 6-T/76 43'3-3/8" 6-v5/] 6" Loading Criteria (psi) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00. Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc LJdefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.339 H 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.684 H 714 244 B 1788 /- /- /1002 /822 /118 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.092 N - - L 1788 /- /- /1002 /822 I- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.187 N - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.769 B Br Width = 8.0 Min Re 2.1 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0 L Brgg Width = 8.0 Min Reqq = 2.1 Load Duration: 1.25 BCDL: 5.0 sf p Max BC CSI: 0.989 Bearings B & L are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Bearings B & L require a seat plate. C&C Dist a: 4.43 ft Max Web CSI: 0.999 Loc. from endwall: not In 6.50 Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Wgt: 232.4 Ibs Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 20.01.01A.0724.12 A- C 667 -971 G - H 3786 -3944 Lumber C - D 2959 -3370 H - I 3788 -3946 Top chord: 2x4 SP 0f-2.OE; T2,T3 2x4 SP #2; D - E 3135 - 3402 1-1 3133 - 3401 Bot chord: 2x4 SP M-3-30; B2 2x4 SP #2; E - F 3766 -3927 J - K 2960 -3371 Webs: 2x4 SP #3; We F - G 3786 -3944 K - M 669 -972 Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on A - B 1003 -675 R - Q 3950 -3465 member. B - U 3068 -2608 Q - P 3194 -2738 U - T 3067 -2613 P - O 3194 -2738 Puriins T - S 3195 -2742 O - N 3068 -2612 In lieu of structural panels or rigid ceiling use purlins S - R 3195 -2742 N - L 3069 -2608 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TIC 24 11.97 31.31 BC 54 0.00 43.28 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers B - C 2487 -2647 H - Q 548 -353 at 24" OC unless shown otherwise above. U - D 178 -2 Q - 1 896 -964 Wind D - T 207 - 389 1-0 236 -1 E-T 236 0 O-J 210 -386 Wind loads based on MWFRS with additional C&C E - R 878 -938 J - N 178 -3 member design. R - F 584 -360 K - L 2487 -2646 Winq loading based on both gable and hip roof types. F - Q 77 -71 "WARNING- Pleaselhoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Convrinht 0) 2nta A-1 Rnnf Tn,.m — Rsnrndurtinn of this dontment. In anv torn. Is nmhihited withmd thn written narolsalon of A-1 Rnaf Tnissna. CHHS313 I A11 HIPS Y"- 2629 �-- T11-11/16" 127"4" 4 12 =6X10 =3X4 1111.5X4=4X6 =3X4 p D E F G H 6" =4X6AC6)gC6)C 4X4 (a) =6X10 I 6.1116- S R Q P O N M 1111.5X3 =4X6=HO308 =3X8 =H0308=4X6 III1.5X3 7-11-11/16" --� Jm3X (C6C16) 4L tSEL;/Ph6lE REQ. SEAT PLATE RFsQ. f 41'4" 191J/16 6-�/l6" 43'3-3/8" 6-11 6„ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.606 F 806 360 Loc R+ I R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 1.222 F 400 244 B 1788 /- /- /1001 /935 /83 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.098 M - - K 1788 /- I- /1001 /935 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.199 M - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2.719 B Br Width = 8.0 Min Re 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0 K Brg9 Reqq = Width = 8.0 Min 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.956 Bearings B & K are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearings B & K require a seat plate. C&C Dist a: 4.43 ft Max Web CSI: 0.817 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not In 6.50 Wgt:211.4lbs Chords Tens.Comp. Chords Tens. Comp. GCpI: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 A - C 1066 -1275 G - H 5775 -5905 Lumber C - D 3398 -3575 H -1 5159 -5255 D - E 5159 - 5255 I - J 3398 - 3575 Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30; E - F 5775 -5905 J - L 1066 -1275 Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; F - G 5775 -5905 B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Rt Slider: 2x4 SP #2; block length = 1.750' Chords Tens.Comp. Chords Tens. Comp. Bracing A - B 1308 -1090 P - O 5322 - 5006 (a) Continuous lateral restraint equally spaced on B - S 3283 - 3020 O - N 5322 - 5006 member. S - R 3286 -3013 N - M 3286 -3011 R - Q 5322 - 5W8 M - K 3283 - 3019 Purlins Q - P 5322 - 5008 In lieu of structural panels or rigid ceiling use purlins 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. TC 24 7.97 35.31 BC 53 0.00 43.28 B - C 2640 - 2543 P - H 643 - 652 Apply purilns to any chords above or below fillers D - S 213 0 H - N 894 - 679 at 24" OC unless shown otherwise above. D - R 2144 -2177 N -1 2144 -2177 R - E 894 - 679 M -1 213 0 Wind E - P 643 -652 J - K 2640 -2543 Wind loads based on MWFRS with additional C&C F - P 561 =377 member design. Wind loading based on both gable and hip roof types. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Convdnht 0) 2016 A•1 Roof To-- Renmdudinn of thL dnnjimant. In anv fnrm. la nmhlhlrnd without tha wdean narml"alnn of A-1 Roof Tno,- CHHS3B I B01 SPECyFJc 13y 1,1" I ­ vV V 2651 Loading Criteria (pst) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " ,1 I•---6'7-11W 7L Z4-1/8•1 62-7/8' =t t%E,flpuTE REQ. ''FF P-718}-67-v8• -j-24-1re•-- 1 62-7/8• Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf 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: 2x8 SP 2400f-1.8E; T2 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W4 2x8 SP 2400f-1.8E; W7 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 5.99 BC 67 9.53 15.10 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 10'4-.' 4' 16 150p Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection In loc Udefl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.276 F 614 360 Loc R+ / R- i Rh / Rw / U / RL B 787 /_ ;_ 1403 /272 /278 Rep Factors Used: Varies by Ld C S RT(CL): 0.706 F 240 240 FT/RT:10(0)/10(10) HORZ(LL): 0.120 M - - K 852 /- i- /294 /297 /- Plate Type(s): HORZ(TL): 0.307 M - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.669 K Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.199 Bearings B & K are a rigid surface. Max Web CSI: 0.349 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 117.6lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 B - C 135 .509 E - F 159 -586 F - G 4814 - 5061 G - H 710 -1165 A-B 15 0 H-1 716 -1147 C - D 487 -1026 I - J 64 - 98 D - E 526 -1021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 920 - 827 G - M 1389 -1063 O - N 825 - 700 M - L 1391 -1073 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-C 984-1104 M-1 319 -190 D - O 233 -136 1- L 1173 -1503 O - E 129 -158 L - K 666 - 851 E - N 1158 -1356 L - J 155 - 72 N-F 1211 -1004 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Yfistam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responslbllitles and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (tnnvdnht 0 2n16 A-1 RW Tmsses - Renmdudinn of this dnrumant. in anv form. is nmhihited withnut the written nermisRinn of A-1 Roof Tnisnm. CHHS3B I B03 I HIPM"'_ 11� 11 2593 s a-1Ta• SEAT PLATE REQ. f_ 1.6„ - Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.50 16.17 BC 75 0.00 16.17 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 12'6" Code I Mlsc Criteria Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 16'2" 3'8" --{ E5X6 III1.5X4 D E SEAT PLATE REQ. 14'8" Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): 0.054 C 999 360 Loc R+ / R- / Rh / Rw / U / RL H 737 /- /- /454 /274 /218 VERT(CL): 0.108 C 999 240 HORZ(LL): -0.024 B - - 1 578 /- /- /307 1288 /- HORZ(TL): 0.050 B - - Wind reactions based on MWFRS Creep Factor: 2.0 H Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.659 1 Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.826 Bearings H & I are a rigid surface. Max Web CSI: 0.537 Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 81.9lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 A - B 115 -412 C - D 883 -985 B- C 759 - 988 D- E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 898 - 964 G - F 336 - 490 A - H 443 -79 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - B 1076 -1076 D - F 745 - 510 C - G 451 -252 E - F 257 -112 G - D 672 - 541 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrimht W 2016 A-1 Rnnf Tntannn - Ranrnd,,di- of thin dnc nnt. In anv farm. In nrohihaad wlthnut thn wrf tan nnrmlxninn of A.1 Rnaf Tnvnaa. CHHS3B I. B05 I HIPM yNo 11 " 1,1" I -- -- --- 2609 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REQ. 1.6" -k Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.oE + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 pif at 8.50 TC: From 31 pif at 8.50 to 31 pif at 16.17 BC: From 20 pif at 0.00 to 20 pif at 8.65 BC: From 10 plf at 8.65 to 10 plf at 16.17 TC: 354 lb Conc. Load at 8.53 TC: 181 lb Conc. Load at 10.56,12.56,14.56 BC: 422 lb Conc. Load at 8.53 BC: 122 lb Conc. Load at 10.56,12.56,14.56 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.50 16.17 i3C 69 0.00 16.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Willi Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 354# 1811 181+ 181 1'7 14'8' 16'2' 7'8° 1 m2X4 8'6-3/8° 2'0-3/8° 2' t__ 2' 422# 12 122# 122 Code I Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): -0.117 C 999 36 VtRT(CL): 0.200 H 107 24 HORZ(LL): 0.064 B - HORZ(TL): 0.132 B - Creep Factor: 2.0 Max TC CSI: 0.704 Max BC CSI: 0.976 Max Web CSI: 0.755 Wgt: 83.3 Ibs VIEW Ver. 20.01.01A.0724.12 T 1 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- / Rh / Rw / U / RL 1 1294 /- A /- /925 /- J 1394 /- A /- 11005 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.6 Bearings I & J are a rigid surface. Bearings I & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 192 -586 C - D 1161 -1597 B - C 1590 -2143 D - E 1161 -1597 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I - H 1958 -1440 H - G 1981 -1445 A-1 582 -182 G-F 10 -7 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - B 1525 -1768 D - G 626 - 574 C - H 450 - 99 G - E 1982 -1441 C - G 354 -480 E - F 1011 -1318 **WARNING** Please ftroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Aipine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C.onvdnht if12016 A-1 Rnoflrnj a-Rnnmdisdim of thla don-nnt. In anv fnrm. Ix nmhlbitad Wthnut thn written nnr nMlnn.nf A-1 Rod Tnt- CHHS36 B07 HIPMrV 2596 3.1Ta- Loading Criteria (pst) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf 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 #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP 43; Lt Slider. 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.50 22.17 BC 87 0.00 22.17 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 12'6" Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 9'8" -1 =5X6 =3X4 III1.5X4 D E F 20'8" 22'2" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.084 C 999 361 VERT(CL): 0.168 C 999 241 HORZ(LL): -0.030 B - - HORZ(TL): 0.060 B - - Creep Factor: 2.0 Max TC CSI: 0.810 Max BC CSI: 0.966 Max Web CSI: 0.734 Wgt: 114.1 Ibs VIEW Ver: 20.01.01A.0724.12 L SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL K 978 P A /581 /374 /218 L 823 A A /430 /479 A Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 180 -282 D - E 1185 -1064 B-C 1290-1430 E-F 0 0 C-D 1162 -1168 Maximum Bot Chord Forces Per Ply (Ibs) Chords. Tens.Comp. Chords Tens. Comp. K - J 1303 -1412 1- H 1303 -1417 A - K 279 -159 H - G 720 - 976 J -1 1303 -1417 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - B 1408 -1342 H - E 473 - 279 J - C 131 -4 E - G 1294 - 954 C - H 242 -257 F - G 236 -120 D-H 213 -5 -WARNING" Pleaselhoroughly review the "A-1 ROOF TRUSSES ("SELLER" ), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading condltions, suitability and use of this Truss for any Building Is the Rama Pranav Kflstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field # 88906 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. 0—r4,ht 02m1a A-1 Rod Tmssas— RRnrndurtion of this dnraunnnt. In nnv fnm. Is nmhlhltnd without thR wnhan nnrmissim of A-1 Roof Tmases. Job CHHS3B Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NC13CLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 1 Russ B09 I• -- 8,6. SEAT PLATE REQ. -1'6-.1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure:. Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not In 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W3 2x4 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) I lubti I ypu HIPM 174181#4 181 4 181#i r SYR 20'8- 22'2" 1'' I '1' I 2648 1814 181# 181# 181 4 i i �0-3/16" -13'8" _ _J'I 04x4 T M 1 SEAT PLATE REQ. 7 13/ �2 2�12222�2121212 30 122# 122# 122# Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS TC: From 61 pif at 0.00 to 61 pif at 8.50 TC: From 31 plf at 8.50 to 31 plf at 22.17 BC: From 20 plf at 0.00 to 20 plf at 8.50 BC: From 10 plf at 8.50 to 10 plf at 22.17 TC: 174 lb Conc. Load at 8.50 TC: 181 lb Conc. Load at 9.15,11.15,13.15,15.15 17.15,19.15,21.15 BC: 300 lb Conc. Load at 8.50 BC: 122lb Conc. Load at 9.15,11.15,13.15,15.15 17.15,19.15,21.15 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.50 22.17 _BC 68 0.00 22.17 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. . Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading !lased on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.226 C 999 361 I$1q--RT(CL): 0.345 1 709 240 HORZ(LL): 0.060 B - - HORZ(TL): 0.103 B - Creep Factor: 2.0 Max TC CSI: 0.887 Max BC CSI: 0.990 Max Web CSI: 0.875 Wgt: 119.0 Ibs VIEW Ver. 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1838 /- /- /- /1316 /- K 1998 P /- P /1420 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.7 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1318 - 2091 C - D 2593 - 3623 B - C 2577 - 3528 D - E 2593 - 3623 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 3286 -2389 H - G 3301 -2385 A - J 2023 -1260 G - F 33 - 30 I- H 3301 -2385 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -1 292 0 G - E 3877 - 2768 C - G 409 -224 E - F 1417 -1794 D - G 1104 - 980 "WARNING" Pleaseothoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TOO represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r`nnvrinht m 9MA A-1 Rnnf Tn-, - R" MnMW, of thla rinn -t in "nv f- is nn hIhW wahn,J Ihn uni --i"Nnn a A.1 Rnnf Tnia""a JOD CHHS3B I Iubo I rruou iyv- CJ3 JACK 8j I1" 2599 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; 12 4 F,� C III 1V jX4(A1 4" 3-1516"Lj F JE D 1113X6(") SEAT PLATE REQ. �-- 1'6" --I Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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 purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 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. Wind loading based on both gable and hip roof types. I--- 2'0-3/4" 111-1 i 3' Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.019 E 999 361 VERT(CL): 0.037 E 661 241 HORZ(LL): -0.006 C - HORZ(TL): 0.013 C - Creep Factor: 2.0 Max TC CSI: 0.279 Max BC CSI: 0.191 Max Web CSI: 0.104 Wgt: 11.9 Ibs VIEW Ver: 20.01.01A.0724.12 VE 91♦ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F 389 /- /- /321 /208 173 D - /-79 /- /59 /85 /- C - /-85 /- /41 175 1- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 75 -249 B - C 28 -40 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- E 288 -43 E- D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 674 - 237 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rome Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responslblllties and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In wdling by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. Cnnvdnht 0 2016 A-1 Rmf T.-- Renmdudim of this timmant. In anv form. Is nmhihlled without the written nomilmlon of A-1 Rmf Tnm Job CHHS3B I Russ CR I rubs I ype I ..c.y I , ,r JACK 4 1 2601 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REQ. �---- 1'6" ---{ Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from dndwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purl)ns 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. Wind loading based on both gable and hip roof types. to 1 7' Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res, PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.121 B 516 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.115 B 545 240 E 381 P P /264 /188 /172 FT/RT:10(0)/10(10) HORZ(LL):-0.084 B - - D 92 /- P /50 /4 /- Plate Type(s): HORZ(TL): 0.094 B - - C 137 P P /52 /163 P WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.850 E Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.498 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.255 C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Wgt: 27.3 Ibs Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 20.01.01A.0724.12 Chords Tens.Comp. Chords Tens. Comp. A - B 475 -1214 B - C 43 -136 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 1257 -429 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1156 - 529 "WARNING" Pleaselhoroughly review the "A-1 ROOF TRUSSES ("SELLER" GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88905 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss. Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All cepitellzed terms are as defined In TPI-1. Cnnvrinht 0 2016 A•1 Rnnf Tni s- Rnnmdurtinn of this dmimant. In am fnrm. Is n-Wheal whr d the w,iaan narmiml—of Ad Rrv,fTm". JOD CHHS3B Loading Criteria (pst) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " I Iubb „uoa ,yp- HJg HIP_ 70 i -38#t SEAT PLATE REQ. 2-0-11 /16" -{ 152# 273# +"- 2'0-3/16" �{ D 11'11-112" VS-1/2" 2'9.15/16"-- 2'9-15/16--�--2'9-15/16" 7 16 42# 104# Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 3.889' Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 11.96 BC: From 2 plf at 0.00 to 2 plf at 11.96 TC: 70 lb Conc. Load at 1.46 TC: -38 lb Conc. Load at 4.29 TC: 152 lb Conc. Load at 7.12 TC: 273 lb Conc. Load at 9.94. BC: 42 lb Conc. Load at 1.46 BC: -75 lb Conc. Load at 4.29 BC: 104 lb Conc. Load at 7.12 BC: 184 lb Conc. Load at 9.94 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 93 0.00 11.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wi)1d loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.048 C 999 36 §I'P-RT(CL): 0.054 C 999 24 HORZ(LL):-0.010 B - HORZ(TL): 0.019 B Creep Factor: 2.0 Max TC CSI: 0.970 Max BC CSI: 0.989 Max Web CSI: 0.311 Wgt: 53.2 Ibs VIEW Ver: 20.01.01A.0724.12 2607 v M iq 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL G 451 / /- /- /493 /- E 300 /- /- /- /223 /- D 174 /- /- /- /187 /- Wind reactions based on MWFRS G Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 133 -214 C-D 76 -60 B - C 731 -482 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 465 -723 F-E 0 0 A - G 204 -120 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - B 655 -280 C - F 753 -485 **WARNING** Pleasethoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvrinht 0 2m1R A-1 Rmf Tn,-- R.-dudinn of th]R donument. In env fnm. IR nmhlhited withmd tha writtan nn 1minn of A-1 Rmf Tni-R. OOD CHHS3B tiuoa ,...... ,Jr.. ,J8 EJAC ZbU4 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 3-15,16- SEAT PLATE REQ. �— — 1'6" --- Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Lt Slider: 2x6 SP #2; block length = 2.750' Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.50 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Detl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.166 B 485 36( VERT(CL): 0.172 B 467 241 HORZ(LL): -0.116 B - - HORZ(TL): 0.130 B - Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.353 Max Web CSI: 0.298 Wgt: 34.3 Ibs VIEW Ver: 20.01.01A.0724.12 I ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL E 437 /- /- /292 1220 /209 D 122 /- /- /66 /5 /- C 181 /- /- 172 /210 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 581 -1470 B - C 57 -164 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E-D 0 0 A-E 1494 -531 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1395 - 654 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav 10istam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field p 88906 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convriaht 0201fi A-1 Rnnf Tn"woa — Rnnmdureinn of thin domimant. In env form. is nmhlhitnd without thn wretnn onrmiacinn of A-1 Roof Tn snv. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01.0 -AijeA-t ROOF E5 =?RU55 A FLORIDACORPORATION A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0.131" 0 TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" 0 TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" O TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. Rama Pranav Kdstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 8 24' O.C. A-1 ROOF TRUSSES 4451 ST. LUCIE SLVO. 1 ; FORT PIERCE, FL 34946 772 409 1010 1' - 3' MAX. 0\ DIAG. BRACE AT 1/3 POINTS ; IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TD 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. END WALL 2XG DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TD BLOCKING W/ (2) - 16d NAILS (MIND. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED S' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \ ARE NOT ADDRESSED HERE. / STANDARD GABLE / \S / -URAL TRUSS ...�.. ", STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. Rama Pranav Kristam, P.E. 4 88906 4451 St. Lucle Blvd, Suite 201 Fort Pierce, FL 34946 T-BRACE / I -BRACE DETAIL STDTL09 FEBRUARY 17, 2017 WITH 2X BRACE ONLY NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER SOX OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A•1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS \4� SPACING k BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 20 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE Rama Pranav Kristam, P.E. # 88906 SECTION DETAIL ',t Plerce, FL'34946201 r FEBRUARY 17, 2017 Ja ter: wwrur A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 �2-409-1010 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE DF 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 BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 Z 0 J .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 63.2 52.5 N Ni STDTLI I THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD A ---I NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X B4.5 (LB/NAIL) X 115 (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE ANGLE MAY VARY FROM 30° TO 60° \ 45.00° 0° SIDE VIEW (2X6) 4 NAILS ANGLE MAY VARY FROM 30' TO 60° NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 45.00' n ranav Kdstam, P.E. 88906 St. Lu Blvd, Sulte 201 ort Plarce, L 34946 14, II STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 132D 198D 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 1 3681 2074 3111 2125 3187 38 57 42" 3169 4754 290D 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 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 ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 121. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE Ap, I �'7'jeffl /I *p po" 6' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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). DO 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 TD THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END MISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID Rama Pranav Kristam, P.E. UNUSUAL SPLITTING OF THE WOOD. #66906 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St Lucie Blvd, Suite 201 LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce, FL 34946 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.