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HomeMy WebLinkAboutNOTICE OF VEGETATION REMOVAL PERMIT EXEMPTIONL C'7 L FL01 FL01 FL01 FL01 FLo1 FL01 FL01P FL01 a FL02 FL02 FL01 FL01 FL01 FL01 FL01 FL01 1'9-3/4" 22'8-1/4 3'_ Is'I—g T-1 57' , BY/. v - /1 •' _. 1 , •F- „ _... II♦ ►� 'a1�lYW1YAWWWIWOYWWWYWIWr YY�L�� 1• ,-�Wr�a� DRAIN TRUSSES RECESSED 3 ,FL04 _ • • _ e II♦ 1' TOP BY RUDE AT AC CHASE Elmo FL03 . , n ►j�����i� jFLOOR �j •�- - • jAC CHASE ►: �. 1 II• 1 1 ►�II i ►�� -�11111.IIIIIIIYYYIIIIIIIIIIIIIIIIIYIIIIIIIIIIIIYYYIIIIIIIIIIY WIWIW.WY _� ':� Ia 1'-6" TYPICAL 2ND STORY FLOOR TRUSS LAYOUT 12 2 CD TYPICAL AT CUPOLA TYPICAL AT LEDGER WIX -L09 e AK M -L11 EM -L11 C 1 CLC L11 ` RECEt =L11 =L11 -u1 -L11 -u1 -u1 -u1 L11 -L09 -L09 tYPI AL AT1NT. BEARING WALL I-- 11:'9-3/4" 226'. 228-1/4".. HATCH LEGEND 8' 8-1/4 BRG HGT 8 11 -1 /4" SRG HGT - ® 10 1/4" BRG HGT 19' 8" BRG HGT 20 2 1/2"BRG HGT 25 2-1/2" BRG HGT 28' 2-1/2" BRG HGT ` I 0C CM Sun Patrick Arcti tecturea Inc. evtewed C3 Reviewed as Noted ®Revise and Resvbmlt 0 Submit Specified item Q Rejected this review in only for general conformance with tna design concept and tha infaranatmn given In the Construction Documents. Corrections or comments made on the sharp drawinpx during this review do not relieve the contractor from compliance with the requirements of the plans and specifications and applicable lows, codes. and regulations, Review of a specific Item shall not include review of an assembly of which the Item Is a component. The contractor is responsible for: dimensions to be confirmed and correlated of the jabsiteS information that pw1alns Wely to the fabrication processes or to the means. methods, techniques, sequences and procedures of construction; coordination of the work with that of all other trades and performing all work in a safe and satisfactory manner, 8.13.2021 SS Date By TYPICAL 2X4 FLAT GIRDER * NOTE: ALL TRUSS TO WALLAND/OR TRUSS TO LEDGER CONNECTIONS BY BUILDER. o a =m (UNLESS NOTEDOTHERWISE) `0_, L m 9 0 * NOTE: ALL CEILING DROPS BELOW BEAM ARE m o c a N o BY BUILDER. (UNLESS NOTED OTHERWISE) E r o `NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING o a ~ n DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL _ w ` Zij . o a�i ` z STABILITY OFTHE ENTIRE STRUCTURE. REFER TO THE B = . & D INDIVIDUALTRUSS ENGINEERING DRAWINGS FOR `o 8'E o a ° > n N GRAVITYAND UPLIFT LOADS. - , a c � c `o ,co af0.: FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 o L. `o -D N r. a Su w a AND/OR ENGINEER OF RECORD. a °�_ n :m a S a tG = ~ Ea d i� .- cU '00 M w REPRESENTS THE LEFT SIDE uu) o a c a o ° .o w OF EACH TRUSS DRAWING ¢ an n a G m a m. c=i c mS W ( NOTE: REFER TO SIMPSON CONNECTOR a a , 2 E ma u CATALOG FOR INSTALLATION DETAILS) ri M A LU524 �-� HHUS46 Q --- _ ` a= 3' = N a E 7 a.q p 2 Y.g m. B LUS26 J THA422 R--- a a- 2 (, C HUS26 K MUS26 S - - - �',' s° m m'a mp HUS28 L THJA26 T--- W� L E HHUS26-2 M HU44 U --- _, = o sy F HHUS28-2 N -- V --- G LUS46 P THGQ3 SDS4.5 X - -- d 0 c o Y 2 FQ m o HBB HANGER BY BUILDER BBB BEAM BY BUILDER ai mo r0au zm Z LSTA12 @ TC & BC NOTE: LSTA STRAP s a.Cs ° ~ INDICATED TO BE USED IN m m a o o G LSTA12 @ TC " c m c m n Zt CONCORDANCE WITH = r 2 .m = .o D mza m Zb LSTA12 @ BC CORNERSET DETAIL. y o L ❑ � a o a m`o N LOADING ROOF FLOOR WIND LOAD = w E m w aU N •- U �. C.9 W y C a� LIVE LOAD 20 40 ASCE 7-16 i0� go a to OO o°o_.��-ogwo� ° ~ _ DEAD LOAD 15 15 170 D m 3 L a 12 Cc L O U 17 C >_ C) a N~ W O N CON y, �p E m a m > 'C O LIVE LOAD* 0 0 Residential -CAT II Y 2, ., a HO ova O=:� DEAD LOAD 20 10 Closed F o °' � .� s m oDoemc'0 "3ooz 0 TOTAL LOAD 55 65 FBC 7th Ed. 2020 Res. a a o z DURATION FACTOR 1.25 1.00- TPI 2014 6r) a 2 v m 6 -Oc L REV DATE BY REMARKS w } } 1 06/14/21 ADJUST SPACING TO CALL OUTS BY BLDR. w ? m a �` Typical CornerSet Specifications ON06/041NACCORDANCE WITH MEP Y 0 $ m = v m 5 12 5O — Attach End Jacks w/ (4) 0.131 V ToeNails @ TC & (3) 0.131"0 ToeNails @ BC ,N. 09 9P9 WE I - a 0 ONa`�cm(A flL c� Attach Corner Jacks w/(2) _ __/__/___ ,_ _ _ Cs 8 � r r 1131" 0 ToeNails @ TC & BC a .� R � Z E o _ _ - (typ.) z' w pl O ' F o o q U ° _ a o:'m mEcc o3-40)0 It is understood that above APPROVED conditions have been reviewed & o m o = E are acceptable for the fabrication ❑ APPROVED AS NOTED55 _ o at trusses, elevations, itches; P m c a E o rn Typ Corner Jack Placement--1' 10-15/16" 2'0" 2'0" 111-1/16" overhangs, fasaas,ceiling ❑ REVISE AND RESUBMIT K C o v >a `W4)a'a0 a elevations/pitches, bearing 2 2 o o conditions & all detail pertaining ❑ REJECTED 0 a = o o to this truss placement plan. No c 9 o back charges will be accepted o 2 x a without previous written approval DATE a . m Y -5 N from an A-1 Roof Trusses o° o m o w representative. REVIEWED BY aDCOLoo�a� PLAN DATE ARCH: --/-/---- STRUCT:--/--/---- a 0w» m ` m m 5 2 0 C -- ==0 211 �a) a EQ CUSTOMER ASSOCIATED BUILDERS �oC"tea=_� `oco>. 'Cc�N iv E a E fl 9 a JOB NAME CRADY RESIDENCE' C $ ' a� o $ F- o ❑ ao�aim93zEm U N D) m— m w Ol L.,. m2L5 dta OPTION(S) CODE COMPLIANCE c�a F �7T. LUCIE COUNTY ,1 o act `o `o o o n m c N. ` N BOCC 'p �.� a COMMUNITY 9507 S. INDIAN RIVER DRIVE v o w :5 o f C = 0 C C / LOT# ��:o omozwwmm 0 o A m C O to a o c w c CITY FORT PIERCE oam o�m 53. d O) 'p U C N C C O m COUNTY SAINT LUOIE h c m N m fl- y �- o c m chi .--0w ad FILE COP tU. � .�- m � � BLDG. BLDG. i 3 a . -02 �o 0 TYPE # Nmm 0- a n� ca N�-CA pp L >. C 9 N N� JOB # 85535 MASTER ° "a14 a o a >• E N m DRAWN SCALE ~ c ` ... - W C �+ C N L° E .�. -- N DATE 7113l21 p: dc3? a AA NTS g` a m Z7 a 3 c i s gsaanrarr/ rut,, m m E 4 �t� itX moo°'=mm ° .N l'f, Q� to ° s 4451 St Lucy Blvd� o = � � 3 a O E=2a 114 No,, i - Fort P►erc, FL 946, ; w a aL L .,, http://www.a'ltriiss.cot YY.a14r�a.�t;:4Vf� � (�LLI n 2 O L E a L O Y STATE OF Ryan M.""���-�.•�'00 ` Tell-40-101Q �,� m _. y° a y Wyua ane n" a^, °®�(..� . �.` fn L 0. 47 "D 0 _ \ro a .mem �\' Izsasa oa ov rf artc Vii� ' A1k �� - 7 d d' 1' a m0 lr d L t J f¢tara Paic9tata°a U 1- � .. W o- o. -D RE: Job 85535 1, Q. S61 Information: Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Customer Info: ASSOCIATED BUILDERS AND DEVELOPERS Project Name: CRADY RESIDENCE Loffl3lock: Model: Address: 9507 S. INDIAN RIVER DR. FORT PIERCE, FL 34982i: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the built Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Produ Wind Code: ASCE 7-16 Wind Speed: 170 Roof Load: 55.0 psf Floor Load: 65.0 psf This package includes 60 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 1 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. WDONNELL, NACCARATO, MGNOGNA & JACKSON, INC. SHOP DRAWING REVIEW NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED REJECTED ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECHED ITEM Cursory rewew is only for general conformance with the design concept of the project and general compliance with the information gnen in the contract documents. Any action shown is subject to the requirements of the plans and specifications, which shall be confirmed and correlated at the job site, Fabrication processes and techniques of construction, coordination of his work with that of all other trades and the satisfactory performance of his work. 933.022 PROJECT NO. REVIEWED By: AS DATE: 8 / 12 / 21 No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2515 A01 8/11/21 13 2771 CO2 8/11/21 25 2678 FL01A 8/11/21 2 2762 A02 8/11/21 14 2844 CO3 8/11/21 26 2679 FL02 8/11/21 3 2763 A03 8/11/21 15 2772 E01 8/11/21 27 2680 FL03 8/11/21 4 2512 A04• 8/11/21 1 16 12696 FG01 8/11/21 28 2681 FL04 8/11/21 5 2764 A05 8/11/21 17 2697 FG03 8/11/21 29 12682 FL05 8/11/21 6 2765 A06 8/11/21 18 2698 FG05 8/11121 30 2683 FL06 8/11121 7 2835 A07 8/11/21 19 2699 FG06 8/11/21 31 2684 FL07 8/11/21 8 12766 B01GBL 8/11121 20 2700 FG07 8111/21 1 32 2685 FL07A 8/11/21 9 2767 B02 8/11/21 21 12701 FG08 8/11/21 33 2910 FL08 8/11/21 10 2768 B03GBL 8/11/21 22 2702 FG09 8/11/21 134 2917 FL09 8/11/21 11 2808 B04 8/11/21 23 2703 FG10 8/11/21 KI 2856 FL11 8/11/21 12 2770 C01 8/11/21 24 2677 FL01 8/11/21 136 12689 FL12 8/11/21 The truss drawing(s)'referenced have been prepared byAlpine Engineered Products, Inc. under mydirectsupervision based on the parameters provided byA-1 RoofTrusses, Ltd. Truss Design Engineer's Name: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer,perANSVTPI-1 Sec.2. TheTruss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documental provided by the Building DWs erindicating the nature and characterofthe work. The'design criteria therein have been transferred to Ryan Bays PE by [Al Roof Trusses orspecirrc location]. TheseTDDs (also referred to at timesas'Structural Delegated' ) En@ineering Documents') are specialty structural component designs and may be part of the projecfs deferred or phased submittals. Asa Truss Design Engineer(ie., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designeris responsible forand shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. i .• o C ENS No. 1 yY " STATE OF rQ ; • • • • • • • • • \\\ V � 1 /o�1�4�``�K\\ DrenaiN awned Ryan M Bays \ I E .eoy�NHEngl a,a,gnet �CN=Ryan M Bays, O=Whole House F+NnP-us �=Fort Plerce. Ryan Bays P.E. S � c—Reaian:l8m us avl g Nh 4451 St Lucie Blvd. Suite 201 Date= i'.oe:ii 12a3:0e 04W Fort Pierce, FL 34946 Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. FEE: Job 85535 No` Seq # Truss Name Date No. Seq # Truss Name Date 37 2690 FL13 8/11121 75 STDL15 STD. DETAIL 8/11/21 38 ` 2691 FL13A 8/11/21 76 STDL16 STD. DETAIL 8/11/21 39 2692 FL14 8/11/21 40 2693 FL15 8/11/21 41 2694 FL16 8/11/21 42 2695 FL17 8/11/21 43 2500 G01 8/11/21 44 12829 G02 8/11/21 45 2794 H01 8/11/21 46 2792 HJ3 8/11/21 47 2773 J 1 8/11/21 48 2774 J3 8/11121 49 12801 J3A 8/11/21 50 2776 J3B 8/11/21 51 2777 J3C 8/11/21 52 2778 J31) 8/11/21 53 2779 131301 8/11/21 54 2780 131302 8/11/21 55 12781 Vol 8111/21 56 2782 V02 8/11/21 57 2783 V03 8/11/21 58 2784 VO4 8/11/21 59 2785 V05 8111/21 60 2786 V06 8/11/21 61 1 STDL01 STD. DETAIL 8/11/21 62 STDL02 STD. DETAIL 8/11/21 63 STDL03 STD. DETAIL 8/11/21 64 STDL04 STD. DETAIL 8/11/21 65 STDL05 STD. DETAIL 8/11/21 66 STDL06 STD. DETAIL 8/11/21 67 STDL07 STD. DETAIL 8/11/21 68 STDL08 STD. DETAIL 8/11/21 69 STDL09 STD. DETAIL 8/11/21 70 STDL10 STD. DETAIL 8/11/21 71 STDL11 STD. DETAIL 8/11/21 72 STDL12 STD. DETAIL 8/11/21 73 " STDL13 STD. DETAIL 8111/21 74"' STDL14 STD. DETAIL 8/11/21 Page 2 of 2 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 _ Job: Truss Truss Type Qty Ply 0811112021 85535 A01 COMN 1 1 AA #: 2515 1074 55#+ M 7W* M+7% TW 704 � 107p ,99314'-� i 1n- } Irc i 137 ; /5x0 \G IT E F 0 I -I s�J 11M.Q. S61TM. F � 3<• -I 1fb6E0 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 20.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacino: 24.0 " Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.35 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.70 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP #2; B2,B4 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 76 plf at 0.00 to 76 plf at 9.82 TC: From 38 plf at 9.82 to 38 plf at 27.18 TC: From 76 plf at 27.18 to 76 plf at 37.00 BC: From 40 plf at 0.00 to 40 plf at 9.81 BC: From 20 plf at 9.81 to 20 plf at 27.19 BC: From 40 plf at 27.19 to 40 plf at 37.00 TC: 107 lb Conc. Load at 9.81,27.19 TC: 55 lb Conc. Load at 11.81,25.19 TC: 76 lb Conc. Load at 13.81,15.81,17.81,19.19 21.19,23.19 BC: 9 lb Conc. Load at 9.81,27.19 BC: -8 lb Conc. Load at 11.81,25.19 BC: 12lb Conc. Load at 13.81,15.81,17.81,19.19 21.19,23.19 Plating Notes All plates are 3X4 except as noted. 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 13.75 23.25 BC 32 0.00 37.00 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. 3T 9# 1T9 1?Y 12Y -0p Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.241 O 999 360 VERT(CL): -0.264 O 999 240 HORZ(LL): -0.087 L - - HORZ(TL): 0.091 L Creep Factor: 2.0 Max TC CSI: 0.656 Max BC CSI: 0.993 Max Web CSI: 0.597 Weiaht: 303.8 Ibs VIEW Ver: 21.01.01A.0521.20 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 1z ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL S 2071 /- /- /- /2910 /- L 2071 /- /- /- /2910 /- Wind reactions based on MWFRS S Brg Width = 7.6 Min Req = 2.4 L Brg Width = 7.6 Min Req = 2.4 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 78 -80 F-G 2186 -1132 B - C 3532 -2166 G - H 2551 -1329 C - D 2768 -1500 H - I 2747 -1505 D - E 2573 -1324 I - J 3531 -2166 E - F 2205 -1127 J - K 78 -80 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - S 70 -51 O - N 1851 -3871 S - R 250 -345 N - M 1851 -3871 R - Q 1851 - 3826 M - L 250 - 345 Q - P 1851 -3871 L - K 70 -52 P - O 1851 -3871 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. S - B 2901 -1845 F - X 455 -273 B - R 1566 - 2613 V - W 1384 - 825 C - R 197 -137 W - O 455 -1076 C - T 706 - 620 W - X 351 - 536 R-U 1162 -313 W-M 1210 -358 E - T 371 - 780 X - G 351 - 767 T - U 352 - 537 X - I 724 - 647 T-F 428 -281 M-1 216 -138 U - Q 473 -1097 M - J 1566 - 2611 U - V 1384 - 825 J - L 2900 -1845 Q - W 102 -78 -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 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 RyaP.E. n # Bays, Bays, 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 and91231 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 4451 St. Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ r 85535 A02 COMN 1 1 Seal #: 2762 14'3-15/16" 1 84-118' 143-15/16" -f Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 20.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.55 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.70 ft Loc. from endwall: not in 4.50 ft 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; W1 2x6 SP #2; W6 2x4 SP #2; 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 Spacing(in oc) Start(ft) End(ft) TC 24 14.33 22.67 BC 75 0.00 37.00 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. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 34' 6- 3T I/CSI Criteria Deflection in loc Udell L/# 2T(LL): -0.073 N 999 360 �T(CL): 0.142 P 999 240 RZ(LL): -0.030 C - - RZ(TL): 0.067 K - - ep Factor: 2.0 c TC CSI: 0.952 (BC CSI: 1.000 c Web CSI: 0.626 aht: 231.0 lbs Ver: 21.01.01A.0521.20 =3X4(B2) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL R 2149 /- /- /1701 /1267 /583 K 2149 /- /- /1701 /1267 /- Wind reactions based on MWFRS R Brg Width = 7.6 Min Req = 2.5 K Brg Width = 7.6 Min Req = 2.5 Bearings R & K are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 148 -95 F - G 1483 -1934 B - C 1399 -2222 G - H 1454 -2044 C - D 1456 -2048 H -1 1398 -2223 D - E 1485 -1938 I - J 143 - 95 E-F 1418 -1590 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - R 80 - 99 N - M 1776 - 910 R - Q 660 - 608 M - L 1776 - 910 Q - P 1776 - 910 L - K 222 -132 P-O 1586 -713 K-J 81 -94 O-N 1586 -713 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R - B 1310 -1978 N - F 588 -179 B - Q 1643 -845 N - H 445 -428 Q - C 317 - 233 H - L 318 - 229 C - P 444 -424 L - I 1644 -845 E - P 585 -182 I - K 1309 -1980 E - N 336 - 329 "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 TOO 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 Ryan Bays, 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 TOO and any field # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright ® 2016 A-1 Roof Trusses— Reproduction of this document, in any tone, Is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 01/11/2021 85535 A03 ATIC 4 1 Seal #: 2763 1-1�6' 142-718' •}� W4-1/8' •} 142-7W ID6XID(R) (a) 06X8(R) e3X8E t1WX8 03X10 D 133X10 12 g1.5X3 B3 7 8 %loxio T /10X10 C J d 14'7 E3X14 6) I /4X6g K,664Xg a3X6(C6-U6�131) A 1II w4X6(D1) R O P ON@ M V 111.SX3 �H0714 05x10(") 1111.5X3 S J PLATE REQ. SEAT PI Tf,8i Z F•-6'9-1W4'8-11116• 14' 1 4T-11/16'-^{^6'e-1/4' -I 3T 11'6•1 11'8•"'� 1381 138# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.167 P 999 360 Loc R+ / R- / Rh / Rw / U / RL U 2802 /- /- /1696 /1250 /574 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.302 0 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.129 O - - V 2802 /- 1- /1696 /1250 /- Des Ld: 55.00 EXP: D Kzt: NA TL HORZ 0.165 O - - ( �= Wind reactions based on MWFRS Building Code: g NCBCLL: 10.00 Mean Height: 25.58 ft Creep Factor. 2.0 p U Brg Width = 7.6 Min Req = 2.3 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.343 V Brg Width = 7.6 Min Req = 2.3 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.941 Bearings U & V are a rigid surface. Bearings U & V require a seat plate. Spacing: 24.0 " C&C Dist a: 3.70 ft Rep Fee: Yes Max Web CSI: 0.625 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 4.50 ft FT/RT:10(0)/10(10) Weight: 330.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver. 21.01.01A.0521.20 A - B 699 -11398 G - H 1367 -1201 B - C 1556 -3076 H - I 1689 -2714 Wind Duration: 1.60 WAVE HS Lumber Wind C - D 1697 - 3517 I - J 1693 - 3509 Top chord: 2x8 SP 2400f-1.8E; Wind loads based on MWFRS with additional C&C D - E 1687 -2710 J - K 1557 -3077 Bot chord: 2x8 SP 2400f-1.8E; 133 2x4 SP #2; member design. E - F 1398 -1292 K - L 698 -1896 Webs: 2x4 SP #3; Wind loading based on both gable and hip roof types. F - G 1304 -1010 Lt Slider: 2x6 SP #2; block length = 1.500' Rt Slider: 2x6 SP #2; block length = 1.500' Blocking Maximum Botns. Chord Forces Per Ply (Ibs) Blocking reinforcement required to Bracing 9 q Chords Tens.Comp. Chords Tens. Comp. prevent buckling of members over the bearings: U - R 2349 -995 O - N 2347 -995 (a) Continuous lateral restraint equally spaced on Bearing 1 located at 1.5' (blocking >= 3.50" if used) member. Bearing 2 located at 34.9' (blocking >= 3.50" if used) A - U 1822 -642 N - M 2347 -995 Plating Notes R - Q 2347 -995 M - V 2349 -995 (") 2 plate(s) require special positioning. Refer to Q - P 2347 -995 K - L 1821 -642 scaled plate plot details for special positioning P - O 2841 -906 requirements. Maximum Web Forces Per Ply (Ibs) Purlins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels or rigid ceiling use purlins C - R 281 -900 S - T 654 -1925 to laterally brace chords as follows: C - P 861 -463 T - G 430 -159 Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.33 22.67 D - P 1312 -103 T - H 730 - 2127 BC 113 0.00 37.00 E - S 664 -1971 0-1 1291 -94 BC 45 12.05 24.95 F - S 358 -73 O - J 863 -470 Apply purlins to any chords above or below fillers F - T 531 -582 M - J 276 -885 at 24" OC unless shown otherwise above. Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 11-6-0 to 25-6-0: Live Load: 40 PSF. Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF -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 Ryan Bays, 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 # 91231 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 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. Copyright 02016 AA Roof Trusses- Reproduction of this domment, in any form, is prohibited without the written perrfl slon of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 01111112121 _ 85535 A04 ATIC 1 2 Seal #: 2512 "Oo Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 20.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " i 302-11119• i42-11116'-1-e/16' 14V6' 1424/8' 1 8'41B' 142-7/8' 4 6' %5x10(R) RSXG8(R) sT7 a f rlea I- � I�Mlwt--48-11/16•(- W e'11-1ir-P7q j 3T Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.70 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x8 SP 2400f-1.8E; Bot chord: 2x8 SP 2400f-1.8E; B3 2x4 SP #2; Webs: 2x4 SP #3; W8,W9 2x8 SP 2400f-1.8E; W11 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 1.500' Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 8.25" o.c. Webs : 1 Row @ 4" D.C. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Top Chord Only. Plating Notes (") 7 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 puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.33 22.67 TC 24 30.12 33.78 BC 120 0.00 37.00 BC 84 12.05 24.95 Apply purlins 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. 13a# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): -8�1-�. j 3'4,Wa I 13 6046# Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.151 R 999 360 VERT(CL): 0.310 R 999 240 HORZ(LL): 0.093 1 - - HORZ(TL): 0.165 1 - - Creep Factor. 2.0 Max TC CSI: 0.241 Max BC CSI: 0.976 Max Web CSI: 0.533 Weight: 723.8 Ibs VIEW Ver: 21.01.01A.0521.20 Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 111-6-0 to 25-6-0: Live Load: 40 PSF. Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes The maximum concentrated load is 6047# ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL AA 3084 /- /- /- /1186 /- N 8562 1- /- /- /4980 A Wind reactions based on MWFRS AA Brg Width = 7.6 Min Req = 1.5 N Brg Width = 7.6 Min Req = 3.5 Bearings AA & N are a rigid surface. Bearings AA & N require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 338 -1029 G - H 426 - 613 B - C 641 -1690 H -1 612 -1579 C-D 717 -2061 1-1 1516 -3169 D - E 664 -1652 J - K 1376 - 2930 E - F 349 - 633 K - L 1652 -3357 F - G 393 -540 L - M 1255 -2144 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AA- U 1285 -467 R - Q 1317 -792 A -AA 985 - 321 Q - P 1317 - 792 U - T 1284 -467 P - O 1276 -765 T - S 1284 -467 O - N 1276 - 765 S-R 1731 -610 N-M 2103 -1226 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. C - U 220 - 620 R - X 1043 - 229 C - S 644 -207 I - X 1379 -1009 D- S 659 0 X- P 254 - 328 E - V 403 -1429 X - J 398 - 601 F - V 230 -47 X - Y 1231 -421 F-W 213 -211 Y-O 1456 -979 V - W 396 -1399 Y - Z 1232 -422 W - G 216 -8 Z - K 975 -607 W-H 214-1222 Z-L 1114 -315 R- I 685 0 N- L 1289 -2313 **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 TOD 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 P.E. Bays, a Rya responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Bays, use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out the TDD and the practices and 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 4451 St. Lucie Blvd, Suite 201 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. Copyright © 2016 A-1 Roof Trusses- Reproduction of this dowment, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 0811112021 85535 A05 ATIC 4 1 Seal #: 2764 -,+16 r 147a16• + &ave• 1Z9-15116• � %6x,o(R) le) RMS(R) SEAT PLATE REQ. l tl 1' i 6153le 1 903116' ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 15.00 Speed: 170 mph L: 0.00 Enclosure: Closed L: 20.00 Risk Category: II EXP: D Kzt: NA Ld: 55.00 Mean Height: 25.58It CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: h/2 to h :ing: 24.0 " C&C Dist a: 3.55 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x8 SP 2400f-1.8E; Bot chord: 2x8 SP 2400f-1.8E; B3 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 1.500' Rt Slider: 2x6 SP #2; block length = 1.500' Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 3 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 purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.33 22.67 BC 109 0.00 35.60 BC 45 12.05 24.95 Apply purlins 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. Hangers / Ties (J) Hanger Support Required, by others Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 11-6-0 to 25-6-0: Live Load: 40 PSF. Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF 136# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.168 O 999 360 VERT(CL): 0.298 O 999 240 HORZ(LL): -0.130 O - - HORZ(TL): 0.168 O - - Creep Factor: 2.0 Max TIC CSI: 0.337 Max BC CSI: 0.961 Max Web CSI: 0.671 Weight: 316.4 Ibs Ver: 21.01.01 A.0521.20 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Blocking Blocking reinforcement required to prevent buckling of members over the bearings: Bearing 1 located at 1.6 (blocking >= 3.50" if used) ,1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL U 2830 /- /- /1705 /938 /568 V 2614 /- /- /1453 /876 /- Wind reactions based on MWFRS U Brg Width = 7.6 Min Req = 2.3 V Brg Width = - Min Req = - Bearing U is a rigid surface. Bearing U requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 643 -1872 G - H 1265 -1212 B - C 1405 - 3059 H -1 1552 - 2754 C - D 1551 - 3580 I - J 1577 - 3636 D - E 1557 -2766 J - K 1550 -3478 E - F 1282 -1261 K - L 1556 -3559 F - G 1209 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U - R 2331 -970 P - O 2900 -911 A - U 1787 -588 O - N 2687 -1111 R - Q 2329 - 970 N - M 2687 -1111 Q - P 2329 - 970 M - L 2703 -1115 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - R 265 - 910 S - T 519 - 2005 C - P 906 - 443 T - G 421 -159 D - P 1312 -44 T - H 558 -2154 E - S 527 -2053 0-1 1410 -87 F - S 368 - 58 O - J 647 - 607 F-T 5W -552 M-J 212 -513 -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 (rOD) 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 P.E. , Bays n 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 RyaBays, 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the wriden pertnissian of A-1 Roof Tmwes. Job: Truss Truss Type Qty Ply OB/1112021 _ 85535 A06 SPEC 3 1 Seal* 2765 �- -1' a3X4(B2) i 14'3-15116" •{--8'4-1/8" ' 12'9-15116" j 6H0510 b5X6 SEAT PLATE REO. 1 6„ 34' 207 W -1- 5'W Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 Speed: 170 mph FIE NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 20.00 Risk Category: II Snow Duration: NA EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.55 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.55 ft Rep Fac: Yes Loc. from endwall: not in 4.50 It FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. HS Lumber Top chord: 2x4 SP M-30; T1 2x4 SP #2; Bot chord: 2x4 SP #2; B3,B4 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP 2400f-2.0E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. 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 14.33 22.67 BC 75 0.00 20.17 BC 77 14.46 35.50 BC 64 30.17 35.50 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. Wind loading based on both gable and hip roof types. 356" 11 Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell U# Gravity Non -Gravity VERT(LL): -0.090 N 999 360 Loc R+ / R- / Rh / Rw / U / RL U 2171 /- /- 11711 /1309 /577 VERT(CL): 0.179 O 999 240 HORZ(LL): -0.083 1 - - 1 1951 /- /- /1451 /1202 /- HORZ(TL): 0.137 1 - - Wind reactions based on MWFRS Creep Factor: 2.0 U Brg Width = 7.6 Min Req = 2.6 Max TC CSI: 0.919 1 Brg Width = - Min Req = - Max BC CSI: 0.960 Bearing U is a rigid surface. Max Web CSI: 0.940 Bearing U requires a seat plate. Weight: 256.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.01A.0521.20 A - B 147 -96 E - F 1561 -1846 B - C 1454 -2268 F - G 1672 -2332 C - D 1625 -2342 G - H 1810 -2943 D - E 1654 -2232 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - U 81 -97 P - N 1828 -897 U - T 633 - 603 N - M 2351 -1328 T - S 48 -31 M - L 2351 -1328 S - R 48 -31 L - J 2354 -1326 R-O 29 -17 K-I 37 -31 Q - P 1800 - 880 J - H 2319 -1295 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. U - B 1356 - 2002 Q - F 362 - 354 B- T 1670 - 868 P- O 125 0 T - C 482 - 512 F - N 732 - 313 T - Q 1787 -1017 N - G 694 - 731 C-Q 312 -190 G-L 330 0 E-C! 718 -239 K-J 158 0 Q- R 436 0 H- I 1234 -1849 -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 MD 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 P.E. , Bays 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 Ryang Bays, 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 91231 guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in willing 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. Copyright ® 2016 A-1 Roof Trusses - Reproduclion of this document. in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 1111112021 85535 A07 COMN 1 1 Seal #: 2835 lard rsa rsa T5.6 55p ♦ 55a♦ ♦ TBa♦ ♦ r6a♦ ♦ rea♦ ♦ 1°r83-3/C•� i 13V + W I tr3' 1 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 20.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.35 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.55 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T4 2x6 SP #2; Bot chord: 2x6 SP #2; 132,134 2x4 SP M-30; B5 2x6 SP 2400f-2.0E; B6 2x4 SP #2; Webs: 2x4 SP #3; W1,W13 2x6 SP #2; W5 2x4 SP #2; WB 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 76 plf at 0.00 to 76 plf at 9.82 TC: From 38 plf at 9.82 to 38 plf at 27.19 TC: From 76 plf at 27.19 to 76 plf at 35.50 BC: From 40 plf at 0.00 to 40 plf at 9.81 BC: From 20 pif at 9.81 to 20 plf at 27.19 BC: From 40 plf at 27.19 to 40 plf at 35.50 TC: 107 lb Conc. Load at 9.81,27.19 TC: 55 lb Conc. Load at 11.81,25.19 TC: 76 lb Conc. Load at 13.81,15.81,17.81,19.19 21.19,23.19 BC: 9 lb Conc. Load at 9.81,27.19 BC: -8 lb Conc. Load at 11.81,25.19 BC: 12lb Conc. Load at 13.81,15.81,17.81,19.19 21.19,23.19 Plating Notes All plates are 3X4 except as noted. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 3Eernnre_ SFAT MTE REo. �- save•-i--z-(-r-t-z-r-z--�1�-z�-r-rz-)--z--1 9a � 1]Y t�l 12! t2rt 128 1TD � 9a Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.331 P 999 360 VERT(CL): -0.362 P 999 240 HORZ(LL): -0.150 J - - HORZ(TL): 0.157 J - - Creep Factor: 2.0 Max TC CSI: 0.788 Max BC CSI: 0.955 Max Web CSI: 0.821 Weight: 319.9 Ibs VIEW Ver. 21.01.01A.0521.20 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 13.75 23.25 BC 37 0.00 20.02 BC 49 20.02 35.50 BC 64 30.17 35.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL U 2092 /- /- /- /2964 /- AB 1871 /- /- /- /2797 /- Wind reactions based on MWFRS U Brg Width = 7.6 Min Req = 2.5 AB Brg Width = 7.6 Min Req = 2.2 Bearings U & AB are a rigid surface. Bearings U & AB require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 87 - 72 E - F 2311 -1240 B - C 3615 -2182 F - G 2239 -1190 C - D 2894 -1629 G - H 2809 -1573 D - E 2696 -1453 H -1 4890 -2938 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - U 70 -37 O - M 2363 -3974 U-T 217 -338 N-L 14 -3 T - S 1798 -3791 M - K 2350 -3970 S-R 29 -17 L-J 14 -3 R - Q 29 -17 K -1 2351 -3969 P - O 2351 -4483 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. U - B 2988 -1865 X - Y 2767 -1422 B- T 1585 - 2689 P- Q 106 0 C - T 162 -179 P -AA 348 -1149 C- V 670 - 558 Y- P 659 0 T - W 1034 - 252 Y - Z 2797 -1438 E - V 428 - 846 Z - G 363 - 809 V - W 342 - 533 Z -AA 3200 -1588 V - F 384 -196 AA- O 613 - 75 W - S 154 - 222 AA- H 1833 -1258 W - X 2767 -1422 O - H 562 - 560 W-P 856-1919 N-M 70 0 S - P 1806 -3875 K - L 187 -23 F - Z 493 - 270 I - J 2846 -1829 •'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 Ryan Bays, 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 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 # 91231 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 4451 St. Lucie Blvd, Suite 201 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. Copyright ® 2016 A-1 Roof busses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 01/11/2021 _ 85535 B01 GBL SPEC 2 1 Seal #: 2766 T AT A 0 I N 16 t_ 2'6"--f--T2-11N6"-1 4'3-9116­---� 12 B [;;;, J=4X4 SEAT PLATE REQ. �-1'6" j 24'6-1/4" - ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 15.00 Speed: 170 mph L: 0.00 Enclosure: Closed L: 20.00 Risk Category: II EXP: D Kzt: NA Ld: 55.00 Mean Height: 30.94 ft CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 ;ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 3.500' Plating Notes All plates are 1.5X3 except as noted. 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 26.02 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. 26'0-114" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): -0.024 Z 881 360 VERT(CL): 0.024 Z 878 240 HORZ(LL): 0.007 M - - HORZ(TL): 0.008 M Creep Factor: 2.0 Max TC CSI: 0.257 Max BC CSI: 0.286 Max Web CSI: 0.338 Weiaht: 135.8 Ibs Ver: 21.01.01 A.0521.20 191.5X4 T to to cm N 1111.5X4 L ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U !RL AA 353 /- !- /303 /318 /250 AB* 108 /- /- 171 /91 /- Wind reactions based on MWFRS AA Brg Width = 7.6 Min Req = 1.5 AB Brg Width = 286 Min Req = - Bearings AA & AA are a rigid surface. Bearing AA requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1081 -1165 H - I 143 - 77 B - C 93 -157 I - J 309 -133 C-D 94 -107 J-K 318 -80 D - E 99 - 83 K - L 153 - 30 E-F 108 -75 L-M 77 -13 F-G 119 -75 M-N 25 -12 G-H 129 -76 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp AA- Z 30 -62 U - T 27 -56 A -AA 757 -404 T - S 27 -54 Z-Y 28 -56 S-R 4 -5 Y-X 28 -56 R-Q 6 -7 X-W 28 -56 Q-P 5 -1 W-V 27 -56 P-O 2 -1 V - U 27 -56 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - Z 334 -168 I = S 84 -45 D-Y 149 -120 S-J 70 -193 E - X 225 -153 R - K 292 -157 F-W 210 -143 L-Q 198 -111 G - V 227 -154 P - M 321 177 H-U 261 -146 N-O 110 -64 T - I 362 -189 **WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an 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 Ryan Bays, P.E. responsibility of the Owner, the Ownees authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field q g1231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses — Reproduction of this document, in any form, is prohibited without the written percussion of A-1 Roof Trusses. Job: Truss Truss Type Qty l Ply 08/11/2021 85535 B02 SPEC 11 �- Seal#: 2767 16' ,- 2'6" 3-2-11/16" 47-1/16" -{ 12 B [ F 1114X4(R) 2 12 06X6(SRS) E a5 G6(SRS) T2 D=H0308 d =3X4C a T1 H 114X4 T B (a) -4X6 a T fr m =3X4(C4) A 3X10(C4 1 1 M L K B2 J O=4X10 III1.5X3 =H0510 =3X4 1115X6I(R) SEAT PLATE REQ. �— 1'6" 24'9-3/4" 7 26'3-3/4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.400 C 736 360 Loc R+ / R- / Rh / Rw / U / RL N 1569 /- /- /1090 /1273 /245 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.593 C 496 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.065 1 - - 1 1372 P /- /914 /1120 P Des Ld: 55.00 EXP: D Kzt: NA HORZ L : 0.090 1 - (T ) Wind reactions based on MWFRS Building Code: 9 NCBCLL: 10.00 Mean Height: 30.94 ft Creep Factor: 2.0 p N Brg Width = Min Req = 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.962 - I Brg Width = - Min Req = - Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.989 Bearing N is a rigid surface. Bearing N requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.779 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:10(0)/1000) Weight: 134.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 A - B 3442 -4215 E - F 1791 -2077 B - C 3302 -3999 F - G 1683 -2034 Wind Duration: 1.60 WAVE HS Lumber C - D 2513 -3077 G - H 85 -72 Top chord: 2x4 SP #2; T1,T2 2x4 SP M-30; D - E 2524 -3058 Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Lt Slider: 2x4 SP #2; block length = 3.500' Chords Tens.Comp. Chords Tens. Comp. N - M 3894 -3298 L - K 3883 -3314 Bracing A - N 1239 -416 K - J 2953 -2398 (a) Continuous lateral restraint equally spaced on M - L 3883 -3314 J -1 2030 -1707 member. Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. M - C 372 0 F - J 2045 -1683 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) C - K 1075 -907 J - G 633 -4a5 BC 48 0.00 26.31 Apply purlins to any chords above or below fillers K - E 469 -236 G -1 1908 -2249 at 24" OC unless shown otherwise above. E - J 1838 -2014 H - I 307 -176 Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C 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 an 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 TOO to be valid. As a Truss Design Engineering (i.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 conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 TPIA. The approval of the TDD and any field # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written pemussian of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 B03GBL MONO 2 1 Seal #: 2768 2 0 III1.5X4 E III1.5X3 O T III1.5X3 C B III 1.5X3 A 1113X8 EiEi 3X4(B2 1 6 T sa Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 20.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 29.44 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 It GCp1: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Wedge: 2x4 SP #3; 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 97 0.00 8.08 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. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. III1.5X3 H 1111.5X3 G III1.5X4 1113X6 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 7-1" 8r1" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 D 999 360 VERT(CL): 0.000 D 999 240 HORZ(LL): -0.003 E - - HORZ(TL): 0.003 E - Creep Factor: 2.0 Max TC CSI: 0.131 Max BC CSI: 0.053 Max Web CSI: 0.142 Weiqht: 37.8 Ibs ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL F' 126 /- /- /89 1110 /21 Wind reactions based on MWFRS F Brg Width = 85.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 1 -187 C-D 8 -107 B-C 6 -155 D-E 9 -35 Ver: 21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -1 223 -2 H - G 239 -3 I-H 231 -2 G-F 247 -3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -1 266 - 78 D - G 478 -168 C - H 346 -145 E - F 192 - 66 "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" forth. Verify design parameters and read notes on this Truss Design Drawing (TOO) 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 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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright ® 2016 A-1 Roof Trusses — Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 B04 MONO 11 1 Seal #: 2808 2 0 III1.5X3 D �-- 1' T1-1/2" 81-1/2" _I ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 170 mph Pf: NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA L: 20.00 Risk Category: II Snow Duration: NA EXP: D Kzt: NA Ld: 55.00 Mean Height: 29.45 ft CLL: 10.00 TCDL: 5.0 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 :ing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1A/A1/P Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 3.500' 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 8.13 Apply puffins 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 based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.069 B 999 360 VERT(CL): 0.055 B 999 240 HORZ(LL): -0.015 B - - HORZ(TL): 0.016 B - - Creep Factor: 2.0 Max TC CSI: 0.331 Max BC CSI: 0.154 Max Web CSI: 0.576 Weight: 42.0 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL A 522 /- !- /391 /457 /150 E 379 /- /- /249 /329 /- Wind reactions based on MWFRS A Brg Width = 3.5 Min Req = 1.5 E Brg Width = - Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 2099 -1897 C- D 5 -31 B - C 873 - 623 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-F 616 -1018 F-E 601 -1027 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. F-C 211 0 D-E 143 -46 C - E 1137 - 665 -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 slated 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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. copyright O 2016 A-1 Roof Trusses - Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Tmsses. Job: Truss Truss Type Qty Ply 0811112021 _- 85535 C01 COMN 2 1 Seal #: 2770 D-4X4 i3MC E�U4 12 12 (a) g2X413 F m2X4 =3X4(132)A w G-3X4(B2) K J ®4 6 I H o5X6 agXfi SEAT PLATE REG. SEAT PLATE REQ. is 18' � Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.014 1 999 360 Loc R+ / R- / Rh / Rw / U / RL K 1108 /- /- /850 /652 /600 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.020 1 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.013 C - - H 1108 /- /- /850 /652 /- Des Ld: 55.00 EXP: D Kzt: NA HORZ L 0.014 C - (T ) Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.27 ft Creep Factor: 2.0 p K Brg Width = 7.6 Min Req = 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.432 H Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.545 Bearings K & H are a rigid surface. Bearings K & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.610 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 128.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver. 21.01.01A.0521.20 A - B 125 -151 D - E 883 -569 B - C 399 -150 E - F 399 -150 C - D 883 - 569 F - G 125 -151 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - J 124 -70 I - H 379 -130 Bracing (a) Continuous lateral restraint equally spaced on J -1 657 -408 H - G 124 -70 member. Puriins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. B - J 594 -313 I - E 565 -274 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) J - C 501 -748 E - H 500 -748 BC 75 0.00 18.00 Apply purlins to any chords above or below fillers C -1 565 -273 H - F 594 -312 at 24" OC unless shown otherwise above. D - I 398 -779 Wind Wind loads based on MWFRS with additional C&C 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. Verity 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 Ryan Bays, 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 # 91231 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 Truss 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 responsibilities and duties of the 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. Copyright02016 A-1 Roof Trusses— Reproduction of this document, in any form, Is pmhbited without the written perrnission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 0111112121 85535 CO2 COMN 1 1 Seal #: 2771 �T6" T6" j �4X4 12 i3X48X-3X4 12 m3X3A 113X3 T o W1 W 1 G FI II4X6(R) 83X6 64X6(R) SEAT PLATE REQ. SEAT PLATE REQ. 13 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.018 G 999 360 Loc R+ / R- / Rh / Rw / LI / RL H 918 !- /- /720 /570 /596 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 G 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.016 B - - 1 918 /- /- /724 /580 /- Des Ld: 55.00 EXP: D Kzt: NA HORZ L : 0.018 B - Cf) Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 26.02 ft Creep Factor: 2.0 H Brg Width = 7.6 Min Re 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.225 1 Brg Width = 7.6 Min Req = 1.5 BCDL: 5.0 psf Bearings H & I are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.998 Bearings H & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.567 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 4.50 ft FT/RT:10(0)/10(10) Weight: 117.6 lbs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 A - B 436 -310 C - D 777 -688 B - C 788 -688 D - E 297 -245 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Maximum Bot Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Chords Tens.Comp. Chords Tens. Comp. H - G 726 -388 G - F 470 -267 Bracing (a) Continuous lateral restraint equally spaced on Maximum Web Forces Per Ply (Ibs) member. Webs Tens.Comp. Webs Tens. Comp. A-H 419 -313 G-D 525 -330 Purlins In lieu of structural panels or rigid ceiling use purlins H - B 501 -686 D - F 420 -686 to laterally brace chords as follows: B - G 546 -340 E - F 330 -267 Chord Spacing(in oc) Start(ft) End(ft) C - G 556 -755 BC 114 0.00 15.00 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. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. 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 TOD 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 Ryan Bays, 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 # 91231 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 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 3490 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright* 2016 A-1 Roof Trusses - Reproduction of this document, In any form, is prohibited without the wriden pemnission of A-1 Roof Trusses. Job: 85535 . T Truss Truss Type Qty Ply 08/11/2021 CO3 FLAT 1 2 Seal #: 2844 A*- =H0714 III1.5X3 =4X8 =5X10 III1.5X3 =H0714 A B C D E F L 1114X12(--) W2 W W4 W1 K J I - H reran =n 1J try iN1 G M 1115X14 SEAT PLATE REQ. SEAT PLATE REQ. 15' -A 11" 2,1,r � 2' 2' 2' 2' 2' 2' 1951# 2614# 2614# 1951# 1951# 2614# Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.175 J 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.379 1 474 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.035 A - - Des Ld: 55.00 EXP: D Kzt: NA HORZ(TL): 0.074 A - Building Code: NCBCLL: 0.00 Mean Height: 22.21 ft Creep Factor. 2.0 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.486 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.840 Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 218.4 Ibs GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 uc WnvF Lumber Top chord: 2x6 SP 2400f-2.OE; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1 2x6 SP #2: W2 2x4 SP 2400f-2.0E + SP M-31; W4 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. 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"0", min. nails on Either The Top or Bottom Chords. Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 70 plf at 0.00 to 70 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 15.00 BC: 1951 lb Conc. Load at 2.08, 4.08, 6.08 BC: 2614 lb Conc. Load at 8.08,10.08,12.08,14.08 Plating Notes (•') 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.18" DL: 0.24". 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 82 0.00 15.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. 2614# ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL L 7665 /- /- /- /4125 /- M 9995 /- /- /- 14155 /- Wind reactions based on MWFRS L Brg Width = 7.6 Min Req = 3.2 M Brg Width = 7.6 Min Req = 4.1 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 3755 -7157 D - E 3478 -8113 B - C 3755 -7157 E - F 3478 -8113 C - D 5334-10890 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. L - K 82 -45 I - H 11196 -5062 K - J 10547 -5200 H - G 102 -43 J-1 11196 -5062 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - L 1828 -3415 D - I 1652 -539 A - K 7790 -4084 D - H 1780 - 3462 B-K 77 -23 E-H 91 0 K - C 1642 - 3849 H - F 8821 - 3782 C - J 1765 -684 F - G 1692 -3870 J-D 0 -347 -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 (t.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 Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field t! g1231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses - Repmductlon of this tlocument, in any form, is prohibited without the wriden permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 0811112021 _ 85535 E01 MONO 4 1 Seal #: 2772 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 20.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 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) BC 48 0.00 4.00 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. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 3X4(B2) Fe, --- 1'8-3/4" j 2'3-1/4" 1 4' _ 1 ow Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.054 E 407 360 VERT(CL): 0.051 E 427 240 HORZ(LL): -0.045 C - - HORZ(TL): 0.057 C - - Creep Factor: 2.0 Max TC CSI: 0.349 Max BC CSI: 0.450 Max Web CSI: 0.190 Weight: 21.0 Ibs Ver. 21.01.01 A.0521.20 CM N M ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL E 429 /- /- /533 /163 /192 D 67 /-8 /- /100 /162 /- Wind reactions based on MWFRS E Brg Width = 2.5 Min Req = 1.5 D Brg Width = - Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 112 -387 B-C 34 -187 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-E 405 -78 E-D 2 -20 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 451 - 247 C - D 295 - 60 "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 Ryan Bays, 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 g 91231 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 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 4451 St. Lucie Blvd, Suite 201 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 3490 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright ® 2016 A-1 Roof Trusses— Reproduction of this dent, in any form, is prohibited without the wdden permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 1811112021 85535 FG01 FLAT 1 2 Seal #: 2696 4X6 III 1. X3 III 1 M = 4X6p A C T 00 M Li H F E =4X6 112X4 =4X 1112 4 4'6" 1'1I � 5' 1'7n 5" 111-5/8"� 19#� 11487#19# 11487# Loading Criteria (pst Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.010 C 999 360 Loc R+ / R- / Rh / Rw / U / RL H 1993 !- /- P BOLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.016 C 999 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.003 A - - E 2034 Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.004 A - �) H Brg Width = 4.0 Min Req = 1.5 Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 E Br Width = 14.0 9 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.081 Bearings H $ F are a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.414 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: No Max Web CSI: 0.676 Chords Tens.Comp. Chords Tens. Comp. A - B 0 -1190 C - D 0 -1192 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 57.4 Ibs I: NA GCpi: NA Plate Type(s): B - C 0 -1194 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE Maximum Bot Chord Forces Per Ply (Ibs) Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Chords Tens.Comp. Chords Tens. Comp. H- G 7 0 F- E 7 0 Sot chord: 2x6 SP #2; Webs: 2x4 SP #3; G - F 1194 0 Nailnote Nail Schedule:0.131"x3", min. nails Maximum Web Forces Per Ply (Ibs) Top Chord: 1 Row @12.00" o.c. Webs Tens.Comp. Webs Tens. Comp. A - H 0 -827 C - F 0 -10 Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. A - G 1418 0 F - D 1420 0 Use equal spacing between rows and stagger nails G - B 0 -20 D - E 0 -832 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.=1.00 / Plate Dur.Fac =1.00) TC: From 55 plf at 0.04 to 55 plf at 4.54 BC: From 10 plf at 0.04 to 10 plf at 4.54 BC: 1148 lb Conc. Load at 1.16, 3.16 BC: 719 lb Conc. Load at 1.57, 3.57 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) BC 54 0.00 4.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. **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 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 Ryan Bays, 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 # 91231 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 Truss 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 responsibilities and duties of the 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. Copyright O 2016 A-1 Roof Trusses- Repmduclion of this dowment, In any form, is pmhihited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FG03 FLAT 1 2 Seal #: 2697 �- IN 00 c� I1 A 3X8 1111 gX3 1111 C X3 1112X4 1112X4 6'10" 5/8" 1/ 21"11-1/21- 7" 2' �— 1'9-3/8" ----� 286 1150# 1150# 286# 1150# Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.00 SDacino: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Kzt: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W2 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ----(Lumber Dur.Fac =1.00 / Plate Dur.Fac =1.00) TC: From 55 plf at 0.00 to 55 plf at 6.83 BC: From 10 plf at 0.00 to 10 plf at 6.83 BC: 1150 lb Conc. Load at 1.05, 3.05, 5.05 BC: 286 lb Conc. Load at 1.51, 2.47 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 82 0.00 6.83 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.035 B 999 360 VERT(CL): 0.057 B 999 240 HORZ(LL): 0.009 A - - HORZ(TL): 0.014 A - - Creep Factor: 2.0 Max TC CSI: 0.167 Max BC CSI: 0.900 Max Web CSI: 0.601 Weiqht: 71.4 Ibs VIEW Ver: 21.01.01A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL H 2537/- E 1930/- H Brg Width = 4.0 Min Req = 1.5 E Brg Width = 4.0 Min Req = 1.5 Bearings H & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0 -1979 C-D 0 -1965 B-C 0 -1978 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H-G 19 0 F-E 13 0 G - F 1978 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-H 0 -902 C-F 0 -86 A-G 2130 0 F-D 2121 0 G-B 5 0 D-E 0 -870 -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 Ryan Bays, 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 # g1231 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 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 4451 St Lucia Blvd, Suite 201 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. Copynghl0 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written pemtission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FG05 FLAT 1 2 "go Seal #: 2698 ling Criteria (psf) Wind Criteria L: 40.00 Wind Std: NA L: 15.00 Speed: NA mph L: 0.00 Enclosure: NA L: 10.00 Category: NA EXP: NA Kzt: NA Ld: 65.00 Mean Height: NA ft CLL: 0.00 TCDL: NA psf t: 0.00 BCDL: NA psf I Duration: 1.00 MWFRS Parallel Dist: NA :ing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 7.25" D.C. Bot Chord: 2 Rows @ 3.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ---(Lumber Dur.Fac =1.00 / Plate Dur.Fac =1.00) TC: From 55 plf at 0.00 to 55 plf at 4.00 BC: From 10 plf at 0.00 to 10 plf at 4.00 TC: 298 lb Conc. Load at 1.18, 2.14 BC: 1423 lb Conc. Load at 0.43, 2.43 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.00 4.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. 298# 298# -1'2-1/8" 11-1- /2 t 1'10-3/8" - -{ A 3X3 III 1.5BX3 T 19 co 1 D C III1.5X3 XX3 -1/=�- -- 2' �� 1'6-7/8" -� 1423# 1423# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL):-0.000. B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.844 Max BC CSI: 0.453 Max Web CSI: 0.149 Weiaht: 44.8 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D 2310/- C 1392/- D Brg Width = 6.4 Min Req = 1.5 C Brg Width = 4.0 Min Req = 1.5 Bearings D & C are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -49 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. D-C 53 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-D 0 -230 B-C 0 -178 A-C 0 -4 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an 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 Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field $ g1231 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 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 4451 St. Lurie Blvd, Suite 201 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. Copyright 0 201e A-1 Roof Trusses— Reproduction of this dowment, in any form, Is prohibited wiNout the written permisslon of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FG06 FLAT 1 2 �= Seal #: 2699 4X4 III1.5X3 III1.5X3 =4X4p A ao LO Li LI E III 1.5X4 =4X4 =4X4 III .5 4 4'5-1/8" �- 1'4-1/2" -f-7/8"I 1'5-1/8" -r- - 27-8`#� 278 1150# 1150# LoadingCriteria (psf) Wind Criteria Snaw Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions Ibs TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.008 B 999 360 Lee R+ / R- / Rh / Rw / U / RL H 1395 /- P P P P BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.013 B 999 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.003 A - - E 1750 /- /- /- /- /- Des Ld: 6 EXP: NA Kzt: NA L 0.004 A - - HORZ5.00 (T ) H Brg Width = - Min Req = - Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 p E Brg Width = 3.0 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.106 Bearing E is a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.364 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fee: No Max Web CSI: 0.502 Chords Tens.Comp. Chords Tens. Comp. A - B 0 -879 C - D 0 -877 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 57.4 Ibs l: NA GCpi: NA Plate Type(s): B - C 0 -882 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE Maximum Bot Chord Forces Per Ply (Ibs) Lumber Top chord: 2x4 SP #2; Chords Tens.Comp. Chords Tens. Comp. H- G 5 0 F- E 6 0 Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; G - F 882 0 Nailnote Nail Schedule:0.131"x3", min. nails Maximum Web Forces Per Ply (Ibs) Top Chord: 1 Row @12.00" o.c. Webs Tens.Comp. Webs Tens. Comp. A- H 0 -626 C - F 0 -31 Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. A - G 1054 0 F - D 1050 0 Use equal spacing between rows and stagger nails G - B 0 -19 D - E 0 -620 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.=1.00 / Plate Dur.Fac =1.00) TC: From 55 pif at 0.00 to 55 plf at 4.43 BC: From 10 plf at 0.00 to 10 plf at 4.43 BC: 1150 lb Conc. Load at 1.38, 3.37 BC: 278 lb Conc. Load at 1.95, 3.95 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 53 0.00 4.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. -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 TOO, 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 TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the ]Be. local building code and TPI-1. The approval of the TDD and any field # 91231 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 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. Copyright 02016 A-1 Roof Trusses— Reproduclion of this document, in any form, is prohibited without the wdaen permission of A-1 Roof Trosses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FG07 FLAT 1 2 Seal #: 2700 III1.5X3 III1.5X3 A =4X4 B C =4X4 D T �Wi ao Y r) A FI�� 1­1 Li Li H G F E III 1.5X4 = 4X4 = 4X4 1111.5 4 4'2-1/8" n n V15-1/2" 4-7/ 1'7-1/8" -7 278 278 1423# 1423# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.008 B 999 360 Loc R+ / R- / Rh / Rw / U / RL H 1413 /- A A /- A BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.012 B 999 240 BCDL: 10.00 Category; NA Snow Duration: NA HORZ(LL): 0.003 A - - E 2261 /- /- /- /- P Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.004 A - - ) H Brg Width = - Min Req = - Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 E Brg Width = 3.0 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.114 Bearing E is a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.432 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: No Max Web CSI: 0.508 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 60.2 lbs A - B 0 -897 C - D 0 -892 I: NA GCpi: NA Plate Type(s): B - C 0 -897 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE Maximum Bot Chord Forces Per Ply (Ibs) Lumber Top chord: 2x4 SP #2; Chords Tens.Comp. Chords Tens. Comp. H - G 17 0 F - E 26 0 Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; G - F 897 0 Nailnote Nail Schedule:0.131 "x3", min. nails Maximum Web Forces Per Ply (Ibs) Top Chord: 1 Row @12.00" o.c. Webs Tens.Comp. Webs Tens. Comp. A - H 0 -650 C - F 0 -33 Bot Chord: 2 Rows @ 3.50" o.c. (Each Row) Webs : 1 Row @ 4" D.C. A - G 1068 0 F - D 1050 0 Use equal spacing between rows and stagger nails G - B 0 0 D - E 0 -631 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.=1.00 / Plate Dur.Fac =1.00) TC: From 55 plf at 0.25 to 55 pif at 4.43 BC: From 10 plf at 0.25 to 10 plf at 4.43 BC: 1423 lb Conc. Load at 1.79, 3.79 BC: 278 lb Conc. Load at 2.20, 4.20 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 50 0.00 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. —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 Ryan Bays, P.E. responsibility of the Owner, the Ownees authorized agent or the Building Designer, in the context of the IRC, the IBC, [oral building code and TPI-1. The approval of the TDD and any field g g1231 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 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. Copyright ® 2016 A-1 Roof Trusses - Reproduction of this dowment, in any form, is pmhibited witbout the written permission of A-1 Roof Trusses. r Job: 85535 1'3-5/8" Truss Truss Type FG08 FLAT 5200# 1 37' 1 tt�io.�r_�tntttttttttt� �� ���:. rlU T S R Q P 1113X4(R) =6X10 1111.5X3 =5X8 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA EXP: NA Kzt: NA Des Ld: 65.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; M2 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 3.50" o.c. Bot Chord: 1 Row @12.00" D.C. Webs : 1 Row @ 4" D.C. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. In addition, apply (1) 0.22"-0.25" min/max dia. X 6.0" length wood screw at each joint location. Special Loads ---(Lumber Dur.Fac.=1.00 / Plate Dur.Fac. 1.00) TC: From 110 plf at 0.29 to 110 plf at 17.96 BC: From 20 plf at 0.00 to 20 plf at 17.96 TC: 5200 lb Conc. Load at 3.17 Plating Notes All plates are 3X4 except as noted. 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 120 0.00 17.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Qty Ply 08/11/2021 1 4 Seal #: 2701 14'9-1 /2" 17'8" III 1.5X3 III 1.5X3 1114X6(R) F G H I J O N M 1114X6(R) 1115X6(R) 1115X6(R) K 1711-1 /2" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity Pf. NA Ce: NA VERT(LL): 0.258 G 836 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.396 G 544 240 U 5419/- Snow Duration: NA HORZ(LL): 0.047 A - - L 417 /- /2037/- HORZ(TL): 0.073 A - U Brg Width = 3.5 Min Req = 1.6 Building Code: Creep Factor: 2.0 L Brg Width = 3.5 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.311 Bearings U & L are a rigid surface. TPI Std: 2014 Max BC CSI: 0.803 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.789 Chords Tens.Comp. Chords Tens. Comp. FT/RT:10(0)/10(10) Weight: 375.2 Ibs A - B 0 -2320 F - G 0 -3088 Plate Type(s): B- C 0 -2320 G- H 0 -3052 WAVE VIEW Viar. 21.01.01A.0521.20 C - D 0 -3921 H - I 0 -3017 Additional Notes D- E 0 -3793 I- J 0 -3017 E - F 0 -3610 J - K 0 -1616 The maximum horizontal reaction is 2037# Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U- T 391 0 P- O 3540 0 T- S 3922 0 O- N 3052 0 S- R 3922 0 N- M 1748 0 R-Q 3910 0 M-L 18 0 Q - P 3760 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. U-V 0 -1426 Q-E 153 -9 V-U 25 0 E-P 2 -249 A-V 0 -1329 P-F 299 0 A- T 2320 0 F- O 0 - 719 B-T 0 -73 O-G 290 0 T- C 0 -1992 H- N 0 - 250 C-S 0 -72 N-J 1349 0 C- R 85 -52 J- M 0 -476 R- D 73 - 40 M- K 1657 0 D- Q 24 -208 K- L 0 -497 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth. 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 Too only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 g g1231 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 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 4451 St. Lude Blvd, Suite 201 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 TPIA. Copyright m 2016 AA Roof busses— Reproduction of this domment in any form, is prohibited wibrout the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FG09 FLAT 1 2 Seal #: 2702 A- 4X6 III1.5X3 III1. X3 =4X6p A 00 L9 ai III 1.5X4 =4X6 =4X6 III 1.5X4 5'3-1/8" 1'1-3/4" 10-1/8"4,-1/2�' 1'7-1/2" �1/2,'10-3/4" 1148297# 1131297# 297# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.015 C 999 360 Loc R+ / R- / Rh / Rw / U / RL H 1605 /- /- /- /- P BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.024 C 999 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.004 A - - E 1908 /- /- /- /- P Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.006 A - �) H Br Width = - Min Re g q Building Code: NCBCLL: 0.00 Mean Height: NA ft g CreepFactor: 2.0 E Brg Width = - Min Req = - Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.166 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Sid: 2014 Max BC CSI: 0.555 Chords Tens.Comp. Chords Tens. Comp. A - B 0 -1237 C - D 0 -1239 Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: No Max Web CSI: 0.671 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 64.4 Ibs B - C 0 -1243 I: NA GCpi: NA Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA IWAVE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber H- G 7 0 F- E 9 0 Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; G - F 1243 0 Webs: 2x4 SP #3: Nailnote Maximum Web Forces Per Ply (Ibs) Nail Schedule:0.131"x3", min. nails Webs Tens.Comp. Webs Tens. Comp. A - H 0 -729 C - F 0 -24 Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) A - G 1410 0 F - D 1410 0 Webs : 1 Row @ 4" o.c. G - B 0 -37 D - E 0 -732 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.=1.00 / Plate Dur.Fac =1.00) TC: From 55 plf at 0.00 to 55 plf at 5.26 BC: From 10 plf at 0.00 to 10 pif at 5.26 BC: 297 lb Conc. Load at 1.15, 2.36, 4.36 BC: 1148 lb Conc. Load at 1.99 BC: 1131 lb Conc. Load at 3.99 Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 63 0.00 5.26 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form. Verify design parameters and read notes an 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 Ryan Bays, 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 # 91231 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 guidelines of the Building Component Safety Information (BBC 1) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 4451 St. Lude Blvd, Suite 201 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. Copyright ® 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibiled without the written pemussion of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FG10 FLAT 1 2 Seal #: 2703 Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.00 Spacing: 24.0 " 9. 00 cr) F �113X3 III JX4 1113X8 6'3-1/2" 3F3/Q' 21 -—�� 2' 1'11-3/4" ---� 1150# 1131# Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Kzt: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Bracing Fasten rated sheathing to one face of this frame. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. Special Loads ---(Lumber Dur.Fac.=1.00 / Plate Dur.Fac. 1.00) TC: From 55 pif at 0.00 to 55 pif at 6.29 BC: From 10 pif at 0.00 to 10 plf at 6.29 BC: 1131 lb Conc. Load at 0.31 BC: 1150 lb Conc. Load at 2.31, 4.31 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 75 0.00 6.29 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): 1150# Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.086 E 880 360 VERT(CL): 0.139 E 542 240 HORZ(LL): 0.002 A - - HORZ(TL): 0.003 A - - Creep Factor: 2.0 Max TC CSI: 0.468 Max BC CSI: 0.958 Max Web CSI: 0.267 Weight: 70.0 Ibs VIEW Ver: 21.01.01A.0521.20 Additional Notes Truss must be installed as shown with top chord up. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL F 2369 /- /- /- A /- D 1472 /- /- !- /- A F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 3.5 Min Req = 1.5 Bearings F & D are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0 -256 B-C 0 -256 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F- E 256 0 E- D 256 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- F 0- 366 C- D 0 - 368 B - E 561 0 "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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright O 2016 A-1 Roof Tmsses— Reproduction of this dowment, in any forth, is pmhibited without the written permission of A-1 Roof Trusses. 1Job: Truss Truss Type Oty I Ply 08/11/2021 _ 85535 FL01 SY42 13 1 Seal#: 2677 �_ Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.00 Spacing: 24.0 " I-- 2'6" (TYP) 3❑" f► 1'6-1/2" 1 — 6'8" 1 . 8'8-1/8" 1 1 1'5-1/8" — -{ Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Kzt: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; T2 4x2 SP #2; Bot chord: 4x2 SP M-30; Webs: 4x2 SP #3; 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 120 0.00 11.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.23" DL: 0.18". Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. 1'10-5/8" 11'5-1/8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.234 E 580 360 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / L1 / RL A 745 /- A /- A /- Lu: NA Cs: NA VERT(CL): 0.408 E 332 240 Snow Duration: NA HORZ(LL): -0.037 L - - H 736 /- /- A/- HORZ(TL): 0.066 L Creep Factor: 2.0 Max TC CSI: 0.732 A Brg Width = 2.5 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings A & H are a rigid surface. Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes Max BC CSI: 0.670 Max Web CSI: 0.537 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0 0 D- E 0 -1515 FT/RT:10(0)/10(10) Weight: 63.0 Ibs Plate Type(s): I B- C 0- 847 E- F 0 -1515 IVIEW Ver: 21.01.01A.0521.20 WAVE C- D 0 -835 F- G 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. L-K 0 0 J-I 1515 0 K- J 1594 0 I- H 1505 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-K 1128 0 J-E 11 -40 C- K 0 -290 I- F 224 0 K-D 0 -839 F-H 0 -1657 D-J 197 -179 G-H 36 -99 •'WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only AJpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD 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 Ryan Bays, 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 # 91231 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 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibililies and duties of the Truss 4451 SL Lucie Blvd, Suite 201 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. Copyright 0 2016 A-1 Roof Trusses — Reproduclion of this dowment, in any forn, Is prohibited without the written pernission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FL01A SY42 1 1 Seal #: 2678 rlt- 3 (TYP) FYI �— 1-6-112" -1 6'8" -1 8'8-1/8" i 1 1'4-1/8" --� r 11'4-1/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.201 E 664 360 Loc R+ / R- / Rh / Rw / U / RL A 732/- BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.330 E 404 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): -0.031 O - - H 733/- Des EXP: NA Kzt: NA HORZ(TL): 0.052 O - - A Brg Width = 2.5 Min Req = 1.5 Building Code: CLLd: 0.000 NCBCLL: 0.00 Mean Height: NA ft 9 Creep Factor: 2.0 H Brg Width = 3.5 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.688 Bearings A & H are a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.723 Maximum To Chord Forces Per PI Ibs P y ( ) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.528 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 67.2 Ibs A - B 0 0 E - F 0 -1467 I: NA GCpi: NA Plate Type(s): B - C 0 - 833 F - G 0 -1456 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE C - D 0 -820 G - H 0 -799 D- E 0 -1467 H -1 0 0 Lumber Top chord: 4x2 SP #2; T1 4x2 SP M-30; Bot chord: 4x2 SP M-30; Webs: 4x2 SP #3; 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 120 0.00 10.89 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. O-N 0 0 L-K 891 0 N-M 1553 0 K-J 0 0 M - L 1467 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-N 1109 0 F-L 0 -486 C-N 0 -291 L-G 997 0 N-D 0 -810 G-K 0 -846 D- M 173 -167 K- H 1084 0 M-E 13 -39 "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 Ryan Bays, 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 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 # 91231 guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specially 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. Copyright ®2016 A-1 Roof Trusses— Repmduction of this dowment, in any form, Is prohibited without the written permission of A-1 Roof Tmssas. Job: Truss Truss Type Qty Ply 0811112021 _ 85535 FL02 SY42 2 Seal#: 2679 A*_ Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.00 Spacing: 24.0 " I- 2'6„ (TYP) 0 �- 1'6-1 /2" -1 — 6'8" 1- 8'8-1 /8" 1 117 --{ Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Kzt: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; T2 4x2 SP #2; Bot chord: 4x2 SP M-30; Webs: 42 SP #3; 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 120 0.00 10.92 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. 1'10-5/8" 117' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA PP Deflection in loc Udefl L/# VERT(LL): 0.235 E 565 360 Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 728 /- /- /- 1- ILL: NA Cs: NA VERT(CL): 0.404 E 328 240 Snow Duration: NA HORZ(LL): -0.037 L - - H 719 /- /- P P /- HORZ(TL): 0.065 L - Creep Factor: 2.0 Max TC CSI: 0.746 A Brg Width = 2.5 Min Req = 1.5 H Brg Width = - Min Req = - Bearing A is a rigid surface. Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Max BC CSI: 0.686 Maximum Top Chord Forces Per Ply (Ibs) Rep Fee: Yes Max Web CSI: 0.523 Chords Tens.Comp. Chords Tens. Comp. A- B 0 0 D- E 0 -1413 FT/RT:10(0)/10(10) Weight: 63.0 Ibs Plate Type(s): B- C 0- 826 E- F 0 -1412 VIEW Ver 21.01.01A.0521.20 WAt/M C- D 0 -813 F- G 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. L-K 0 0 J-1 1412 0 K- J 1536 0 I- H 1402 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-K 1099 0 J-E 20 -31 C-K 0 -286 I-F 238 0 K-D 0 -799 F-H 0 -1574 D-J 155 -213 G-H 54 -79 "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 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 Ryan Bays, 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 q 91231 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 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 4451 St. Lucie Blvd, Suite 201 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 34%6 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright O 2016 A-1 Roof Trusses- Reproduction of this document, in any fomn, is prohibited without the written pemnission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FL03 SY42 9 Seal#: 2680 2,6" ---- (n'P) III1.5X3 =4X10 A B 7'9" -1 97-1/2" =4X4 III1.5X3 =3X4 1111.5X3 C D E F 17'11-1/2" III1.5X3 =4X10 III1.5X3 G H I MMA Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA Kzt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; Bot chord: 42 SP M-30; Webs: 4x2 SP #3; 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 120 0.00 17.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.35" DL: 0.27". Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. � r9rr I i Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA Kzt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; Bot chord: 42 SP M-30; Webs: 4x2 SP #3; 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 120 0.00 17.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.35" DL: 0.27". Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. � r9rr I i 17'11-1/2" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.348 E 619 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.565 E 381 240 O 1167 /-/- Snow Duration: NA HORZ(LL): 0.046 J - - J 1167 /-/- HORZ(TL): 0.074 J O Brg Width = 3.5 Min Req = 1.5 Building Code: Creep Factor: 2.0 J Brg Width = 3.5 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: OA70 Bearings O & J are a rigid surface. TPI Std: 2014 Max BC CSI: 0.830 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.763 Chords Tens.Comp. Chords Tens. Comp. FT/RT:10(0)/10(10) Weight: 95.2 Ibs A- B 0 0 E- F 0 -4289 Plate Type(s): B- C 0 -3624 F- G 0 -3628 WAVE VIEW Ver: 21.01.01A.0521.20 C - D 0 -3624 G - H 0 -3628 D-E 0-4290 H-1 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. O- N 2179 0 L- K 4266 0 N- M 4288 0 K- J 2179 0 M - L 4290 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-O 0 -120 L-F 501 -305 O- B 0 -2399 F- K 0 -775 B- N 1598 0 G- K 0 - 277 C-N 0 -311 K-H 1602 0 N- D 0 -950 H- J 0 -2399 D-M 124 -55 I-J 0 -119 E - L 227 - 357 **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 Ryan Bays, 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 $ 91231 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 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 4451 St Lucie Blvd, Suite 201 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. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written pennission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FL04 SY42 5 1 Seal#: 2681 �- 2'6" --� (TYP) 7'9" -I 9'9-7/8" • 17'8-3/8" - III1.5X3 =4X8 III1.5X3 =3X4 =3X4 III1.5X3 =4X8 1111.5X3 A B C D E F G H WON I� M_qq�kibt ipw =4X6 = = 6 1'11-3/8" 17'8-3/8" I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.345 L 616 360 Loc R+ / R- / Rh / Rw / L1 / RL BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.531 L 399 240 N 1150/- BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.045 B - - 1 1150/- Des Ld: 65.00 EXP: NA Kzt: NA HORZ(TL): 0.074 B - - N Brg Width = 3.5 Min Req = 1.5 Mean Height: NA ft BuildingCode: Creep Factor: 2.0 Noffit: 0 0 p 1 Brg Width = - Min Req = - TCDL: NA psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.856 Bearing N is a rigid surface. . BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.814 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.742 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 92.4lbs A - B 0 0 E - F 0 -3553 I: NA GCpi: NA Plate Type(s): B - C 0 -3553 F - G 0 -3553 Wind Duration: NA WAVE VIEW Ver: 21.01.01A.0521.20 C - D 0 -3553 G - H 0 0 D - E 0 -4171 Lumber Top chord: 4x2 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Bot chord: 4x2 SP M-30; Webs: 4x2 SP #3; Chords Tens.Comp. Chords Tens. Comp. N-M 2143 0 K-J 4170 0 Purlins M-L 4170 0 J-1 2143 0 In lieu of structural panels or rigid ceiling use purlins L - K 4171 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 17.70 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A-N 0 -119 K-E 155 -97 Hangers/Ties N-B 0 -2360 E-J 0 -931 (J) Hanger Support Required, by others B - M 1559 0 F - J 0 -312 C-M 0 -312 J-G 1559 0 Deflection M- D 0 -931 G -1 0 -2360 D - L 155 -97 H -1 0 -119 Max JT VERT DEFL: LL: 0.34" DL: 0.28". Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. "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 (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for the TOD 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 TOD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 $ g1231 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 TOD 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 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. Copyright 02016 A-1 Roof Trusses — Reproduction of this document, in any forn, is prohibited without the written pernission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FL05 SY42 2 Seal#: 2682 2 6 (TYP) T5-1/2" 9'4" 7 17'8" _I =3X4 III1.5X3 =4X8 III1.5X3 =3X4 III1.5X3 III1.5X3 =4X8 III1.5X3 A B C D E F G H I O N M L K J =4X6 =3X10 III1.5X3 =3X3 =3X10 =rX 6 1 rrlrr 17'8" 1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.357 E 594 360 Loc R+ / R- / Rh / Rw / Ll / RL O 1148 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.580 E 365 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.043 J - - J 1148 /- /- /- Des Ld: 65.00 EXP: NA Kzt: NA L 0.070 J HORZ�) - - O Big Width = - Min Req = - Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 J Br Width = 3.5 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.853 Bearing J is a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Sid: 2014 Max BC CSI: 0.811 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.741 Chords Tens.Comp. Chords Tens. Comp. A - B 0 0 E - F 0 -4145 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 95.2 Ibs I: NA GCpi: NA Plate Type(s): B - C 0 -3531 F - G 0 -3548 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE C - D 0 -3531 D- E 0-4145 G - H 0 -3548 H -1 0 0 Lumber Top chord: 4x2 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Bot chord: 42 SP M-30; Webs: 4x2 SP #3; Chords Tens.Comp. Chords Tens. Comp. O- N 2140 0 L- K 4140 0 Purlins N-M 4142 0 K-J 2140 0 In lieu of structural panels or rigid ceiling use purins M - L 4145 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 17.67 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers -, Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A-O 0 -118 L-F 443 -318 Hangers / Ties O- B 0 -2356 F- K 0 -734 (J) Hanger Support Required, by others B - N 1538 0 G - K 0 -275 C- N 0 -285 K- H 1556 0 Deflection N- D 0 -905 H- J 0 -2356 D - M 142 -5B I - J 0 -118 Max JT VERT DEFL: LL: 0.36" DL: 0.27". E - L 223 - 307 Additional Notes See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. -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 MD, 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 Ryan Bays, 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 TPIA. The approval of the TDD and any field # g1231 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 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. Copyright © 2016 A-1 Roof Trusses - Repmdudion of this domment, in any form, is prohibited without the written pennisslon of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 1811112021 _ 85535 FL06 SY42 2 1 Seal#: 2683 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA EXP: NA Kzt: NA Des Ld: 65.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 SP #3; 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 57 0.00 4.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. 1'5-5/16" �{ (TYP) 1'6-13/16" + 3'1-1Ill 6" - +— 410" - --{ A X3 III IgX3 III ICX3 =3DX4 1.5X4 I I — 4'l0" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.011 B 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.021 B 999 240 1 306 /-/- Snow Duration: NA HORZ(LL): 0.004 B - - E 323 A /- /- /- A HORZ(TL): 0.007 B - I Brg Width = 3.5 Min Req = 1.5 Building Code: Creep Factor. 2.0 E Brg Width = 3.5 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.191 Bearings I & E are a rigid surface. TPI Std: 2014 Max BC CSI: 0.153 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.164 Chords Tens.Comp. Chords Tens. Comp. FT/RT:10(0)/10(10) Weight: 33.6 Ibs A - B 0 -273 C - D 0 -273 Plate Type(s): B - C 0 -282 WAVE VIEW Ver. 21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I-H 0 0 G-F 29 0 H - G 282 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-[ 0 -287 G- D 330 0 A- H 344 0 D- F 0 - 297 H-B 0 -186 F-D 0 -16 C-G 0 -182 F-E 0 -323 **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 TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 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 TOD and the practices and 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 4451 St. Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses— Reproduction of th15 tloament, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 01111112121 _ 85535 FL07 SY42 2 1 �= Seal #: 2684 or Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA EXP: NA Kzt: NA Des Ld: 65.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 42 SP #2; Bot chord: 42 SP #2; Webs: 42 SP #3; 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 51 0.00 4.24 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes Truss must be installed as shown with top chord up. 3-5/8" 1-4-5/8" - +-- 2'10-3/8" —+— 4'6-1/2" -- A X3 III 1.5X3 =3= X3 4X4 CDE v I H G F 1111.5X3 =3X3 =3X3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 4'6-1/2" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.029 F 999 360 VERT(CL): 0.057 F 932 240 HORZ(LL): -0.004 C - - HORZ(TL): 0.007 C - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.169 Max Web CSI: 0.164 Weinht: 30.8 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- if Rh /Rw /LI /RL 1 286/- D 298/- I Brg Width = - Min Req = - D Brg Width = 3.1 Min Req = 1.5 Bearing D is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 0 -240 C-D 0 -251 B-C 0 -250 D-E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I-H 0 0 G-F 0 0 H - G 250 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 0 -272 C-G 0 -186 A-H 319 0 G-D 345 0 H-B 0 -191 "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 P.E. Ryan Bays, responsibility of the Owner, the Ownees 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 # Bays, 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 91231 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 4461 St. Lucie Blvd, Suite 201 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. Copyright O 2016 A-1 Roof Trusses— Reproductlon of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 = 85535 FL07A SY42 2 1 Seal#: 2685 1'3-1/8" (T'P) �- 1-4-5/8" 2'9-1/4" 4'3-3/8" —E2X3 III1.5X3 III1C5X3 =U3 11115X3 =3X3 =3X3 1111.5X3 4'3-3/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.007 C 999 360 Loc R+ / R- / Rh / Rw / U / RL H 278 /_ /_ /_ /_ /_ BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.014 C 999 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.002 B - - E 278 /- Des Ld: 65.00 EXP: NA Kzt: NA HORZ(TL): 0.005 B - H Brg Width = - Min Req = - Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 p E Brg Width = - Min Req = - Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.145 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.112 Chords Tens.Comp. Chords Tens. Comp. A - B 0 -226 C - D 0 -226 Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.143 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 30.8 Ibs B - C 0 -235 I: NA GCpi: NA Plate Type(s): VIEW Vec 21.01.01A.0521.20 Wind Duration: NA IWAVE Maximum Bot Chord Forces Chords Tens.Comp. Per Ply (Ibs) Chords Tens. Comp. Lumber H- G 0 0 F- E 0 0 Top chord: 4x2 SP #2; Bot chord: 42 SP #2; G - F 235 0 Webs: 42 SP #3; Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. A - H 0 -264 C - F 0 -168 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) A - G 300 0 F - D 300 0 BC 51 0.00 4.28 G - B 0 -168 D - E 0 - 264 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes Truss must be installed as shown with top chord up. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an 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 TOD 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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright O 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. r Job: 85535 r 7X6 = 3X3 AB C j 1� .Cmli AB AA =5X10 Truss Truss Type FL08 �SY42 11'8-3/4" =4X10 W=3X6 =3X4 D EF G H Qty Ply 08/11/2021 1 1 Seal #: 2910 1:1 /16" (TYP) 13'7-1 /4" I 22'3-3/8" W. MIr�\IFI►/�\I►�\I 5, 0\'I P,000000000,0W .. PA M, 2-3 Z Y W=H0308 =4X10 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA Kzt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 :SP 2400f-2.OE + SP M-31:; Bot chord: 4x2 :SP 2400f-2.OE + SP M-31:; Webs: 4x2 SP #3; W2,W4 4x2 SP #2; Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 22.05 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.62" DL: 0.45". Additional Notes + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. X =3X4 22'3-3/8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.624 H 427 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 1.012 H 263 240 A 1450 /- /- /- /- A Snow Duration: NA HORZ(LL): -0.069 AB - - R 1442 /- /- A/- HORZ(TL): 0.111 AB - - A Brg Width = 2.2 Min Req = 1.5 Building Code: Creep Factor: 2.0 R Brg Width = 3.5 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.992 Bearings A & R are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.944 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.864 Chords Tens.Comp. Chords Tens. Comp. FT/RT:10(0)/10(10) Weight: 134.4 lbs A- B 0 0 1-1 0 -6462 Plate Type(s): B- C 0 -1705 J- K 0- 5447 WAVE HS VIEWVe,21.01.01A.0521.20 C-D 0-1693 K-L 0 -5447 D- E 0 -5582 L- M 0 -4162 E- F 0 -5582 M- N 0 -4162 F- G 0 -5582 N- O 0 -2364 G- H 0- 6483 O- P 0- 2364 H-1 0 -6486 P-Q 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AB -AA 1 0 W- V 5938 0 AA- Z 3940 0 V- U 4861 0 Z- Y 3940 0 U- T 4861 0 Y-X 6416 0 T-S 3322 0 X- W 6486 0 S- R 1279 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AB-B 0 -16 J-V 0 -765 B -AA 2306 0 K- V 0 -137 C -AA 0 -398 V- L 885 0 AA- D 0 -2485 L- T 0 -1055 D-Y 1815 0 M-T 0 -102 F- Y 0 -257 T- N 1267 0 Y- G 0- 922 N- S 0 -1445 G-X 608 -335 O-S 0 -101 X-H 63 -167 S-P 1638 0 I-W 0 -600 P-R 0 -1872 W-J 1116 0 Q-R 0 -54 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' torn. 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 MD, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD 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 Ryan Bays, 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 TOD and any field # 91231 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 TOD and the practices and 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 4451 St. Lurie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in witting 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. Copyright 02016 A-1 Roof Trusses — Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FL09 SY42 4 1 Seal#: 2917 a 1-6/� (TMP) P'S73/4" 11'8-3/4" 1137-1/4 21'11-7/8" J 7X6=3X3 =4X10 W=3X6 =3X4 1112X4=4X6 =4X4 =4X6 =5X6 AB C D E F G H I J K L M N O P Q 2 + AA Z Y X W V U T S R =5X10 =4X10 =3X4 =4X4 =4X6 =5X6 =5X8 =4X4 W=H0312 21'11-7/8" j Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.608 X 431 360 Loc R+ / R- / Rh / Rw / U / RL A 1431/- BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.987 X 266 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(I_Q: -0.067 AA - - R 1423/- Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.109 AA - (T ) A Brg Width = 2.2 Min Req = 1.5 Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 R Brg Width = - Min Req = - Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.991 Bearing A is a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Sid: 2014 Max BC CSI: 0.938 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.844 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 130.2 Ibs A - B 0 0 1-1 0 -6267 I: NA GCpi: NA Plate Type(s): B - C 0 -1685 J - K 0 - 5236 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE HS C - D 0 -1673 K - L 0 -5236 D- E 0 -5480 L- M 0 -3989 E- F 0 -5480 M- N 0 -3989 Lumber Top chord: 4x2 SP M-30; T2 4x2 SP #2; F - G 0 -5480 N - O 0 -2260 T3 4x2 SP 2400f-2.OE + SP M-31; G - H 0 -6290 O - P 0 -2260 Bot chord: 4x2 :SP 2400f-2.OE + SP M-31:; H - I 0 - 6292 P - Q 0 0 Webs: 4x2 SP #3; W2 4x2 SP #2; Plating Notes Maximum Bot Chord Forces Per Ply (Ibs) All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp. AA- Z 1 0 V- U 4665 0 Purlins Z- Y 3877 0 U- T 4665 0 In lieu of structural panels or rigid ceiling use purlins Y - X 6273 0 T - S 3180 0 to laterally brace chords as follows: X - W 6292 0 S - R 1223 0 Chord Spacing(in oc) Start(ft) End(ft) W - V 5726 0 BC 120 0.00 21.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Hangers / Ties (J) Hanger Support Required, by others AA- B 0 -16 J - V 0 -775 B-Z 2279 0 K-V 0 -135 Deflection C- Z 0 -400 V- L 879 0 Max JT VERT DEFL: LL: 0.61" DL: 0.44". Z - D 0 -2437 L - T 0 -1041 D-Y 1772 0 M-T 0 -97 Additional Notes F- Y 0 -257 T- N 1245 0 + 2x6 continuous strongback. See standard details for Y-G 0 -876 N-S 0 -1416G bracing and bridging recommendations. - X 561 -368 O - S 0 -97 X-H 72 -153 S-P 1597 0 Truss must be installed as shown with top chord up. I - W 0 - 624 P - R 0 -1821 W-J 1145 0 Q-R 0 -52 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" forth. 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 TOO, 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 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 conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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 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 4451 St. Lurie Blvd, Suite 201 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. Copyright O 2016 A-1 Roof Trusses — RepmduGion of this dowmenl, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FL11 SY42 11 1 Seal#: 2856 �--- 2'6" (TYP) 11'573/4" 11'8-3/4" 11�'� 20'6-7/8" 22'3-3/8" i =3X3 W=3X6 III5X8(R) 1115X8(R) =4X8 =3X4 =3X4 =4X8 =3X3 AB C D E F G H I J K L MN i� + W W V U T S R Q P O =5X10 =4X10 =3X3 =4X8 =5X10 W=H0308 2-3/4" � r9rr 22'3-3/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Sid: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.519 H 509 360 Loc R+ / R- / Rh / Rw / U / RL A 1439/- BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.840 H 314 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): -0.066 W - - M 1446 A Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.107 W - ) A Brg Width = 2.2 Min Req = 1.5 Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 M Brg Width = 3 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.885 Bearings A & M are a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.980 Maximum To Chord Forces Per PI Ibs P y ( ) Spacing: 24.0 " C&C Dist a: NA ft Rep Fee: Yes Max Web CSI: 0.992 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 127.4 lbs A - B 0 0 H - I 0 -5280 I: NA GCpi: NA Plate Type(s): B - C 0 -1394 I - J 0 -4541 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE HS C - D 0 -1385 D-E 0 -4586 E- F 0 -4586 J - K 0 -4541 K-.L 0 -1426 L- M 0 -1435 Lumber Top chord: 4x2 SP #2; T1 4x2 SP M-30; F - G 0 -5278 M - N 0 0 T3 4x2 SP 2400f-2.0E + SP M-31; G - H 0 - 5278 Bot chord: 4x2 :SP 2400f-2.OE + SP M-31:; B2 4x2 SP M-30; Webs: 4x2 SP #3; W6 4x2 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes W - V 0 0 S - R 20 All plates are 1.5X3 except as noted. V- U 3240 0 R- Q 325252 0 Purlins U- T 6253 0 Q- P 3252 0 T - S 5280 0 P - O 1 0 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 120 0.00 21.72 Webs Tens.Comp. Webs Tens. Comp. Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. W - B 0 -15 S -1 282 -21 B-V 2083 0 I-R 0 -1190 Deflection C- V 0 -404 J- R 110 -240 Max JT VERT DEFL: LL: 0.52" DL: 0.39". V - D 0 -2134 R - K 1484 0 D-U 1549 0 K-P 0 -2100 Additional Notes E- U 0 -257 P- L 0 -440 + 2x6 continuous strongback. See standard details for U - F 0 -768 P - M 2146 0 bracing and bridging recommendations. F - T 501 -318 M - O 0 -25 Truss must be installed as shown with top chord up. T - H 49 -153 "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 Too represents an acceptance of the professional engineerin 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 Ryan Bays, 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 p g1231 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 Truss 4451 St. Lurie 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 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. Copyright m 2016 A-i Roof Trusses— Reproduction of this document, in any forth, is prohibited without the wriden permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 FL12 SY42 3 1 Seal#: 2689 f 2'6" -I (TYP) 1'5-3/4" I r -}— 6'7-1/4' _� 8'5-3/4" 12' 113'7-1/4" J =6X6 =3X3 =3X6 1111.5X3 1111.5X3=3X6 =3X3 =6X6 AB C D E F G H IJ -v P O N M L K ==4X8 =3X4 =3X4 =4X8 1 r9n 13'7-1/4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Sid: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.200 E 805 360 Loc R+ / R- / Rh / Rw / U / RL A 880 P /- /- P /- BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.328 E 491 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): -0.029 P - - 1 880 /- /- P P /- Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.050 P - - ) A Brg Width = 2.2 Min Req = 1.5 Building Code: NCBCLL: 0.00 Mean Height: NA ft Creep Factor: 2.0 I Brg Width = 2.2 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.980 Bearings A & I are a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Sid: 2014 Max BC CSI: 0.946 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.649 Chords Tens.Comp. Chords Tens. Comp. A - B 0 0 F - G 0 -2366 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 77.0 Ibs I: NA GCpi: NA Plate Type(s): B - C 0 -993 G - H 0 -994 VIEW Ver. 21.01.01A.0521.20 Wind Duration: NA WAVE C - D 0 - 981 D- E 0 -2377 E - F 0 -2383 H - I 0 -1008 I- J 0 0 Lumber Top chord: 4x2 SP #2; Bot chord: 4x2 SP #2; Webs: 4x2 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. P-O 0 0 M-L 2060 0 Purlins In lieu of structural panels or rigid ceiling use pudins O - N 2042 0 L - K 0 0 to laterally brace chords as follows: N - M 2383 0 Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 13.15 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. B- O 1343 0 F- M 0 -433 Additional Notes See standard details for bracing and bridging C - O 0 -318 M - G 689 0 recommendations. O- D 0 -1173 G- L 0 -1178 D- N 558 0 L- H 0 - 358 Truss must be installed as shown with top chord up. N - E 0 -149 L - I 1363 0 "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 Ryan Bays, P.E. responsibility of the Omer, 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 # 91231 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 responsibilities and Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is duties of the Truss NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright ® 2016 A-1 Roof Trusses— Reproduction of this doamem in any form, is prohibited Without the written permission of A-1 Roof Tmsses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FL13 SY42 1 1 '.a Seal #: 2690 2'6" ---� (TYP) 7,9" III1.5X3 =4X8 III1.5X3 A B C N --- 9'9-1/2" -1 17'8" -I =3X4 =3X4 III1.5X3 =4X8 III1.5X3 D E F G H M L K J I =4X6 =3X10 III1.5X3 III1.5X3 =3X10 =4X6 1'11" 17'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf. NA Ce: NA VERT(LL): 0.343 L 618 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.525 L 403 240 N 1148 /- /- /- P /- BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.044 B - - I 1148 Des Ld: 65.00 EXP: NA Kzt: NA HORZ(TL): 0.073 B - - N Brg Width = 3.5 Min Req = 1.5 NCBCLL: 0.00 Mean Height: NA ft Building Code: g Creep Factor: 2.0 p 1 Brg Width = - Min Req = - Soffit: 0.00 TCDL: NA psf BCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.852 Bearing N is a rigid surface. Load Duration: 1.00 MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.807 Maximum To Chord Forces Per PI Ibs p y ( ) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.740 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 92.4lbs A - B 0 0 E - F 0 -3545 I: NA GCpi: NA Plate Type(s): B - C 0 -3545 F - G 0 -3545 Wind Duration: NA WAVE VIEW Ver-. 21.01.01A.0521.20 C - D 0 -3545 G - H 0 0 Lumber D - E 0 -4158 Top chord: 4x2 SP #2; Bot chord: 4x2 SP M-30; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 4x2 SP #3; Chords Tens.Comp. Chords Tens. Comp. Purlins N- M 2139 0 K- J 4156 0 M-L 4156 0 J-1 2139 0 In lieu of structural panels or rigid ceiling use purlins L - K 4158 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(fit) BC 120 0.00 17.67 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A-N 0 -119 K-E 154 -97 Hangers / Ties N- B 0 -2355 E- J 0 -923 (J) Hanger Support Required, by others B - M 1554 0 F - J 0 -312 C-M 0 -312 J-G 1554 0 Deflection M- D 0 -923 G -1 0 -2355 Max JT VERT DEFL: LL: 0.34" DL: 0.28". D - L 154 -97 H -1 0 -119 Additional Notes + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. •'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an 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 TOD 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 Ryan Bays, 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 # g1231 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 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced forgenerel guidance. TPIA defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 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 areas defined in TPI-1. Copyright 02016 A-1 Roof Trusses— Repraducdon of this dararment, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FL13A SY42 1 1 Seal #: 2691 IL r� 2,6" ---� (T'P) 7-5-7/8" 9'6-3/8" III1.5X3 =4X8 III1.5X3 =3X4 =3X4 III1.5X3 A B C D E F N =4X6 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA KZt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 42 SP M-30; Webs: 4x2 SP #3; 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 120 0.00 17.41 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Deflection Max JT VERT DEFL: LL: 0.34" DL: 0.27". Additional Notes + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. 17'4-7/8" -1 =4X8 1111.5X3 G H M L K J I =3X10 1111.5X3 III1.5X3 =3X10 =4X6 1'11" 17'4-7/8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.335 K 622 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.513 K 406 240 N 1131 /- /- /- /- /- Snow Duration: NA HORZ(LL): 0.042 1 - - 1 1131 /- /- /- /- /- HORZ(TL): 0.068 B - - N Brg Width = - Min Req = - Building Code: Creep Factor: 2.0 1 Brg Width = - Min Req = - FBC 7th Ed. 2020 Res. Max TC CSI: 0.860 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2014 Max BC CSI: 0.817 Chords Tens.Comp. Chords Tens. Comp. Rep Fac: Yes Max Web CSI: 0.723 A - B 0 0 E - F 0 -3475 FT/RT:10(0)/10(10) Weight: 92.4 Ibs B - C 0 -3462 F - G 0 -3475 Plate Type(s): C- D 0 -3462 G- H 0 0 WAVE VIEW Ver.21.01.01A.0521.20 D - E 0 -4033 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. N- M 2103 0 K- J 4032 0 M- L 4030 0 J -1 2103 0 L - K 4033 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-N 0 -118 K-E 138 -105 N-B 0 -2315 E-J 0 -866 B-M 1502 0 F-J 0 -314 C-M 0 -291 J-G 1517 0 M-D 0 -885 G-1 0 -2315 D-L 163 -91 H-I 0 -119 **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 TOO 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 responsibility of the Owner, the OwnerRyan Bays, P.E. 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 # Bays, 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 91231 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 4451 St. Lucie Blvd, Suite 201 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. Copynght © 2016 A-1 Roof Trusses - Reproduction of this d=ment, in any tone, is prohibited without the written permission of A-1 Roof Trusses. Job: 85535 V T Truss Truss Type Qty Ply 1811112021 = FL14 SY42 2 1 Seal #: 2692 �- �--- 2'6" (TYP) 7-5-7/8" 9'6-3/8" 17'8-3/8" _I =3X4 1111.5X3 =4X8 1111.5X3 =3X4 1111.5X3 1111.5X3 =4X8 1111.5X3 A B C D E F G H I 1'11" 1 T8-3/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.336 E 631 360 Loc R+ / R- / Rh / Rw / U ! RL O 1150 /- /- /- /- /- BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.501 L 423 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.044 J - - J 1150/- Des Ld: 65.00 EXP: NA Kzt: NA HORZ L 0.071 J - � )� O Br Width = - g Min Re q BuildingCode: Noffit: 0 0 Mean Height: NA ft g Creep Factor: 2.0 p J Brg Width = 3.5 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.648 Bearing J is a rigid surface. . Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.816 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.744 Chords Tens.Comp. Chords Tens. Comp. A - B 0 0 E - F 0 -4158 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 95.2 Ibs I: NA GCpi: NA Plate Type(s): B - C 0 -3541 F - G 0 -3556 VIEW Ver: 21.01.01A.0521.20 Wind Duration: NA WAVE C - D 0 -3541 D- E 0-4158 G - H 0 -3556 H- I 0 0 Lumber Top chord: 4x2 SP M-30; Bot chord: 42 SP M-30; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 42 SP #3; Chords Tens.Comp. Chords Tens. Comp. O- N 2143 0 L- K 4154 0 Purlins N-M 4156 0 K-J 2143 0 In lieu of structural panels or rigid ceiling use purins M - L 4158 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 17.70 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A-O 0 -119 L-F 523 -378 Hangers / Ties O- B 0 -2360 F- K 0 -T75 (J) Hanger Support Required, by others B - N 1546 0 G - K 0 -282 C- N 0- 293 K- H 1563 0 Deflection N- D 0 -920 H- J 0 -2359 Max JT VERT DEFL: LL: 0.34" DL: 0.26". D - M 133 -54 I - J 0 -119 E - L 301 - 403 Additional Notes + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. •`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 TOO, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.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 conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the [RC, the IBC, local building code and TPI-1. The approval of the TOO and any field q 91231 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 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 4451 St Lucie Blvd, Suite 201 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. Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, in any forth, is prohibited without the written pemrission of A-1 Roof Trusses. Job: Truss Truss Type Oty Ply 01/11/2021 _ 85535 FL15 SY42 1 1 Seal#: 2693 �-- 2,6" (TYP) Ill1.5X3 =4X10 A B C 7'9" -1 9-9-1 /2" 1 17'11-1 /2" =3X4 Ill1.5X3 =3X4 III1.5X3 III1.5X3 =4X10 Ill1.5X3 C D E F G H I `ImimlliI'"-I Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA Kzt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; Bot chord: 4x2 SP M-30; Webs: 42 SP #3; 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 120 0.00 17.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.34" DL: 0.27". Additional Notes + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. J i Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA Kzt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP M-30; Bot chord: 4x2 SP M-30; Webs: 42 SP #3; 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 120 0.00 17.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: LL: 0.34" DL: 0.27". Additional Notes + 2x6 continuous strongback. See standard details for bracing and bridging recommendations. Truss must be installed as shown with top chord up. J i 17'11-1/2" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.345 E 623 360 Loc R+ / R- / Rh / Rw / LI ! RL Lu: NA Cs: NA VERT(CL): 0.514 L 419 240 O 1167/- Snow Duration: NA HORZ(LL): 0.046 J - - J 1167 /- A /- A /- HORZ(TL): 0.074 J - O Brg Width = 3.5 Min Req = 1.5 Building Code: Creep Factor: 2.0 J Brg Width = 3.5 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.641 Bearings O & J are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.829 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.763 Chords Tens.Comp. Chords Tens. Comp. FT/RT:10(0)/10(10) Weight: 95.2 Ibs A- B 0 0 E- F 0 -4286 Plate Type(s): B- C 0 -3624 F- G 0 -3627 WAVE VIEW Ver. 21.01.01A.0521.20 C - D 0 -3624 G - H 0 -3627 D-E 0 -4288 H-I 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. O- N 2179 0 L- K 4270 0 N- M 4287 0 K- J 2179 0 M - L 4288 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- O 0 -120 L- F 576 -355 O- B 0 -2399 F- K 0 -820 B- N 1598 0 G- K 0 - 282 C-N 0 -314 K-H 1601 0 N- D 0 -961 H- J 0 -2399 D-M 127 -58 I-J 0 -119 E - L 283 - 443 "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 Ryan Bays, 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 $ g1231 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 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 4451 St Lucie Blvd, Suite 201 Designer, of 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. Copydght 02016 A•1 Roof Trusses— Repmduchon of this document, in any forth, is prohibited without the wnaen permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FL16 SY42 3 1 Seal#: 2694 0 1'4-5/16" -{ (TYP) �- 1-5-13/16" -}- 2'11-9/16" -{— 4'6-7/8" �{ ----A3X3 1111B5X3 111105X3 =U3 IIIV5X3 =3X3 =3X3 E II 1. X3 4'6-7/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 15.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.009 B 999 360 Loc R+ / R- / Rh / Rw / U / RL H 297 !_ !_ BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(CL): 0.017 B 999 240 BCDL: 10.00 Category: NA Snow Duration: NA HORZ(LL): 0.003 B - - E 297 /- Des Ld: 65.00 EXP: NA Kzt: NA HORZ 0.006 B - - ( )TL� H Brg Width = - Min Req = - BuildingCode: Noffit: 0. 0 Mean Height: NA ft Creep Factor. 2.0 p E Brg Width = 3.5 Min Req = 1.5 Soffit: 0.00 TCDL: NA psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.166 Bearing E is a rigid surface. Load Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.128 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: NA ft Rep Fac: Yes Max Web CSI: 0.159 Chords Tens.Comp. Chords Tens. Comp. A - B 0 -259 C - D 0 -259 Loc. from endwall: NA FT/RT:10(0)/10(10) Weight: 30.8 Ibs I: NA GCpi: NA Plate Type(s): B - C 0 -268 VIEW Ver. 21.01.01A.0521.20 Wind Duration: NA WAVE Maximum Bot Chord Forces Per Ply (Ibs) Lumber Top chord: 4x2 SP #2; Chords Tens.Comp. Chords Tens. Comp. H- G 0 0 F- E 0 0 Bot chord: 42 SP #2; Webs: 4x2 SP #3; G - F 268 0 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. A - H 0 -283 C - F 0 -180 Chord Spacing(in oc) Start(ft) End(ft) BC 55 0.00 4.57 A- G 334 0 F- D 334 0 Apply purins to any chords above or below fillers G - B 0 -180 D - E 0 -283 at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Additional Notes Truss must be installed as shown with top chord up. "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 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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copynght 02016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 FL17 SY42 11 1 Seal#: 2695 '9100= Loading Criteria (ps0 Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 15.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 10.00 Category: NA Des Ld: 65.00 EXP: NA Kzt: NA Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Soffit: 0.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord: 4x2 SP #2; Bot chord: 42 SP #2; Webs: 42 SP #3; 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 58 0.00 4.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. 1-5-5/16" �{ (TYP) 1'6-13/16" 31-11/16" ---- 4'10" —,— X3 III Ig5X3 111105X3 =3XD3 =3X3 =3X3 E 1111.5X3 II 1.5X3 4'10" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.010 B 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.020 B 999 240 H 314/- Snow Duration: NA HORZ(LL): 0.003 B - - E 314/- HORZ(TL): 0.007 B - - H Brg Width = 3.5 Min Req = 1.5 Building Code: Creep Factor: 2.0 E Brg Width = 3.5 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.186 Bearings H & E are a rigid surface. TPI Std: 2014 Max BC CSI: 0.143 Maximum Top Chord Forces Per Ply (Ibs) Rep Fee: Yes Max Web CSI: 0.174 Chords Tens.Comp. Chords Tens. Comp. FT/RT:10(0)/10(10) Weight: 30.8 Ibs A - B 0 -290 C - D 0 -290 Plate Type(s): B - C 0 - 300 WAVE VIEW Ver: 21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H-G 0 O F-E 0 0 G - F 300 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-H 0 -299 C-F 0 -191 A- G 366 0 F- D 366 0 G-B 0 -191 D-E 0 -299 -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 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 RyaP.E. n Bays, , 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 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 4451 St. Lucie Blvd, Suite 201 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 Fart Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1. Copyright 0 2016 A-1 Roof Trusses - Reproduction of this document, in any form, is prohibited without the wriden permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 G01 FLAT 1 3 Seal #: 2500 �c 522# 522# 522# 522# 522# 522# 'P5/8L 1'4"2 2 2 5225 2 2 522# 1'9-1/4" T 2 522 2 2 522 2 2' S-'I_ 114" If �t 23'5-7/8" �t _ -I =6X12 =4X4 =3X4 III1.5X3 =3X4 =HO510 =4X4 =5X6 =5X10 A B C D E F G H I J 1,& T . W2 Eo ob U T S R Q P O N M =3X3 L N 1113X10 =H0510 =4X4 =3X8 =4X4 =3X10 K 1116 23'5-7/8" i 1'10"� 2' 2' 2' 1'10-1/2" 2' 2' 2' 1'7-5/841/fl" 11 110# 110 11 110# 110 110 1 110 110 110 110# 1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 20.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 22.88 ft NCBCLL: 0.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP #2; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W1 2x8 SP 2400f-1.8E; W2 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 4.25" o.c. Bot Chord: 1 Row @12.00" o.c. 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 Either The Top or Bottom Chords. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 150 plf at 0.00 to 150 plf at 23.49 BC: From 40 plf at 0.00 to 40 plf at 23.20 TC: 522 lb Conc. Load at 1.05, 2.39, 4.39, 6.39 8.39,10.39,12.16,14.16,16.16,18.16, 20.16, 22.16 BC: 110 lb Conc. Load at 2.04, 3.88, 5.88, 7.88 9.88,11.75,13.50,15.50,17.50,19.50,21.50,23.14 Plating Notes All plates are 4X10 except as noted. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): -0.496 E 564 360 Lu: NA Cs: NA VERT(CL): 0.842 E 332 240 Snow Duration: NA HORZ(LL): -0.072 A - - HORZ(TL): 0.122 A - - Building Code: Creep Factor. 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.876 TPI Std: 2014 Max BC CSI: 0.991 Rep Fac: Yes Max Web CSI: 0.973 FT/RT:10(0)/10(10) Weight: 453.6 lbs Plate Type(s): IVIEW Ver: 21.01.01A.0521.20 WAIM uc 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 107 0.00 23.41 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Deflection Max JT VERT DEFL: LL: -0.50" DL: 0.52". Additional Notes Truss must be installed as shown with top chord up. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL U 6046 A P /843 /4187 /- K 5989 /- P /842 /4332 P Wind reactions based on MWFRS U Brg Width = - Min Req = - K Brg Width = 3.5 Min Req = 1.5 Bearing K is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 2873 -4061 F - G 5701 - 8041 B - C 4748 -6705 G - H 5701 -8041 C - D 5841 -8242 H - I 4484 -6327 D - E 6154 - 8675 I - J 2492 - 3513 E - F 6154 - 8675 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U - T 190 -131 P - O 8185 - 5793 T - S 4420 -3115 O - N 6579 -4653 S - R 6939 -4905 N - M 3888 -2746 R - Q 6939 -4905 M - L 101 -144 Q - P 8367 - 5920 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - U 1300 -1874 P - F 543 - 399 A - T 4176 -2958 F - O 417 -651 T - B 1093 -1623 O - H 1635 -1172 B - S 2555 -1826 H - N 761 -1136 S - C 706 -1057 N -I 2727 -1944 C - Q 1457 -1047 I - M 1145 -1695 Q - D 356 - 562 M - J 4009 - 2843 D - P 341 - 259 L - K 1442 -1993 E - P 186 - 331 L - J 1282 -1839 "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 AUpina ' 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 Ryan Bays, 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 # 91231 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 guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St Lucie Blvd, Suite 201 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 terns are as defined in TPI-1. Copyright 02016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. 10 Job: Truss Truss Type .Qty Ply 01/11/2021 85535 G02 FLAT 1 3 Seal #: 2829 A**_ 22'6" -' =6X12 =6X8 III1.5X3 =H0714 =3X4 III1.5X3 =3X4 =4X8 =5X8 =6X12 A B C D E F G H I J K Tui W W W Tki�H W1 L�_ L__j L__j V9 U T S R Q P O N M F,L 1114X12(--) =6X10 =8X12 1114X4 =4X8 =H1014 =4X10 =6X10 1114X12(") 22'6" I 1/4" 8" 8" 81, 8" 7 1/ '7" 8" 8" f- 14 - 14 14" 1,4n 1,4„ 1,4„ 1779� 1'4" 8" 8" 8" 1'3-1/4" 1,4n �9 1,4„ � 2 2 2 379# 379# 379# 7� 9 2 79 79 79 3791#37 379# 1372# 1372# 1372# 1372# 1372# 1372# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in P8F) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LQ: -0.728 Q 370 360 Loc R+ / R- / Rh / Rw / U / RL V 10190 /- /- /- /8446 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CQ: 0.891 Q 303 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LQ: -0.119 A - - L 10300 /- A P /8538 P Des Ld: 55.00 EXP: D Kzt: NA HORZ TL 0.146 A - ( ) Wind reactions based on MWFRS Building Code: NCBCLL: 0.00 Mean Height: 30.13 ft Creep Factor: 2.0 V Br Width = 3.5 9 Min Req = 2.8 Soffit: 0.00 TCDL: 5.0 sf p FBC 7th Ed. 2020 Res. Max TC CSI: 0.614 L Brg Width = Min Req = 2.8 BCDL: 5.0 psf re3. Bearings V & L are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.978 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.981 Chords Tens.Comp. Chords Tens. Comp. Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 518.7 Ibs GCpi: 0.18 Plate Type(s): A - B 4561 -5508 F - G 12207 -14744 VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 WAVE HS B - C 7949 -9598 G - H 11552 -13951 C - D 7949 -9598 H - I 10064 -12152 Lumber Puriins D - E 11701-14134 I - J 7713 - 9314 Top chord: 2x6 SP 2400f-2.0E; In lieu of structural panels or rigid ceiling use purlins E - F 12207-14744 J - K 4526 -5465 Bot chord: 2x8 SP 2400f-1.8E; to laterally brace chords as follows: Webs: 2x4 SP #2; W1 2x8 SP 2400f-1.8E; Chord Spacing(in oc) Start(ft) End(ft) W2 2x4 SP M-30; W5 2x4 SP #3; BC 76 0.00 22.50 Maximum Bot Chord Forces Per Ply (Ibs) Apply purlins to any chords above or below fillers Chords Tens.Comp. Chords Tens. Comp. V - U 1646 Q - P 12397 -10269 Nailnote at 24" OC unless shown otherwise above. Nail SChedule:0.131 "x3", min. nails The TC of this truss shall be braced with attached U -T 017 4987 -0294 P - 19703 - Top Chord: 1 Row @12.00" o.c. spans at 24" oc in lieu of structural sheathing. N 8039 T - S 12429-10294 O - N 2429 -4951 Bot Chord: 2 Rows @ 3.50" o.c. (Each Row) S - R 12429.1 N - 5973 5150 -4951 Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal Deflection Max JT VERT DEFL: LL: -0.73" DL: 0.57". L R - Q 1421411771 M - L 150 125 M1 spacing between rows and stagger nails in each row to avoid splitting. Additional Notes Maximum Web Forces Per Ply (Ibs) (1) 1/2" bolts may be used for Truss must be installed as shown with top chord up. Webs Tens.Comp. Webs Tens. Comp. (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. A - V 2602 -3131 Q - G 829 -681 A - U 6146 - 5089 G - P 45B - 537 Special Loads U - B 2066 -2472 P - H 1936 -1597 ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) B - T 4347 -3596 H - O 998 -1189 TC: From 35 plf at 0.00 to 35 plf at 22.50 C - T 10 0 0-1 3049 -2521 BC: From 20 plf at 0.00 to 20 plf at 22.50 T - D 2787 - 3365 I - N 1580 -1891 BC: 379 lb Conc. Load at 1.52, 3.52, 5.52, 7.52 D - S 584 -469 N - J 4160 -3441 9.52,11.23,13.23,15.23,17.23,19.23,21.23 D- R 2069 -1709 J- M 2063 -2468 BC: 1372 lb Conc. Load at 2.19, 4.19, 6.19, 8.19 R - E 5046 -530 M - K 6093 -3110 10.10,10.65,12.56,14.56,16.56,18.56,20.56 64433B E - Q 644 - 530 K - L 2585 - 3110 Plating Notes F - Q 52 -28 All plates are 4X6 except as noted. (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads and reactions based on MWFRS. -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 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 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 Ryan Bays, 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 TPIA. The approval of 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 the TDD and any field and the practices and # 91231 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 4451 St Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written pemilssion of A-1 Roof busses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 H01 HIPS 1 1 Seal #: 2794 A*0 -130# -44#f � -1308 } � r3B 3/B" -I- 3- 5X6 z�5X6 D T 12 12 �m2X4B NW2- wz -3X4(B2)A �3X4@2) Il saTo I Fi 102X4 112X4 I111.5X3 611.5X3 G SEAT PLATE REQ. SEAT PLATE REU. 1'6 8' 1'6" 12' �-3'03/8" 2'03/8"- 1'10-1/2--�--2'03/8" -175# $ -80# 17 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.116 H 868 360 Loc R+ / R- / Rh / Rw / U / RL J 615 /-65 /- /- /1276 A BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): -0.124 H 812 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.109 E - - G 615 /-65 /- /- 11276 /- Des Ld: 55.00 FJ(P: D Kzt: NA HORZ L 0.113 E - - R ) Wind reactions based on MWFRS Building Code: g NCBCLL: 10.00 Mean Height: 21.73 ft Creep Factor: 2.0 p J Big Width = 7.6 Min Req = 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.659 G Brg Width = 7.6 Min Req = 1.5 BCDL: 5.0 psf Bearings J & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.850 Bearings J & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.073 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 56.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver. 21.01.01A.0521.20 A- B 585 -146 D - E 879 -275 B - C 879 -275 E - F 585 -146 C - D 479 -126 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x6 SP #2; W2 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - J 133 -491 H - G 122 -475 Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) J -1 122 -475 G - F 133 -491 TC: From 82 plf at 0.00 to 82 plf at 3.00 I - H 126 -479 TC: From 41 pif at 3.00 to 41 plf at 9.00 TC: From 82 plf at 9.00 to 82 pif at 12.00 BC: From 40 pif at 0.00 to 40 pif at 3.03 Maximum Web Forces Per Ply (Ibs) BC: From 20 plf at 3.03 to 20 pif at 8.97 Webs Tens.Comp. Webs Tens. Comp. BC: From 40 plf at 8.97 to 40 pif at 12.00 TC: -130 lb Conc. Load at 3.03, 8.97 B - J 576 - 267 H - D 84 -169 TC: 44 lb Conc. Load at 5.06, 6.94 C -1 84 -169 G - E 576 -267 BC: -175 lb Conc. Load at 3.03, 8.97 BC: -80 lb Conc. Load at 5.06, 6.94 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 3.00 9.00 BC 75 0.00 12.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 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 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 Ryan Bays, 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 # 91231 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 SL Lurie 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. Copyright O 2016 A-1 Roof Trusses - Reproduction of this document, in arty form, is prohibited without Ne wriaen permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 HJ3 HIP_ 2 Seal #: 2792 2# c 12 g a.49 mtsx HB 1'5-5116' ®3X4(e2)q 1II F E D N1.5X3 SEAT PLATE REQ. l '-'2'0-11H6' i^ 1171' -^I^ r5W16• -I r 4'2-3116' -1 F ,'5-,1Y-� 245# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.038 E 861 360 Loc R+ / R- / Rh / Rw / U / RL F 586 /- /- /- /153 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.131 E 250 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ LL : -0.030 C - - ( ) D - /-140 /- /46 Des Ld: 55.00 EXP: D Kzt: NA HORZ(TL): 0.103 C - - C - /-87 /- /27/- Building Code: NCBCLL: 10.00 Mean Height: 21.71 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.320 F Brg Width = 1Min Req = 1.5 gCDL: 5.0 psf TPI Sid: 2014 Max BC CSI: 0.447 D Brg Width = 1.5.5 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.044 Bearing F is a rigid surface. Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 19.6 Ibs Bearing F requires a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Vier. 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 106 -19 B-C 16 -81 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x6 SP #2; Chords Tens.Comp. Chords Tens. Comp. A- E 12 -45 E- D 0 0 Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 Maximum Web Forces Per Ply (Ibs) TC: 2 lb Conc. Load at 1.46 Webs Tens.Comp. BC: 245 Ib Conc. Load at 1.46 B - E 43 - 264 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) BC 50 0.00 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 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 engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumpficns, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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 (BBC]) 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. Copydght Q 2016 A-1 Roof Trusses- Reproduction of this dent, in any form, is prohibited without the wriaen permission of A-1 Roof Trusses. Job: 85535 ling Criteria (psf) L: 20.00 L: 15.00 L: 0.00 L: 20.00 Ld: 55.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :inq: 24.0 " Truss Truss Type A JACK 12 12 3X4(B2) T 6-3/4" 1 Criteria Std: ASCE 7-16 id: 170 mph )sure: Closed Category: 11 D Kzt: NA 1 Height: 20.73 ft L: 5.0 psf L: 5.0 psf :RS Parallel Dist: 0 to h/2 Dist a: 3.00 It from endwall: Any GCpi: 0.18 I Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; 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 12 0.00 1.00 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Qty Ply 08/11/2021 4 1 Seal #: 2773 C III3X6 I/CSI Criteria ♦ Maximum Reactions (Ibs) Deflection in loc Udefl U# Gravity Non -Gravity DT I 0 000 C 999 360 Loc R+ / R- / Rh / Rw / U / RL ( ). . 2T(CL): 0.001 C 999 240 C 122 A /51 /163 /43 RZ(LL): -0.000 C - - B - A /51/- RZ(TL): 0.000 C - - Wind reactions based on MWFRS ep Factor: 2.0 C Brg Width = 1.5 (TC CSI: 0.089 B Brg Width = 1.5 ( BC CSI: 0.023 Maximum Top Chord Forces Per Ply (Ibs) ( Web CSI: 0.069 Chords Tens.Comp. ight: 5.6 Ibs A - B 113 -119 Ver. 21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 176 -81 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 200 -108 178 /61 "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 TOO, 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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses— Reproduction of this doament, in any form, is prohibited without the wdden permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 J3 MONO 12 1 Seal #: 2774 f.. 37 —mil 04x4° T 1z I T8 7 1111.SX3 B d, W N =3X4(B2)A r'r 1 11 I6' E 1111.5X3 s+1e• 1' 1 F05;�8 12 SEAT PLATE REQ. 1 1 8° ---j t"I ° 3-2° Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf. NA Ce: NA VERT(LL): 0.023 F 948 360 Loc R+ / R- / Rh / Rw / U / RL G 441 /- /- /495 /118 /148 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.047 F 467 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.019 C - - D - /-110 /- /79 /202 /- Des Ld: 55.00 EXP: D Kzt: NA TL HORZ 0.040 C - - ( ) Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 21.83 ft Creep Factor. 2.0 G Brg Width = Min Req = 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.159 D Bing Width = Min Req = - Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.267 Bearing G is a rigid surface. Bearing G requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.053 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 23.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): IVIEW Ver: 21.01.01A.0521.20 A - B 84 -187 B - C 17 -70 Wind Duration: 1.60 WAVE Lumber Maximum Bot Chord Forces Per Ply (Ibs) Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Chords Tens.Comp. Chords Tens. Comp. A - F 258 -182 F - E 43 -179 Webs: 2x6 SP #2; W2 2x4 SP #3; Lt Wedge: 2x4 SP #3;Rt Bearing Leg: 2x4 SP #3; Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. B - F 317 -233 C - D 668 -308 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) D - E 47 -161 BC 26 0.00 2.17 BC 10 2.17 2.88 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. Additional Notes Shim all supports to solid bearing. **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 Ryan Bays, 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 # 91231 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 Truss 4451 St. Lurie 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 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. Copyright 0 2016 A-1 Roof Trusses — Reproduction of this document, in any forth, is pmhibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 J3A MONO 12 1 Seal #: 2801 �- =3X4(B2) T sera° 1 C E - SEAT PLATE REQ. f __ 1'6" ___� i 4'2" j M m Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.003 E 999 360 Loc R+ / R- / Rh / Rw / U / RL E 452 /- /- /463 /82 /435 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.003 E 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.005 C - - D 12 /-22 /- /96 /315 /- Des Ld: 55.00 EXP: D Kzt: NA HORZ L 0.005 C (T ) C 76 /- /- /105 /177 /- BuildingCode: NCBCLL: 00 Mean Height: 27.85 ft Creep Factor: 2.0 P Wind reactions based on MWFRS Soffit: 0.00 0. TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.159 E Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.041 D Brg Width = 1.5 Min Req = - C Brg Width = Min Req = - Spacing: 24.0 " P 9� C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.241 id1. Bearing E is a rigid surface. Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 32.2 Ibs I Bearing E requires a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 188 -182 B - C 74 -275 Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 234 -124 E - D 81 - 582 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) Maximum Web Forces Per Ply (Ibs) BC 50 0.00 4.17 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. E - B 50 -374 C - D 0 0 B - D 811 -112 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. "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 Ryan Bays, 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 # 91231 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 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced forgeneral guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St Lucie Blvd, Suite 201 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. Copyright 02016 A-1 Roof Trusses— Reproduction of this document, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss. Truss Type Qty Ply 08/11/2021 85535 J3B HIPM 4 1 Seal #: 2776 - 2-10" 1'4" --{ 1II1.5X3 D Do5X8 El 12 1111.5X3 B 12 V a c� v in 3X4(B2)A W T F 1113X6(R� =3X6 SEAT PLATE REG. �- —1'6" r• 4-2- Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.004 F 999 360 Loc R+ / R- / Rh / Rw / U / RL G 501 /- /- /510 /93 /289 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.005 F 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.004 B - - E - /-62 /- /64 /217 /- Des Ld: 55.00 EXP: D Kzt: NA ( )HORZTL: 0.005 B - D 55 /- /- /22 164 /- Building Code: NCBCLL: 10.00 Mean Height: 27.19 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 sf p FBC 7th Ed. 2020 Res. Max TC CSI: 0.179 G Brg Width = 7.6 Min Req = 1.5 Load Duration: 1.25 BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.076 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Spacing: 24.0 " CSC Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.151 Bearing G is a rigid surface. Loc. from endwall: not in 9.00 ft FT/RTAOM/1000) Weight: 33.6 Ibs Bearing G requires a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 194 -184 C-D 6 -3 Top chord: 2x4 SP #2; B - C 351 -72 Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. A - F 233 -129 F - E 21 -204 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) TC 24 2.83 4.17 Maximum Web Forces Per Ply (Ibs) BC 50 0.00 4.17 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B - F 674 -197 C - E 509 -52 F-C 128 -485 D-E 0 0 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. **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 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 Ryan Bays, 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 # 91231 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 TOD 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 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 terns are as defined in TPI-1. Copyright ©2016 A-1 Roof Trusses— Reproduction of this doament, in any torn, is prohibited without the writlen permission of A-1 Roof Trusses. Job: 85535 Truss Truss Type J3C HIPM Qty Ply 01/11/2021 _= 4 1 Seal #: 2777 ling Criteria (psf) L: 20.00 L: 15.00 L: 0.00 L: 20.00 Ld: 55.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :Ina: 24.0 " �- 1'6° 1- 2-8" 12 B o5X6 III1.5X4C 12 UT 3X4(B2)A W2 N 1" T 1112X4 1111.5X3D E SEAT PLATE REQ. 4'2" _I Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 26.52 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 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) TC 24 1.50 4.17 BC 50 0.00 4.17 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.038 E 544 360 VERT(CL): 0.080 E 259 240 HORZ(LL): -0.038 C - - HORZ(TL): 0.087 C - - Creep Factor: 2.0 Max TC CSI: 0.414 Max BC CSI: 0.349 Max Web CSI: 0.090 Weight: 22.4 Ibs Ver: 21.01.01 A.0521.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL E 436 /- /- /422 /182 /146 D 9 /-31 A /50 /39 /- C 107 /- /- /41 /128 /- Wind reactions based on MWFRS E Brg Width = 7.6 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 67 -129 B-C 25 -13 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 233 -64 E - D 10 -25 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-E 614 -169 C-D 0 0 •'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 Ryan Bays, 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 # 91231 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 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 4451 St. Lurie Blvd, Suite 201 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 Pierre, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright a 2016 A-1 Roof Trusses - Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 J3D EJAC 4 1 Seal #: 2778 �- C Z 1 v M C6 7/16" co 3X4(B2) G334' 1 F E D 1113X6 SEAT PLATE REQ. I--1'6" —I �— 2'0-9/16" --111 7/16" i 3' -{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defi L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.086 E 285 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.130 E 189 240 F 578 /- /- /632 /153 /264 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.097 C - - D - /-123 /- /92 /274 /- Des Ld: 55.00 EXP: D Kzt: NA HORZ(TL) 0.118 C - - C - /-105 /- /69 /249 /- NCBCLL: 10.00 Mean Height: 21.73 ft Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.516 F Brg Width = 7.6 Min Req = 1.5 BCDL: 5.0 psf TPI Std: 2014 Max BC CSI: 0.774 D Brg Width = 1.5 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.153 Bearing F is a rigid surface. Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 15.4 Ibs Bearing F requires a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 177 - 518 B - C 49 - 382 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins A-E 603 -124 E-D 0 0 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 36 0.00 3.00 Webs Tens.Comp. Apply purlins to any chords above or below fillers B - E 359 -320 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. —WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth. 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 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 Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright02016 A-1 RoofTmsses— Reproduction ofthis do ment, in any form, is prohibited without the written permission ofA-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 _ 85535 P1301 COMN 2 1 Seal #: 2779 �- 2-4-11/16" 3'6" i- 24-11/16" -- � Co-X6 �5X6� 8 T v 80 °' B E rI, 14fa° ALi t:Eq F ---------------- 1 H 1111.5X3 G 1111.5X3 t8-3/4" 6'9-7/8" 8-3/4"I 8'3-3/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.000 H 999 360 Loc R+ / R- / Rh / Rw / U / RL A 13 /- /- /64 /48 /89 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): -0.001 H 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 G - - B* 88 /- /- /89 187 A Des Ld: 55 EXP: D Kzt: NA L 0.001 G - - HORZ.00 (T ) F 13 A /- /21 /11 /- Building Code: 9 NCBCLL: 10.00 Mean Height: 31.14 it Creep Factor: 2.0 P B /-150 Soffit: 0.00 TCDL: 5.0 psf BCDL: 2.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.310 H /-143 G /-143 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.059 E Spacing: 24.0 " C&C Dist a: 3.00 ft Re Fac: Yes P Max Web CSI: 0.062 Wind reactions based on MWFRS ons Loc. from endwall: not in 4.50 ft Ff/RT:10(0)/10(10) Weight: 26.6 Ibs A Brg Width = 5.9 Min Req = 1.5 GCpi: 0.18 Plate Type(s): B Brg Width = 81.9 Min Req = - VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 WAVE F Brg Width = 5.9 Min Req = 1.5 Bearings A, B, & F are a rigid surface. Lumber Top chord: 2x4 SP #2; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2; Chords Tens.Comp. Chords Tens. Comp. A - B 114 -109 D - E 97 -68 Webs: 2x4 SP #3; Plating Notes B - C 103 -68 E - F 20 -11 C - D 94 -29 All plates are 2X4(A1) except as noted. Purlins Maximum Bot Chord Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Chords Tens.Comp. Chords Tens. Comp. B - H 50 -26 G - E 44 -19 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) H - G 47 -24 TC 24 1.66 5.16 BC 78 0.15 6.68 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. C - H 208 -160 G - D 202 -160 Wind Wind loads based on MWFRS with additional C&C 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- forth. 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 (i.e. Specialty Engineer), the seat 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 Ryan Bays, 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 $ g1231 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 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 4451 St. Lucie Blvd, Suite 201 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. copyright O 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: 85535 t Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 20.00 Des Ld: 55. 00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Truss PB02 Truss Type Qty Ply 08/11/2021 a GABL 11 1 Seal #: 2780 i 4'1-11/16" i 41-11/16" -{ G=4X4 r- III I.U^O ° 6'9-7/8" 8./4" L-3/4I Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 31.72 ft TCDL: 5.0 psf BCDL: 2.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Plating Notes All plates are 2X4(Al) except as noted. 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) BC 78 0.15 6.68 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std DetailAl Std Detail for gable wind bracing requirements. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): 8'3-3/8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.003 F 999 360 VERT(CL): -0.003 F 999 240 HORZ(LL): 0.004 F - - HORZ(TL): 0.004 F - Creep Factor: 2.0 Max TC CSI: 0.284 Max BC CSI: 0.102 Max Web CSI: 0.023 Weiaht: 28.0 Ibs Ver. 21.01.01 A.0521.20 1 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A - /-71 /- /159 /176 /157 B* 109 /- /- 1108 /150 /- E - /-59 /- 1129 /89 /- B /-265 D /-224 Wind reactions based on MWFRS A Brg Width = 5.9 Min Req = 1.5 B Brg Width = 81.9 Min Req = - E Brg Width = 5.9 Min Req = 1.5 Bearings A, B, & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 238 -219 C - D 288 -153 B - C 288 -162 D - E 59 -95 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 105 -41 F-D 105 -41 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. C-F 32 -112 **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 Ryan Bays, 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 TPIA. The approval of the TDD and any field # 91231 use oft he 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 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 4451 St. Lucie Blvd, Suite 201 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 terns are as defined in TPI-1. Copyright O 2016 A-1 Roof Trusses - Reproduction of this doameni, in any form, is prohibited without the written permission of A-1 Roof Trusses. Y Job: Truss Truss Type Oty Ply 08/11/2021 _ 85535 Vol VAL 1 1 Seal#: 2781 Aft_ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 20.00 Risk Category: II EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 29.28 it NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 fit 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 puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.00 2.54 Apply pufins 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. Additional Notes See Al Std Detail for valley details. 3-P 1-13/161 3/ /T" 12 12 B=3X4 i 2'6-7/16" MR) Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs), or.=PLF Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): -0.001 999 360 Loc R+ / R- / Rh / Rw / LI / RL Lu: NA Cs: NA VERT(CL): 0.002 999 240 C' 120 /- !- /76 /55 /23 Snow Duration: NA HORZ(LL): 0.001 - - Wind reactions based on MWFRS HORZ(TL): 0.001 - C Brg Width = 30.4 Min Req = - Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.062 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2014 Max BC CSI: 0.057 Chords Tens.Comp. Chords Tens. Comp. Rep Fac: Yes Max Web CSI: 0.000 A - B 162 -87 B - C 160 -87 FT/RT:10(0)/10(10) Weight: 9.8 lbs Type(s): Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 21.01.01A.0521.20 Chords Tens.Comp. A - C 67 -49 "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 TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 q g1231 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 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 4451 St Lucie Blvd, Suite 201 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 areas defined in TPI-1. copyright 02016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited wilhout the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 0811112021 _ 85535 V02 VAL Seal #: 2782 ling Criteria (psf) L: 20.00 L: 15.00 L: 0.00 L: 20.00 Ld: 55.00 CLL: 10.00 t: 0.00 I Duration: 1.25 ;ina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 28.61 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 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 62 0.00 5.20 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. Additional Notes See Al Std Detail for valley details. 3f/1l6"_ 2-3-13/16" I- 2'3-13/16" 3fl(3r Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA, Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): B=3X4 5'2-7/16" Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.009 999 360 VERT(CL): 0.015 999 240 HORZ(LL): 0.006 - - HORZ(TL): 0.009 - - Creep Factor. 2.0 Max TC CSI: 0.320 Max BC CSI: 0.258 Max Web CSI: 0.000 Weight: 19.6 Ibs Ver. 21.01.01A.0521.20 ;D8R) ♦Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL C' 121 /- /- /82 170 /28 Wind reactions based on MWFRS C Brg Width = 62.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 399 -226 B - C 397 -226 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 175 -118 -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 depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the OwnerRyan Bays, P.E. 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 Bays, 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 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 4451 St. Lurie Blvd, Suite 201 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. Copyright 02016 A•1 Roof Trusses— Reproduction of this dommenl, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 __ 85535 V03 VAL 1 1 '._ Seal #: 2783 3-7116" 3'6-13/16" 3'6-13/16" 3- )6" B=4X4 12 N 12 O_ ro �2X4(D8R) A CC �aa• 02X4(D8R D 1113X4 7'8-7/16" 3'8-1/2" 31f1" T8-1/2" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.017 D 999 360 Loc R+ / R- / Rh / Rw / LI / RL C' 122 /- /- /84 173 /30 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.014 D 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.013 D - - Wind reactions based on MWFRS 5 Des Ld: 5.00 EXP: D Kzt: NA HORZ TL 0.014 D - - () C Br Width = 92.4 Min Req = - 9 Building Code: NCBCLL: 10.00 Mean Height: 27.99 ft Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.731 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.435 Chords Tens.Comp. Chords Tens. Comp. A - B 226 -317 B - C 256 -359 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.253 Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 33.6 Ibs GCpi: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver. 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-D 557 -173 D-C 557 -173 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B - D 850 -447 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 7.70 Apply purins 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. Additional Notes See Al Std Detail for valley details. -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 Ryan# Bays, 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 , , 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 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 4451 St. Lucie Blvd, Suite 201 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. Copyright ®2016 A-1 Roof Trusses— Reproduction of this tloamen6 in any torn, is prohihited without the written pertnisslon of A-1 Roof Tn=es. Job: Truss Truss Type Qty Ply 1811112021 85535 VO4 VAL 1 1 Seal#: 2784 A00 3-P16--- 4'10-13/16" 4'10-13/16" —�/16" B=4X4 12 N 12 N rN '42X4(D8R) A C o2X4(D8R) �-tra• D 1114X4 10'4-7/16" 50-1/2"-11� 50-1/2" —j Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.040 D 999 360 Loc R+ / R- / Rh / Rw / U / RL C* 122 /- P /85 /74 /31 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.031 D 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.029 D - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: D Kzt: NA HORZ(TL): 0.031 D - C Brg Width = 124 Min Req = - Code: NCBCLL: 10.00 MeHeight: 27.32 It Creep Factor. 2.0 p Bearing A is a rigid surface. Soffit: 0.00 TCD L: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.625 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.593 Chords Tens.Comp. Chords Tens. Comp. A - B 379 -474 B - C 408 -522 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.330 Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 43.4 Ibs GCpi: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-D 678 -273 D-C 678 -273 Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Maximum Web Forces Per Ply (Ibs) Webs: 2x4 SP #3; Webs Tens.Comp. Purlins B-D 1107 -715 In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) BC 75 0.00 10.37 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. Additional Notes See Al Sid Detail for valley details. **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 Ryan Bays, 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 # 91231 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 guidance. TPIA 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. Copyright 02016 A-1 Roof Trusses - Reproduction of this document, in any forth, is prohibited without the written permission of A-1 Reof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 V05 VAL #: 2785 Seal 3-F/' 62-13/16" -}- 6'2-13/16'�/16" 0=3X4 1133X413 D 913X4 12 12 V) %2X4(D8R) A E g2X4(D8R) .aus• G 514X4 F 1114X4 13'0-7/16" -� �-610-1/4"-jV315/161 5'10-1/4'—�j Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.040 F 999 360 Loc R+ / R- / Rh / Rw / U / RL E* 122 /- /- /86 /74 /32 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.039 F 999 240 BCDL: 20.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.031 G - - Wind reactions based on MWFRS EXP: D Kzt: NA HORZ L 0.034 G ) E Brg Width = 156 Min Req = - BuildingCode: NC1Des CL 10.00 NCBCLL: 10.00 Mean Height: 26.65 ft 9 Creep Factor: 2.0 p Bearing A is a rigid surface. Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.624 Chords Tens.Comp. Chords Tens. Comp. A - B 579 -1031 C - D 296 - 276 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.573 Loc. from endwali: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 64.4lbs B - C 335 -289 D - E 594 -1115 GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.60 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber A - G 1002 -397 F - E 1008 -414 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; G - F 1024 -412 Webs: 2x4 SP #3; Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. B - G 1176 -843 F - D 1216 -901 to laterally brace chords as follows: Chord Spacing((n oc) Start(ft) End(ft) BC 75 0.00 13.04 Apply purlins 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. **WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an 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 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 Ryan Bays, 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 # 91231 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 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. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-t Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 85535 V06 VAL 1 1 Seal #: 2786 A- T6.13116" -�- T6-13116"nG ling Criteria (psi) _. 20.00 L: 15.00 L: 0.00 L: 20.00 Ld: 55.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :ino: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.99 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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 15.70 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. 15'8-7116" —5'10-1w -{- 3'11-15/16"^(�-610-1/4"�j Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes Fr/RT:10(0)/10(10) Plate Type(s): I/CSI Criteria Deflection in loc L/defl L/# 2T(LL): -0.044 F 999 360 RT(CL): 0.046 F 999 240 RZ(LL): -0.032 G - - RZ(TL): 0.035 G - ep Factor. 2.0 (TC CSI: 0.714 ( BC CSI: 0.586 ( Web CSI: 0.425 aht: 72.8 Ibs ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /L1 /RL E* 122 /- /- /86 173 132 Wind reactions based on MWFRS E Brg Width = 188 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 410 - 769 C - D 50 - 64 B - C 51 - 64 D - E 436 - 769 Ver: 21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - G 797 - 322 F - E 797 - 335 G - F 814 - 334 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 949 -646 F - D 949 -668 **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 he 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-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, 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 # 91231 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 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 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parfies 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. Copynght 02016 A-1 Roof Trusses - Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01.0 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" O TOE NAILS AT TOP CHORD & (3) 0.131" O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" O TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" 0 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. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1 Od NAILS PER STRAP (MIN.) & (3) 0.131" 0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 10d NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET 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. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (2) 0.131" O TOE NAILS • 2X6: (3) 0.131" 0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' 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 TO BLOCKING W/ (2) - 16d NAILS (MINJ. 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. 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 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 6' 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' D.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 \S ARE NOT ADDRESSED HERE. / STANDARD GABLE I TRUSS / UKNL RTI in 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. Ryan Bays, P.E. # 91231 4451 St. Lude Blvd, Suite 201 Fort Pierce, FL 34946 12/23/19 PIGGY -BACK TRUSS STDTL04.1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 PIGGY -BACK DETAIL (TYPICAL) 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 INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) . OPTION NO.2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 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 W. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER l 772-409-1010 TRUSS I " r' ri ii BASE TRUSSES VALLEY TRUSS (TYPICAL) _c crvr�, i.vrvuvivry 3S, OR GIRDER TRUSS TRUSS CRITERIA: SECURE VALLEY TRUSS WIND 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 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE W/( VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS vr_- i 11%R- r% (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" =10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A" 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. P F-12 SEE DETAIL "A" BELOW (TYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fart Pierce, FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPt MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNDtK VALLEY I KUbbts onus I tst DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAYBE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD ono CLIP MUST BE APPLIED TO J THIS FACE WHEN PITCH EXCEEDS E W (MAXIMUM Ryan P.E. 12/12 PITCH) #91231 4451 SL Lude BNd, Suite Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERTICAL STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED 6. O.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. AtTOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS B 3X4= (4) Bd NAILS PLYWOOD MINIMUM, ROOF SHEATHING AT ING TO SHEATHING CK * DIAGONAL BRACING ** L - BRACING REFER / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / 1. NOTE: GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. - IOd 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. NAILS NA BE PROVIDED BY PROJECT ENGINEER OR 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. O.C. TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ❑IAPHRAGM / AT 4' - 0' O.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE _ TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) - NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. DIAG. BRACE TO BLOCKING WITH (5) - TO 10d NAILS. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT 1/3 POINTS S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE IF NEEDED TRUSSES. 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6.6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2-8.6 3-11-3 54-12 8.1-2 2X4 SP 92 12" O.C. 3-10.15 5-6-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3.6-11 4-9-12 6-6-11 10-H 2X4SP#2 24,O.C. 1 3-1-4 3-11-3 6-2-9 9,3-13 DIAGONAL BRACES OVER G' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90X OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 f. FEBRUARY 17, 2017 T—BRACE / I —BRACE DETAIL I STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% 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 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 yan ys, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 SECTION OETAILTrtPierce, FL34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENOS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) — 10d SCAB WITH (3) — 10d NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL NABS (0131WITH (3)X 3 ) ATTACH TO VERTICAL WEB WITH (3) — 10d NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) — 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) — 10d NAILS (0.131' X 3') 2X6 4' — 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) R12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' — 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) — 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — 0' AND FASTEN WITH (12) — 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Ryan Bays, P.E. # 91231 4451 St Lude Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 LATERAL TOE -NAIL DETAIL 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 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 .135 93.5 85.6 74.2 72.6 63.4 J n .162 108.8 99.6 86.4 84.5 73.8 r•i .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 in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' OIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30° TO 60" 45.00' STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60. 45.00° Ryan Bays, P.E. # 91231 51 SL de Blvd, Suite 201 Fort Pie , FL 34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 UPLIFT TOE -NAIL DETAIL THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. STDTL12 TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 z O J .135 60 48 33 30 20 Lfl tT) .162 72 58 39 37 25 J 2 0 .128 54 42 28 27 19 I— LD Z Z JO .131 55 43 29 28 19 LU .148 62 48 34 31 21 J J_ N Q 14) Z .120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 1 28 20 M NOTES: 1. TOE -NAILS SHALL BE ❑RIVEN 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 (0.162' OIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL *** USE (4) TOE -NAILS ON 2X6 BEARING WALL ' NEAR SIDE FAR S1 )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL 1jE. 11231 4451 St. Lude Blvd, Suite 201 Fort Pierce, FL 34946 SIDE VIEW END VIEW FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I.0X1+ TYP 2x2 NAILER ATTACHMENT I STDTLI3 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. Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierre, FL 34946 April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. 12 FORT PIERCE, FL 34946 772409-1010 VARIES (4) 12d TRUSS 24" O.C. (4) 12d UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 P.E. 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 I DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 7 l,(Ql 9� TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 157 LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 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' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C) 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 10d NAILS NEAR SIDE +10d NAILS FAR SIDE 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THE REQUIRED X DIMENSION FROM ANY PERIMETER AND A MINIMUM OF 6° FROM ANY INTERIOR JOINT 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 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. 5. 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. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THAN OR EQUAL TO BREAK OR HEEL JOINT (SEE SKETCH ABOVE). Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 SCAB APPLIED OVERHANGS TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 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 409 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. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES STDTL16 Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946