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Home My WebLink AboutTruss Engineering•B04P SCAB] B 12 12 12 Il Typical Cornerset Specifications Attach End Jacks w/ (4) 0.131"0 ToeNails @ TC & (3) 0.131"0 ToeNails @ BC 0M\ BOX.\ i I III■I�I�I\d Typ. Comer Jack Plawmerl---1,10-1�5/16" 27 2'0" 11-1/16' TYPICAL @ FAMILY ROOM CEILING TYIPCAL END DETAIL Attach Corner Jacks w/(2) .131"0 ToeNails @ TC & BC (typ-) Q 6 12 BOTTOM OF TRUSS @ o 0 12 6 � 1r-13/4r AUG 10 '021 ST. Lucie County, Permitting mow. n� Yt ere Ryan M Says OR NOTE: ALL TRUSS TO WALLAND/OR TRUSS TO LEDGER CONNECTIONS BY BUILDER. (UNLESS NOTED OTHERWISE) e .2 �s • NOTE: ALL CEILING DROPS BELOW BEAM ARE a ` e a a m > a BY BUILDER. (UNLESS NOTED OTHERWISE) 2 e g E 5-. v a NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW a $ s" ` TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING 2 ° 9 o E DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL t .m STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE F =. ti S °,� o m INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR 5 s= i a 3 2 GRAVITY AND UPLIFT LOADS. rc a a g A P a A FOR BRACING 8 ERECTION DETAILS REFER TO BCSI-03 ^� o o d P t o m =-m°a AND10R ENGINEER OF RECORD. - r E eg,ms°r REPRESENTS THE LEFT SIDE ® OF EACH TRUSS DRAWING 'd E m o-�, a E 29 FT (NOTE: ( NOTE: REFER TO SIMPSON CONNECTOR CATALOG FOR INSTALLATION DETAILS) v 2�g'.@mqo %>, LU524 H HHUS46 Q - - - = B LUS26 j THA422 R --- C HUS26 K MUS26 S -- uq°�mva v� HUS28 L THJA26 T -- r. E HHUS26-2 M --- U --- �m=gLo==Wc F HHUS28-2 N LUS28 V/ -- $8 G LUS46 I P 1 -- )( -- mF8,$r"zEm g32Ea „ HBB HANGER BY BUILDER BBB BEAM BY BUILDER 8 3 0 a xQ 2 smrmss s--epa--m Z LSTA12 @ TC & BC • NOTE: LSTA STRAP TC INDICATED TO BE USED IN m m �•_ @ Zt LSTA12 CONCORDANCE W ITH Zb LSTA12 @ BC CORNERSET DETAIL. 1 m n a 2 m o 0 3 LOADING ROOF FLOOR WIND LOAD = o ° 5 ` LIVE LOAD 20 ASCE 7-10 k- o € m g o° 0 " m�=0m mse� ~= U DEAD LOAD 10 170 C m; MIV ` — WOLIVE LOAD' 0 Residential - CAT II 5 8 c m m a $-or-" o c=a DEAD LOAD 10 Closed TOTAL LOAD 40 FBC 2017 RES a d _ = a' 2 pa�EaAg�2o a DURATION FACTOR 1.25 TPI 2014 s ="„ P R 3 Q E REV DATE BY REMARKS ` c 'W"'2�+ -/-/— 8o 811s� StE$1° g-5 IS. o yata —//— s§'Ae2S �o m'E�v5 _ It is understood that above ❑ APPROVED Gm°m5 conditions have been reviewed & � ❑ m $ 6 = m are acceptable for the fabrication ❑ APPROVED AS NOTED ^ 2-'a m i ; g y ag at trusses, elevations pitches, m .s � � o _g ea overhangs, fascias,ceiling ❑ REVISE AND RESUBMIT _ � E M elevations/pftches, bearing F a y m E a conditions & all detail pertaining ❑ REJECTED m 3 3 $ 8 B to this truss placement plan. No back charges will be accepted m ie -9 r� ` without previous written approval DATE _ _ •; from an A-1 Roof Trusses B pmAmsm o representative. REVIEWED BY m` g o 4 o 7 s a o PLAN DATE ARCH: -/-!— STRUCT: aoAe=58s��1 CUSTOMER HOMES BY ASURTON- He.e ate.-aa A m na'2 98g �o pa a5a. JOB NAME BRADY RESIDENCE m6 �$ i OPTION(S) aR COMMUNITY /LOT# 2g°;qoa OA =mZ5oam`2eti CITY Bow-s g us COUNTY ST. LUCIE as BLDG. BLDG. TYPE # Eg= t95 m=g�gm�mWn JOB # 85404 MASTER 6 o ° - ° >A o `a r c `mm DRAWN SCALE w 9o�me E g DATE 618121°�� AF NTS a mANA 4451 St Lucie Blvd s" m—`a'ac" s = Fort Pierce, FL 34946 N ' A s $ a = ' http://www.altruss.com ER �. m 9, "z s Tel: 772-409-1010 m 5 m Fax: 772-409-1015 F e m m a u e U RE: Job 85404 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 Site Information: Fort Pierce, FL 34946 Customer Info: HOMES BY ABURTON Project Name: BRADY RESIDENCE Lot/Block: Model: RECEIVED Address: GOLLOTTI PLACE Subdivision: City: Port St. Lucie County: St Lucie State: L AUG 10 2021 Name Address and License # of Structural Engineer of Record, If there is one, for the building Name: License #: ST. Lucie County, Permitting Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 170 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 46 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2476 A01G 6/3121 13 2613 A13 6/3/21 25 2551 B07G 6/3/21 2 2479 A02 6/3/21 14 2643 A14 6/3121 26 2712 D01 6/3121 3 2606 A03 6/3/21 15 2577 A15 6/3/21 27 2673 D02 6/3/21 4 2580 A04 6/3121 16 2559 Al6G 6/3/21 28 2679 D03 6/3/21 5 2485 A05 6/3/21 17 2642 B01 6/3121 29 2556 HJ5 6/3121 6 2463 A06 6/3/21 18 2645 B02 613/21 30 2708 HJ6 6/3/21 7 2466 A07 6/3/21 19 2648 B03 6/3/21 31 2548 HJ7 6/3121 8 12469 A08 6/3/21 1 20 2653 B04 6/3/21 1 32 2675 11 6/3121 9 2564 A09 6/3121 21 2751 B04R 613121 33 2678 A 6/3/21 10 2535 A10 6/3/21 22 2562 B04S 6/3/21 34 2681 J5 6/3/21 11 2604 All 6/3/21 23 2656 B05 6/3/21 35 2699 A 6/3121 12 2610 Al2 6/3121 124 2662 B06 6/3/21 36 2684 J7 6/3121 l he truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, 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 eng ineering responsibility solely forthe truss components shown. The suitability and use of components forany particularbuilding is the responsibility of the building designer, perANSI/rPI-1 Sec. 2. The Truss Design Dr-awing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents) provided by the Building Designer indicating the nature and characterof the work, The design criteria therein have been transferred to Ryan Bays PE by [Al Roof Trusses orspeciflc location]. These TOM (also referred to at times as'Structural Delegated' Engineering Documents) are specialty structu ral component designs and may be part of the project: deferred or phased submittals. As a Ti uss Design Engineer (Le, Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibiliityforthe design ofthe sing le Truss depicted on the TDD only. The Building Designer Is responsible forand shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes, 04y''% .. •. S i EN,S� No. 9?. L-1 .7 STATE. Or S�4NAI-0��`,'�• Ryan Bays, P.E. 4451 St Lucre Blvd. Suite 201 Fort Pierce, FL 34946 M Bays Engiues,Gig LC, U-Fmt Pierce, S-� ruddstiG�S R aeon: i am asnmvinn this dent Page 1 of 2 RE: Job 85404 No. Seq # Truss Name Date 37 2530 MG07 6/3121 38 2562 S05 613/21 39 2559 S05G 6l3/21 40 2696 V12 6/3/21 41 2690 V4 6/3/21 42 2693 V8 6/3/21 43 2670 VM2 6/3/21 44 12661 VM4 613/21 45 12664 VM5 6/3/21 46 2667 VM6 6/3/21 47 STDL01 STD. DETAIL 6/3121 48 STDL02 STD. DETAIL 6l3/21 49 STDL03 STD. DETAIL 6/3/21 50 1 STDL04 STD. DETAIL 6/3/21 51 STDL05 STD. DETAIL 6/3121 52 STDL06 STD. DETAIL 613/21 53 STDL07 STD. DETAIL 6/3121 54 STDL08 STD. DETAIL 6/3/21 55 STDL09 STD. DETAIL 6/3/21 56 STDL10 STD. DETAIL 6/3/21 57 STDL11 STD. DETAIL 6/3121 58 STDL12 STD. DETAIL 6/3/21 59 STDL13 STD. DETAIL 6/3/21 60 STDL14 STD. DETAIL 6/3/21 61 STDL15 I STD. DETAIL 6l3/21 62 STDL16 I STD. DETAIL 613/21 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job: Truss Truss Type Qty I Ply 16/03/2121 85404 A01G GABL 1 1 Seal #: 2476 'gio_ Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Lt 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " N T 1 490# 154# 1540 154# 1549 i.# 1544 1 154# 154# 154# 154# 15" 156#r:r 1 1 # 1 U, i 1541 1 i / 54f! 4 • • 4 i # i se,-- 1 7'1"4 12'S" 12-1.12 +I SEAT PLATE REO. SEAT PLATE REQ. k 13' i24'4" 3r4" ryy 2' 2'�t� 2` 2' 2',Ly�2' 2' 2' 2' 2'12'�yy_71 Y,�,ly 336# 105rf 10 10� 10 105# 1 _t 105# 1a. 105� 10-t 10 10IS 105# -t 105p Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.73 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T2,T3 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W3,W8 2x4 SP #2; Lt Level Return: 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 62 plf at -1.15 to 62 plf at 5.67 TC: From 31 plf at 5.67 to 31 plf at 37.33 BC: From 20 plf at 0.00 to 20 pif at 5.70 BC: From 10 plf at 5.70 to 10 plf at 37.33 TC: 480 lb Conc. Load at 5.70 TC: 154 lb Conc. Load at 7.73, 9.73,11.73,13.73 15.73,17.73,19.73,21.73,23.73,25.73,27.73, 29.73 31.73,33.73,35.73 BC: 336 lb Conc. Load at 5.70 BC: 106lb Conc. Load at 7.73, 9.73,11.73,13.73 15.73,17.73,19.73,21.73,23.73,25.73,27.73,29.73 31.73,33.73,35.73 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.67 12.77 BC 62 0.15 37.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 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 2017 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): -0.306 P 648 360 VERT(CL): 0.342 P 578 240 HORZ(LL): 0.134 Q - - HORZ(TL): 0.150 P - Creep Factor: 2.0 . Max TC CSI: 0.949 Max BC CSI: 0.968 Max Web CSI: 0.892 Weight: 287.7 Ibs Ver: 20.02.01 A.1209.11 Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Additional Notes See Al Std Detail for gable wind bracing and other requirements. A 03X8(R) T� 1 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1090 1- l- 1- 1781 /- W 2270 /- /- /- /1457 !- S' 132 /- /- /- /74 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 2.7 S Brg Width = 288 Min Req = - Bearings B, W, & W are a rigid surface. Bearings B & W require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 22 -22 J - K 291 - 296 B - C 1354 -1881 K - L 360 - 366 C - D 1108 -1615 L - M 427 -434 D - E 543 - 552 M - N 498 - 506 E - F 421 -426 N - O 178 -179 F - G 388 - 393 O - P 312 - 315 G - H 285 - 288 P - Q 366 - 370 H - I 482 -490 Q - R 417 -423 1-1 390 - 396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Y 1627 -1154 V - U 94 - 90 Y-X 29 -72 U-T 94 -90 X - W 29 - 72 T - S 43 -20 W - V 76 - 89 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - Z 0 0 AF-AG 25 -22 C - Y 469 -136 AG-AH 25 -22 Y - D 1747 -1124 AH-AI 27 -24 D - W 1446 -1701 AI-AJ 22 -19 D-AA 464 -392 AJ-AK 774 -790 W -AE 172 - 228 AJ- N 856 - 874 AA -AB 469 - 397 AK- T 785 - 796 AB -AC 461 -389 AK -AL 207 -206 AC-AE 462 - 390 T - R 43 - 64 AD-AF 25 -22 AL -AM 201 - 200 AE-AK 236 -217 AM -AN 208 -207 V-AK 20 -43 AN-R 219 -218 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. "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 TOD, 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 # 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. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance, TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI-1. Copydght O 2016 A-1 Raof Trusses- Reproduction of this document, in any form, Is prohibited without the wdhen permission of A-1 Roof Trusses. Truss A01 G Truss Type GABL Qty 1 Ply 1 06/03/2021 Seal #: 2476 a ' E -AA 72 - 63 J -AG 13 - 8 F -AB 149 -152 AH- L 67 - 74 G -AC 23 -19 Al- M 144 -140 H -AD 665 - 688 AL- O 92 - 90 AD-AE 674 -695 AM- P 97 -99 AE- V 652 - 658 AN- Q 128 -130 1-AF 7 -9 R - S 489 -488 **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 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 TOD 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 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 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 Fort Pierce, FL 34S46 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPIA. 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 06/03/2121 _ 85404 A02 COMN 1 2 Seal #: 2479 I' -- 7'8" - i 7' ^i 10'6"4 -+i 10'6"4 --}^- 8-7"8--I-6-{-- 8.4" --� %SXB(R)F HNSX6 ,n T 12 OH0710 6 C V 2H0710 =8X10 1si5X8N8X8("") M ,g5X6 D E I J K L T w �ax1z u o ---iii--- '•r �5X8 x Q 6 N4X6iR 12 IO6X8(R) o l N�$X6(A1) 1s l�-4X6(Al)a O64X10 AB "1 Z 013X70 31.SX4g q a ,� 1 2 AA __fa 3 tl2 12 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. �- 13' i 424" 1'1 2 1379 1"7 11'10"4 1'1"42 55'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.458 1 999 360 Loc R+ / R- / Rh / Rw / U / RL AC - /-888 /- /491 1524 /530 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.948 1 533 252 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.188 P - - AA 3860 /- /- /2408 /1877 /0 Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.390 P - - AD 1456 /- /- /1025 /845 Building Code: NCBCLL: 0.00 Mean Height: 25,00ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.857 AC Br Width = 8.0 9 Min Re - 1.5 q Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 AA Brg Width = 8.0 Min Req = 2.3 Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.998 AD Brg Width = 8.0 Bearings AC, AA, & N are Min Req = 1.5 a rigid surface. Loc. from endwali: Any FTlRT:10 (0)/10(10) Weight: 680.4 Ibs Bearings AC, AA, & N require a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE HS IVIEW Ver: 20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber Wind Top chord: 2x4 SP #2; Wind loads based on MWFRS with additional C&C A - B 11 0 B - C 1177 -963 H - I 3- 2992 I - J 3733 33 -3008 008 Bot chord: 2x6 SP #2; member design. Webs: 2x4 SP #3; C - D 3001 -2961 J - K 2963 -2397 Lt Level Return: 2x6 SP #2; Left bottom chord exposed to wind. D - E 3188 -3139 K - L 2350 -1936 Rt Level Return: 2x6 SP #2; Additional Notes E - F 1008 -915 L - M 2597 -2127 F - G 1124 -1444 M - N 2579 - 2216 Natinote Negative reaction(s) of -888# MAX. from a non -wind G - H 1162 -1442 N - O 11 0 Nail Schedule:0.131"x3", min. nails load case requires uplift connection. See Maximum To Chord: 1 Row 12.00" o.c. P @ Reactions. Maximum Bot Chord Forces Per Ply (Ibs) Bot Chord: 1 Row @12.00" o.c. WARNING: Furnish a copy of this DWG to the Chords Tens.Comp. Chords Tens. Comp. Webs : 1 Row @ 4" o.c. installation contractor. Special care must be taken B -AB 989 -1035 V - U 2962 - 3094 Use equal spacing between rows and stagger nails during handling, shipping and installation of trusses. See in each row to avoid splitting. "WARNING" note below. AB -AA 162 -147 U - T 3548 -4102 (1)1/2" bolts may be used for Shim all supports to solid bearing. Z - X 3533 - 3282 T - R 2641 -2962 (2) 0.131"x3", min, nails on AA- Y 0 0 S - Q 55 -56 The Bottom Chord Only. X - W 3900 -3666 Q - P 2550 -2798 Plating Notes W - V 1200 -931 P - N 1998 -2201 All plates are 3X4 except as noted. (") 1 plate(s) require special positioning. Refer to Maximum Web Forces Per Ply (Ibs) scaled plate plot details for special positioning Webs Tens.Comp. Webs Tens. Comp. A -AC 0 0 H- U 260 -291 requirements. C -AB 322 -427 U -1 899 -512 Purilns C - Z 2608 - 2318 I - T 1941 -1494 In lieu of structural panels or rigid ceiling use purlins AB- Z 841 -895 T - J 1066 -1350 to laterally brace chords as follows: Z -AA 2250 -1926 J - R 1153 - 954 Chord Spacing(in oc) Start(ft) End(ft) Z - D 150 -100 R - S 13 0 TC 24 7.67 14.67 TC 24 35.71 .33 D - X 261 - 287 R - K 537 - 715 BC 1.15 13 X - E 686 - 611 R - Q 1944 - 2098 BC 60 13.12 25..19 E - W 2408 - 2358 K - Q 615 - 464 SC 93 25.19 37.13 W - F 953 - 853 Q - L 815 - 679 BC 109 37.19 46.00 F - V 2095 -1593 L - P 914 - 753 BC 113 46.00 55.19 G - V 1085 - 695 M - P 1684 -1773 Apply purlins to any chords above or below fillers V - H 2289 -1405 AD- O 0 0 at 24" OC unless shown otherwise above. -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. Asa 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specially Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright Q 2016 A-1 Roof Trusses - Reproduction of this document, in any torn, is pmhihited without the wdmen pernission of A•1 Roof Trusses. Job: Truss Truss Type Qty Ply 1611312121 85404 A03 COMN 1 1 Seal #: 2606 "641 r---- 918" T --i 8'6"4 8'6"4 ----11'11"8 9'8" -{ T11117X6(R) 05x6H J04X4 T H0510(SRS) 12 flBX8 a3X8 04XBG V =4X6 =5X8 n T on II 6 D E F ®4X6 �BX10 K, L U M Nvo1.5X4 0 g1.5X4 C 4X6 (a `45X6T �5x10 I� I� 1 i 1 laa M4X6(A1)13 A Y sa7X10 4 6 12 R O-BX12 OZa$X8(A1) AC AA 1116X8 S m2X4 A 1 QZir 1°I'2 tl =4X10 AB a 3 ,a2 II 12 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. i- 13' i 42W 1378 48 1140"4 1V10"4 3,a BW 55'4" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 40.00 EXP: C Kzt: NA Mean Height: 25.00 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: 5.53 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T2,T4 2x4 SP M-30; Bot chord: 2x6 SP #2; B3 2x6 SP 2400f-2.OE; Webs: 2x4 :SP 2400f-2.0E + SP M-31:; W2,W12,W13, W15,W17,W20 2x4 SP #3; W5 2x6 SP #2; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.67 16.67 TC 24 33.71 45.67 BC 55 0.15 13.33 BC 33 13.05 25.19 BC 69 25.19 37.15 BC 109 37.19 46.00 BC 60 46.00 55.19 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. Left bottom chord exposed to wind. Show Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.549 K 921 360 Lu: NA Cs: NA VERT(CL): 1.144 K 442 253 Snow Duration: NA HORZ(LL): 0,221 Q - - HORZ(TL): 0.462 Q Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.916 TPI Std: 2014 Max BC CSI: 0,997 Rep Fac: Yes Max Web CSI: 0.843 FT/RT:10(0)/10(10) Weight: 361.9 lbs Plate Type(s): VIEW Ver: 20.02.01A.1209.11 WAVE HS Additional Notes Negative reaction(s) of -1029# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. WARNING: Fumish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Shim all supports to solid bearing. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL AD - /-1029 /- /467 /539 /490 AB 4042 /- /0 /2568 /1967 /0 AE 1421 /- P /1022 /835 P Wind reactions based on MWFRS AD Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 4.8 AE Brg Width = 8.0 Min Req = 1.6 Bearings AD, AB, & O are a rigid surface. Bearings AD, AB, & O require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 22 0 1-1 905 -2149 B - C 2627 -1316 J - K 3438 -4681 C - D 2758 -1579 K - L 4358 - 5303 D - E 4899 - 3144 L - M 2893 - 3295 E - F 5208 -3303 M - N 3270 -4160 F - G 3759 -2320 N - O 3527 -4441 G- H 1342 - 857 O- P 22 0 H -1 890 - 2148 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -AC 1315 - 2314 W - V 145B -1243 AC -AB 305 - 369 V - U 4609 - 2791 AA- Y 3957 - 5412 U - T 6221 -4581 AB- Z 0 0 T- R 3715 -2756 Y - X 4233 - 5924 S - Q 183 -83 X - W 2800 - 3628 Q - O 4025 - 3055 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -AD 0 0 I- V 1636 - 511 C -AC 546 - 372 V - J 2445 - 2238 D -AC 1260 -1470 J - U 689 - 592 D -AA 3107 - 3692 U - K 1581 -1405 AC -AA 1635 - 2251 K - T 1857 - 2329 AA -AB 3559 - 4088 T - L 2253 -1665 AA- E 261 -123 L - R 1393 -1633 E-Y 165 -293 R-S 145 0 Y- F 725 - 368 R- M 6 -242 F - X 2079 -1305 R - Q 3389 - 2369 X-G 1137 -1758 M-Q 1541 -1017 G - W 2146 -1226 Q - N 433 - 259 W- H 998 -1549 AE- P 0 0 H - V 2902 -1333 -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 an 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 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 p 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright 9 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 1610112021 85404 A04 COMN 1 1 s Seal #: 2580 =-4X6(A1) 1 ",12 -1118• -(- 7' - 1 6'6"4 -"1 6'6"4 -}- 11'11"6 1118" -{ 12 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13' 42'4° 1p •113'2"8 1�-11-10"4 - -}- 11'10"4 9W --} 42 i 564" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf 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: 5.53 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T3,T4 2x4 SP #2; Bot chord: 2x6 SP #2; B1,83 2x6 SP 2400f-2.OE; Webs: 2x4 :SP 2400f-2.OE + SP M-31:; W2 2x4 SP #2; W5 2x6 SP 2400f-2.OE; W7,W9,W11, W 15 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.67 18.67 TC 24 31.71 43.67 BC 75 0.15 13.33 BC 37 13.04 25.19 BC 74 25.19 37.15 BC 109 37.19 46.00 BC 60 46.00 55.19 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): DeflICSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.530 H 955 360 VERT(CL): 1.098 H 461 253 HORZ(LL): 0.210 N - - HORZ(TL): 0.437 N - - Creep Factor: 2.0 Max TC CSI: 0.911 Max BC CSI: 0.989 Max Web CSI: 0.963 Weight: 354.2 Ibs Ve r: 20.02.01 A.1209.11 Additional Notes Negative reaction(s) of -1067# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Shim all supports to solid bearing. T 0 G 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL X - 1-1067 /- /471 /554 /490 V 4085 /- /0 /2603 /1967 /0 Y 1410 /- /- /1041 /834 /- Wind reactions based on MWFRS X Brg Width = 8.0 Min Req = 1.5 V Brg Width = 8.0 Min Req = 3.4 Y Brg Width = 8.0 Min Req = 1.6 Bearings X, V, & L are a rigid surface. Bearings X, V, & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 22 0 G- H 1148 - 2056 B - C 2873 -1620 H - 1 4026 -4679 C - D 2929 -1680 I - J 2344 - 2486 D - E 3893 -2442 J - K 3627 -4213 E - F 3337 -1975 K - L 3345 -4287 F- G 1167 - 2065 L- M 22 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - W 1647 - 2526 R - Q 5494 -4154 W - V 531 - 574 Q - O 2814 -2057 U - S 3343 -4374 P - N 142 -46 V- T 0 0 N- L 3867 -2855 S - R 2765 - 3777 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-X 0 0 R-H 3405 -3191 C - W 635 - 439 H - Q 1717 -1941 D - W 3188 - 3401 Q -1 2289 -1752 D - U 4073 -4572 1-0 1056 -1182 W- U 2507 - 3200 O- P 148 0 U - V 4359 -4345 O - J 72 -290 U - E 609 - 594 O - N 2530 -1807 E - S 743 - 596 J - N 2047 -1665 S - F 365 -170 N - K 638 -428 F- R 5217 - 2888 Y- M 0 0 G - R 1345 -444 "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 (Le. 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. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 02016 A-1 RoofTrusses- Reproduction of this document in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/01/2021 _ 85404 A05 COMN 1 1 Seal #: 2485 �•- 1378 -�"� - 7' ---1• 4'6"4 --}--- 4VA --1 11111"fl i131" T OH07�4(") '••„`V`a) e4X4 G 1 J a5X12 K 12 g5X6E T 6 T =8X12 04X6L tp a a4X6D a) m I` @1.5X4 C U @4X4S 1111.5X4 N c 0 z4X6(A1)g 1 _6 Smog) P NoO6(A5R) l i 1 to t�< 1a 212 O 1118X y 1116X8 R02X4 1'q2 m4X12 X a 3 �2�, 12 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. r--13' i 42W $142 1378 1"8 11-10"4 1 V10"4 8.8` -+- 9W 55'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.376 S 999 360 Loc R+ / R- / Rh / Rw / U / RL Z - /-1246 A /463 /653 /486 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.786 S 644 253 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.169 P - - X 4325 /- /0 /2738 /2040 /0 Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.355 P AA 1355 /- A /1034 /810 /- Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf p FBC 2017 RES Max TC CSI: 0.987 Z Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0,991 X Brg Width = 8.0 AA Brg Width = 8.0 Min Req = 5.1 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 5.53 It Rep Fac: Yes Max Web CSI: 0.945 Bearings Z, X, & N are a rigid surface. Loc. from endwall: not in 6.50 It FT/RT:10(0)/10(10) Weight: 363.3 Ibs Bearings Z, X, & N require a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 IWAVE, HS IVIEW Ver: 20,02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber Wind Top chord: 2x4 SP #2; T1,T5 2x4 SP M-30; Wind loads based on MWFRS with additional C&C A - B 22 0 B - C 3158 -1361 H - I -938 I - J 2810 10 -3299 299 T3 2x6 SP #2; Bot chord: 2x6 SP #2; member design. C - D 3259 -1523 J - K 1841 -1859 Webs: 2x4 SP #3; W5 2x6 SP #2; W8 2x4 SP #2; Left bottom chord exposed to wind. D - E 3269 -1507 K - L 3342 -3969 Lt Level Return: 2x6 SP #2; Additional Notes E - F 4297 -2558 L - M 3323 -39M Rt Level Return: 2x6 SP #2; F - G 2649 -1710 M - N 3091 -4059 Negative reaction(s) of -1246# MAX. from a non -wind G - H 337 - 951 N - O 22 0 Bracing load case requires uplift connection. See Maximum (a) Continuous lateral restraint equally spaced on Reactions. Maximum Bot Chord Forces Per Ply (Ibs) member. WARNING: Furnish a copy of this DWG to the Chords Tens.Comp. Chords Tens. Comp. Installation contractor. Special care must be taken B - Y 1389 -2786 T - S 3834 -2628 Plating Notes during handling, shipping and installation of trusses. See All plates are 3X4 except as noted. "WARNING" note below. Y - X 264 -343 S - Q 2125 -1427 (1) - plates so marked were sized using 0% Fabrication Shim all supports to solid bearing. W - U 3097 -4152 R - P 116 -40 Tolerance, 10 degrees Rotational Tolerance, and/or X - V 0 0 P - N 3658 -2629 zero Positioning Tolerance. U - T 2594 -3036 (••) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Web Forces Per Ply (Ibs) requirements. Webs Tens.Comp. Webs Tens. Comp. A- Z 0 0 T- I 2747 - 2648 Purlins In lieu of structural panels or rigid ceiling use purlins C - Y - I - S - to laterally brace chords as follows: Y - E 1912 - 2043 912 043 S - J 1462 980 462 980 Chord Spacing(in oc) Start(ft) End(ft) Y - W 1810 -2984 J - Q 734 - 802 TC 24 13.21 20.67 E - W 1940 -1772 Q - R 165 0 TC 24 29.71 41.67 W - X 3659 -4426 Q - K 86 -156 BC 49 0.15 13.33 W - F 1548 - 2446 Q - P 1880 -1265 BC 41 13.03 25.19 F - U 1119 -496 K - P 2269 -1742 BC 66 25.19 37.16 G - U 347 -473 P - M 626 -410 BC 109 37.19 46.00 G - T 3444 -1914 AA- O 0 0 BC 61 46.00 55.19 H - T 554 -30 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. -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. TPIA defines the responsibilities and dales of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In wrifing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright 0 2016 A-1 Roof Trusses- Reproduction of this dowman4 in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 - 85404 A06 COMN 1 1 Seal #: 2463 7' ---} 6"t }-216"4 11'11"8 168" - -{ 55XB =4X4 I1117X6(R) 1111.5X4ts5XB F G H J K L M T 12 5X8E Y g5X6 )T0 z4X=X10 X CEDN >�44XBg O ma) � I1=4X6(AA1)B (a �06X8 6 =7X6 =fiX10 12 U p QX6(A1) I 1 AE AC ABII6XB VN/ T S R A 1 1"�2 =4X6 AD 1111.SX4=4X10 =5X6 1112X4 1a2� SEAT LATE REQ. SEAT PLATE RED. SEAT PLATE REQ. -13' 42'4" 1378- 11'10"4 + 11,10"4 187' - 1i1"112 55'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.236 X 999 360 Loc R+ / R- / Rh 1 Rw / U / RL AF - /-1142 /- /439 /589 /490 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.498 X. 999 253 BCDL: 10.00 Risk Category: If Snow Duration: NA HORZ(LL): 0.121 R - - AD 4192 /- /0 12723 /1986 /0 Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.254 R AG 1378 /- /- /1084 /825 /- Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.855 AF Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.999 AD Brg Width = 8.0 AG Brg Width = 8.0 Min Req = 4.9 Min Req = 1.6 Spacing: 24.0 " C&C Dist a: 5.53 It Rep Fac: Yes Max Web CSI: 0.941 Bearings AF, AD, & P are rigid surface. Loc, from endwall: not in 6.50 ItFT/RT:10(0)/10(10) Weight: 375.2 Ibs Bearings AF, AD, & P require a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber Additional Notes Top chord: 2x4 SP #2; T1,T2 2x4 SP M-30; Negative reaction(s) of -1142# MAX. from a non -wind A - B 22 0 B ' C 2856 -1609 1-1 - 818 J - K 2131 31 -2818 Bat chord: 2x6 SP #2; load case requires uplift connection. See Maximum Webs: 2x4 SP #3; W4 2x6 SP #2; Reactions. C - D 3938 - 2509 K - L 1646 -1657 Lt Level Return: 2x6 SP #2; WARNING: Fumish a copy of this DWG to the D - E 4035 -2496 L - M 1645 -1653 Rt Level Return: 2x6 SP #2; installation contractor. Special care must be taken E - F 2635 -1510 M - N 1501 -1611 Lt Splice Block: 2x4 SP #3; during handling, shipping and installation of trusses. See F - G 2408 -1362 N - O 1471 -1636 "WARNING" note below. G - H 652 -343 O - P 1823 -2365 Bracing H- 1 813 -1436 P- Q 22 0 (a) Continuous lateral restraint equally spaced on member. Maximum Bat Chord Forces Per Ply (Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. All plates are 3X4 except as noted. B -AE 1599 -2520 X - U 2379 -1493 AE-AD 207 -293 W - V 0 0 Purlins AC -AA 2958 -3863 V-T 0 -28 In lieu of structural panels or rigid ceiling use purlins AD -AB 0 0 T - S 2020 -1432 to laterally brace chords as follows: AA- Z 1858 -2161 S - R 2020 -1432 Chord Spacing(in oc) Start(ft) End(ft) Z - Y 1035 - 652 R - P 2024 -1431 TC 24 15.67 22.67 Y - X 3195 -1719 TC 24 27.71 39.67 BC 52 0.15 25.33 BC 45 01 19 3 . Maximum Web Forces Per Ply (Ibs) 2.015.19 37.31 BC 82 Webs Tens.Comp. Webs Tens. Comp. A -AF 0 0 Y - J 1594 -1657 BC 75 37.04 55.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. C -AE 714 -836 J - X 330 520 C -AC 1742 -1378 X - K 761 -172 Wind AE-AC 1423 -2270 K-U 581 -764 Wind loads based on MWFRS with additional C&C AC -AD 3320 -4174 U - V 7 -9 member design. AC- E 1765 -2529 U - T 1642 -969 E -AA 2028 -1208 U - M 845 - 553 Left bottom chord exposed to wind. F -AA 791 -1280 L - U 221 -154 AA- G 762 -1046 T - M 238 - 409 G - Z 1430 - 745 T - O 706 - 770 Z- H 763 -1172 O- R 363 0 H- Y 1772 - 885 AG- Q 0 0 I-Y 1103 -510 **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 TOO represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the 70D 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 TOO and any field p 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright® 2016 A-1 Roof Trusses - Reproduction of this document, in any form, is prohibited wghout the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 A07 SPEC 1 3 Seal #: 2466 �a i 17,8" 12 6 p 20' =4X10 1111.9 X4 =5X8 =4X6 F=_ G H=, 1 1 K =.v,L T =4X6(A1)B� =5X8 � Q 6 "ate A �r 12 AD AB AA 1111.5X4 1"p12 =4X4 AC SEAT PLATE REQ. 564" 1p,-t_ ITT8 4 11'10"4-1I'll 0"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCSCLL: 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: 5.53 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T2 2x4 SP 2400f-2.OE + SP M-31; T3,T4 2x6 SP 2400f-2.OE; Bot chord: 2x6 SP #2; B2,B3 2x6 SP 2400f-2.OE; Webs: 2x4 :SP 2400f-2.OE + SP M-31:; W1, W15 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. 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 17.67 37.67 BC 120 0.15 13.33 BC 120 13.08 25.19 BC 120 25.19 37.54 BC 120 37.04 55.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Iding Code: 2017 RES Std: 2014 Fac: Yes 2T:10(0)/10(10) e Type(s): UT 1111.5X4 Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): 0.465 X 999 360 VERT(CL): 0.959 X 688 330 HORZ(LL): 0.259 Q - - HORZ(TL): 0.534 Q - - Creep Factor: 2.0 Max TC CSI: 0.377 Max BC CSI: 0.357 Max Web CSI: 0.334 Weight: 1144.5 Ibs Ver: 20.02.01 A.1209.11 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. in" t ?"'kX6 MN or or p=-4X6(A1) P 11 m5X6 =4pX4 SEAT PLATE REQ, 17'11"8 11 2 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL AE 2358 /- /- /1555 /1307 /478 AF 2353 /- 1- /1549 /1310 /- Wind reactions based on MWFRS AE Brg Width = 8.0 Min Req = 1.5 AF Brg Width = 8.0 Min Req = 1.5 Bearings AE & O are a rigid surface. Bearings AE & O require a seat plate, Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. A- B 7 0 1-1 2425 - 3697 B - C 1040 -1528 J - K 2425 - 3697 C-D 1176 -1676 K-L 1416 -1994 D-E 1181 -1655 L-M 1031 -1421 E - F 1384 -1998 M - N 1017 -1425 F - G 2326 - 3559 N - O 1026 -1499 G-H 4218 -6776 O-P 7 0 H -I 4218 -6776 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -AD 1341 - 862 W - V 2284 -1348 AD -AC 34 - 22 V - S 1369 - 817 AB- Z 1654 -1025 U- T 0 0 AC -AA 0 0 T - R 33 -21 Z-Y 1982 -1147 R-Q 33 -21 Y - X 4069 -2383 Q - O 1308 - 848 X - W 4218 - 2495 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A -AE 0 0 X -1 3362 -1961 C -AD 214 - 257 I - W 1114 -1829 C -AB 147 - 62 W - K 1982 -1173 AD -AB 1339 - 858 K - V 758 -1186 AB -AC 21 0 V - L 1080 - 651 AB- E 280 -425 S -T 28 0 E - Z 343 -141 S - L 188 - 300 F - Z 170 - 317 S - Q 1289 - 835 F-Y 2108 -1274 S-N 135 -151 Y-G 1195 -1921 Q-N 150 -122 G- X 3512 - 2068 AF- P 0 0 H - X 257 -142 -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 N 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright 0 2016 A-1 Roof Trusses- Reproduction of this documon% in any forth, Is prohibited without the written pem,ission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 _ 85404 A08 HIPS 1 2 Seal #: 2469 �o I-- 19'8" 12 E T 6 p oI C 4X6 D N n =4X6(A1) B o6 11-4 � A 'EAT 1 �2 III5X6(R) 1111: X4 LATE RED. 1�"112 1378 16' III1.5X4 =5X8 F_ G H V =H0714 W Q 6 12 55'4" 11'll 0"4 --- - 1 V10"4 i 19W N7X6(R) J K 1!06 L M M5X8 g1.5X4 b K12U N 4X6(A1) O T S Q P� III1.5X4 =M SEAT PLATE REQ. 187 1 1"112 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.619 G 999 360 Loc R+ / R- / Rh / Rw / U / RL AB 2357 /- /- /1566 /1305 /528 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.278 G 516 330 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.355 P - - AC 2352 /- /- /1561 /1307 P Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.733 P - Wind reactions based on MWFRS BuildingAB Code: NCBCLL: 0.00 Mean Height: 25.00 ft Creep Factor: 2.0 Br Width = 8.0 g Min Re q = 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.682 AC Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.991 Bearings AB & N are a rigid surface. Bearings AB & N require a seat plate. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.870 Loc. from endwall: not in 6.50 ft FT/RT:10(0)/10(10) Weight: 774.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 11 0 B - C 1544 -2292 H -1 1457 -1904 I - J 1640 -2141 Wind Duration: 1.60 WAVE HS Lumber Wind C - D 1807 -2581 93 J - K 1487 -2077 Top chord: 2x4 SP #2; T3 2x6 SP #2; Wind loads based on MWFRS with additional C&C D - E 1807 -2581 K - L 1487 -2077 Bot chord: 2x6 SP #2; member design. E - F 2121 -3166 L - M 1464 -2115 Webs: 2x4 SP #3; W7,W9 2x4 SP #2; W13,W14, W15 2x4 SP 2400f-2.0E + SP M-31; Additional Notes F - G 3941 -6332 M - N 1552 -2258 Lt Level Return: 2x6 SP #2; WARNING: Furnish a copy of this DWG to the G - H 3940 -6332 N - O 11 0 Rt Level Return: 2x6 SP #2; installation contractor. Special care must be taken during handling, shipping and installation of trusses. See Maximum Bot Chord Forces Per Ply (Ibs) Bracing "WARNING" note below. Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B -AA 2012 -1270 U - R 2048 -1179 AA- Z 40 - 29 T- S 0 0 Nailnote Y - W 2562 -1566 S - Q 39 -26 Nail Schedule:0.1 31 "x3", min. nails Z - X 0 0 Q - P 39 -26 Top Chord: 1 Row @12.00" o.c. W - V 3144 -1756 P - N 1983 -1290 Bot Chord: 1 Row @12.00" o.c. V - U 3473 -1992 Webs : 1 Row @ 4" D.C. Use equal spacing between rows and stagger nails Maximum Web Forces Per Ply (Ibs) in each row to avoid splitting. (1) 1/2" bolts may be used for Webs Tens.Comp. Webs Tens. Comp. A -AB 0 0 H - U 1302 -2104 (2) 0.131"x3", min. nails on The Bottom Chord Only. C -AA 364 -448 1 - U 858 -676 Plating Notes C - Y 315 -155 U - J 391 - 93 AA- Y 2031 -1278 J - R 222 - 503 All plates are 3X4 except as noted. Y - Z 33 0 R - S 30 0 Purlins Y - E 397 - 583 R - K 166 -171 E - W 609 -172 R - P 1864 -1159 In lieu of structural panels or rigid ceiling use purlins W - F 205 -401 K - P 149 -135 to laterally brace chords as follows: F - V 3854 - 2206 P - M 199 -149 Chord Spacing(in DO) Start(ft) End(ft) TIC 24 1. G - V 155 -94 AC- O 0 0 BC 120 0..15 13.33 V - H 3570 -1951 BC 112 13.08 25.19 BC 105 25.19 37.30 BC 120 37.04 55.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. **WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 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. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright C 2016 A-1 Roof Trusses- Reproduction of this document, In any form, is prohibited without the written permission of A4 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 A09 COMN 1 2 Seal #: 2564 0�9 tot0 O N f"1 =4X ling Criteria (psf) L: 20.00 L: 10.00 L: 0.00 L: 10.00 Ld: 40.00 CLL: 0.00 t: 0.00 I Duration: 1.25 :ing: 24.0 " 20'4"14 i14'6"4 =6X10 III1.5X4 m5X6 N7X6(R) F G H I 20'4"14 55'4" 1�1"1i2 1378 1P 1V10"4 1I'll 0"4 48 167 1i1"42 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 6.53 ft Loc, from endwall: not in 13.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T3 2x6 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 :SP 2400f-2.OE + SP M-31:; W1,W4,W6,W8, W11,W16 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Nailnote Nail Schedule: 0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131 "x3", min. nails on The Bottom Chord Only. 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 20.41 34.93 BC 120 0.15 13.33 BC 113 13.08 25.19 BC 109 25.19 37.30 BC 120 37.04 55.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA PP. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Additional Notes Deft/CSl Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.474 G 999 360 VERT(CL): 0.977 G 675 330 HORZ(LL): 0.269 P - - HORZ(TL): 0.556 P - Creep Factor: 2.0 Max TC CSI: 0.530 Max BC CSI: 0.991 Max Web CSI: 0.686 Weight: 788.2 Ibs Ver: 20.02.01 A.1209.11 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. i 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL AB 2357 /- /- /1569 /1304 /546 AC 2352 /- /- /1564 /1307 A Wind reactions based on MWFRS AB Brg Width = 8.0 Min Req = 1.5 AC Brg Width = 8.0 Min Req = 1.5 Bearings AB & N are a rigid surface. Bearings AB & N require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 11 0 H - 1 1491 -1973 B - C 1540 -2293 I - J 1634 -2190 C - D 1786 - 2609 J - K 1509 - 2092 D - E 1794 - 2576 K - L 1479 - 2077 E - F 2140 - 3249 L - M 1476 - 2115 F - G 3458 -5541 M - N 1547 -2258 G- H 3457 - 5541 N- 0 11 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B -AA 2012 -1262 U - R 2046 -1185 AA- Z 28 -23 T- S 0 0 Y - W 2567 -1560 S - Q 43 - 25 Z-X 0 0 Q-P 43 -25 W - V 3196 -1759 P - N 1983 -1284 V - U 3363 -1895 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A -AB 0 0 H- U 1200 -1960 C -AA 347 -442 U -1 881 -654 C-Y 312 -154 U-J 344 -103 AA- Y 2043 -1274 J - R 249 - 485 Y-Z 31 0 R-S 30 0 Y-E 410 -596 R-K 165 -171 E-W 568 -185 R-P 1860 -1151 F - W 194 - 376 K - P 146 -135 F-V 3118 -1765 P-M 199 -149 G-V 142 -98 AC-O 0 0 V - H 2937 -1574 **WARNING- Please thoroughly reviewthe "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 TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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 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 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 02018 A4 Roof Trusses -Reproduction of this dommmi, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 0610112121 85404 A10 HIPS 1 1 1 Seal* 2535 �_ 18'6"8 187 18'6"8 Ev5X8 III2X4 r z =3x4 =-5xs =3x4 =yx1D =3x4 =5xs =3x4 r z SEAT LATE REQ. SEAT P TE REQ. 564" 1'1' 12 1P"'62 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.296 G 999 360 Loc R+ / R- ! Rh / Rw / U / RL V 2327 !- /- /1530 /1323 /500 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.603 G 999 330 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 O - - W 2327 /- /- /1530 /1323 P Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.204 O Wind reactions based on MWFRS BuildingV Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 Br Width = 8.0 Min Re 2. 9 q = 7 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.779 W Brg Width = 8.0 Min Req = 2.7 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.975 Bearings V & M are rigid surface. Bearings V & M require a seat plate. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.962 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 355.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Camp. VIEW Ver: 20.02.01A.1209.11 A - B 22 0 H -1 2828 -3440 B - C 3218 -4521 I - J 2773 -3457 Wind Duration: 1.60 WAVE HS Lumber C - D 3002 -4169 J - K 3026 -4085 Top chord: 2x4 SP M-30; D - E 3026 -4085 K - L 3002 -4169 Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W5 2x4 SP #2; E - F 2773 -3457 L - M 3218 -4521 Lt Level Return: 2x6 SP #2; F - G 2828 -3440 M - N 22 0 Rt Level Return: 2x6 SP #2; G - H 2827 -3440 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B - U 3989 - 2697 R - Q 3041 -1810 Purlins U - T 3357 -2129 Q - P 3357 -2150 In lieu of structural panels or rigid ceiling use purlins T - S k%7 -2129 P - O 3357 -2150 to laterally brace chords as follows: S - R 3042 -1789 O - M 3989 -2718 Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 36.79 Maximum Web Forces Per Ply (Ibs) BC 59 0.15 55.19 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers A - V 0 0 R - I 567 -458 at 24" OC unless shown otherwise above. C - U 604 -472 I - Q 733 -533 Wind U - E 582 - 340 Q - J 693 - 645 Wind loads based on MWFRS with additional C&C E - S 692 -644 J - O 582 -340 member design. F - S 733 - 633 O - L 604 -472 F- R 567 -458 W- N 0 0 Additional Notes G - R 695 - 622 WARNING: Furnish a copy of this DWG to the installation contractor, Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. •'WARNING" Please 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 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 TDD and the practices and 4451 St. Luse Blvd, Suits 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright O2016 A-1 Roof Trusses— Reproduction of this documen4 in any farm, is prohibited without the written permission of A-1 Roof Trusses. Job: 85404 Truss A11 Truss Type HIPS Qty 1 Ply 1 06/03/2021 Seal #: 2604 _- 17' 21'4" 17' a5X8 =3X4 =4XB=3X4 E F G H _ I 12 6 -,H0308 �H0308 o 03X4CD (a) (a) (a) (a) K'1113X4 in Bo (a) (a co 4X8(ABR) g X8(A i L =4 X8(ABR) xM 3X4 I 1 12 V U T S R Q P O N 111 1'J2 K 1112X4 =5X6 --3X4 =3X4 =5X8 =3X4 =3XB =5X6 1112X4 SEAT LATE REQ. BEAT PL�I TE REQ. 55'4" 1p"1I2 1�"42 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.319 Q 999 360 Loc R+ / R- / Rh / Rw / U / RL W 2327 /- /- /1519 /1324 /462 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.650 Q 999 330 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.108 N - - X 2327 /- /- /1519 11324 /- Des Ld: 40.00 EXP: C Kzt: NA HORZTL ( ) 0.220 N - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 W Brg Width = 8.0 Min Req = 2.7 Soffit: 0.00 TCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.955 X Brg Width = 8.0 Min Req = 2.7 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.983 Bearings W & L are a rigid surface. Bearings W & L require a seat plate. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.973 Loc. from endwall: not in 13.00 ft FT/RT:10(0y10(10) Weight: 359.8 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 22 0 G - H 2954 -3651 Wind Duration: 1.60 WAVE HS Lumber B - C 3139 -4447 H -1 2658 -3180 C - D 2747 -3662 I - J 2775 -3636 Top chord: 2x4 SP M-30; T3,T4 2x4 SP #2; D - E 2783 -3645 J - K 2739 -3653 Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; E - F 2952 - 3645 K - L 3139 -4448 Lt Level Return: 2x6 SP #2; F - G 2954 -3651 L - M 22 0 Rt Level Return: 2x6 SP #2; Maximum Sot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - V 3884 -2584 R - Q 3659 -2262 V - U 3880 -2585 Q - P 3646 .2257 Purlins U - T 3880 -2585 P - O 3881 -2606 In lieu of structural panels or rigid ceiling use puffins T - S 3169 -1934 O - N 3881 -2606 to laterally brace chords as follows: S - R 3659 -2262 N - L 3885 -2605 Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 38.33 Maximum Web Forces Per Ply (Ibs) BC 57 0.15 55.19 Webs Tens.Comp. Webs Tens. Comp. Apply pufins to any chords above or below fillers at 24" OC unless shown otherwise above. A - W 0 0 Q - H 290 -85 V- C 370 0 H- P 587 - 740 Wind C-T 746 -814 P-1 1126 -718 Wind loads based on MWFRS with additional C&C E - T 599 -289 P - K 752 -822 member design. E - S 744 -576 K - N 372 0 S- F 510 -434 X- M 0 0 Additional Notes F - Q 200 -199 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. -WARNING- Please 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 engineedri 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. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless othenvise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 0 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 06/03/2021 - 85404 Al2 HIPS 1 1 Seal #: 2610 �----- 15, 254" 15' =j %7X6(R) =3X4 =—H0510 =3X4 5X6 E F G H I 3X4 3X4 T 12 6 D J m C \(a) (a) (a) K k4X6 to 03X4 _4X8�A8R) (a) =4X8(A8R) ,4X6 (a 3X4 B 1 LXM V4 1„la2 V U T S R O P O N 1„12 N =3X4 =5X6 III1.5X4 =5X6 =-3X4 =5X8 =3X4 =-3X8 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 55'4" 1 1+2 1f1 1I2 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.349 Q 999 360 Loc R+ / R- I Rh / Rw I U / RL W 2327 /- /- /1502 /1327 /412 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.712 Q 927 330 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.112 N - - X 2327 /- /- /1502 /1327 /- Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.229 N Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 W Br Width = 8.0 9 Min Re 2. q = 7 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.920 X Brg Width = 8.0 Min Req = 2.7 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.960 Bearings W & L are a rigid surface. Bearings W & L require a seat plate. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.781 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 340.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 22 0 B - C 3220 -4500 G - H 3267 -4132 H -1 2761 -3357 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; C - D 2880 -3837 I - J 2898 -3777 Bot chord: 2x6 SP #2; D - E 2906 -3786 J - K 2872 -3828 Webs: 2x4 SP #3; E - F 3262 -4121 K - L 3221 -4501 Lt Level Return: 2x6 SP #2; F - G 3267 -4132 L - M 22 0 Rt Level Return: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member, B - V 3945 -2681 R - Q 4142 -2650 V - U 3942 - 2682 Q - P 4125 - 2641 Purlins U - T 3942 -2682 P - O 3942 -2704 In lieu of structural panels or rigid ceiling use purlins T - S 3342 -2104 O - N 3942 -2704 to laterally brace chords as follows: S - R 4142 -2650 N - L 3946 -2702 Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 40.33 Maximum Web Forces Per Ply (Ibs) BC 58 0.15 55.19 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers A - W 0 0 Q - H 336 -36 at 24" OC unless shown otherwise above. V- C 302 0 H- P 791 -1040 Wind C-T 657 -682 P-1 1193 -745 Wind loads based on MWFRS with additional C&C E - T 563 -242 P - K 664 -690 member design. E - S 1045 -779 K - N 304 0 S- F 605 -530 X- M 0 0 Additional Notes F-Q 180 -178 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. **WARNING** Please 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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 # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Al 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright m 2016 A-1 Roof Trusses — Reproduction of this dowment, in any loan, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 A , 85404 A13 HIPS 1 1 Seal #: 2613 �- 13' 29'4" i 13, =-5X8 =3X4 =4X8 =3X4 =5X6 =3X4 T 12 0o3X4 D E F G H 6 I 3X4 20 C \\(a) (a) (a) 0 J o3X4 Q3X4 =4X8(A8R) B ZZ�=4X8,QA8R) K LX 1 vP 1"12 V U T S R Q P H O N M V" 2� =5X6 =H0510 =3X10 III1.5X4 =3X4 =4X4 =3X4 =3X4 =6X6 III1.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 55'4" 1I1"1{2 1�"42 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi U# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.429 G 999 360 Loc R+ / R- / Rh / Rw / U / RL W 2327 /- A /1480 /1329 /362 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.875 G 754 330 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.120 M - - X 2327 /- /- /1480 /1329 /- Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.245 M - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 it TCDL: 5.0 psf Creep Factor: 2.0 W Brg Width = 8.0 Min Req = 2.7 Soffit: 0.00 BCDL: 5.0 sf p FBC 2017 RES Max TC CSI: 0.768 X Brg Width = 8.0 Min Req = 2.7 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0,981 Bearings W & K are a rigid surface. Bearings W & K require a seat plate. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.669 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 341.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCp1:0.18 PlateType(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 22 0 B - C 3289 -4545 G - H 3530 -4533 H - I 2852 -3520 Wind Duration: 1.60 IWAVE, HS Lumber Top chord: 2x4 SP #2; T2,T3 2x4 SP M-30; C - D 3020 -4000 I - J 3012 -3991 Bot chord: 2x6 SP #2; D - E 3515 -4509 J - K 3290 -4546 Webs: 2x4 SP #3; E - F 3743 -4852 K - L 22 0 Lt Level Return: 2x6 SP #2; F - G 3743 -4852 Rt Level Return: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - V 3998 -2764 Q - P 4858 -3195 V - U 3995 - 2766 P - 0 4513 - 2964 Purlins U - T 3499 -2261 O - N 4513 -2964 In lieu of structural panels or rigid ceiling use purlins T - S 3499 -2261 N - M 3996 -2788 to laterally brace chords as follows: S - R 4543 -2975 M - K 3999 -2786 Chord Spacing(in oc) Start(ft) End(ft) R - Q 4858 - 3195 TC 24 13.00 42.33 BC 56 0.15 55.19 Maximum Web Forces Per Ply (Ibs) Apply purlins to any chards above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24" OC unless shown otherwise above. A-W 0 0 G-P 321 -444 Wind V-C 241 0 P-H 514 -140 Wind loads based on MWFRS with additional C&C C - U 568 -559 H - N 999 -1342 member design. D - U 487 -211 N - 1 1325 -854 D - S 1351 -990 N - J 576 -567 Additional Notes S- E 737 - 759 J- M 244 0 WARNING: Furnish a copy of this DWG to the E - R 422 -284 X - L 0 0 installation contractor. Special care must be taken R - G 264 -141 during handling, shipping and installation of trusses. See "WARNING" note below. "'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 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 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 Foil Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TFIA. copyright ® 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the wdtien permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 00/03/2021 a ' 85404 A14 HIPS 1 1 Seal#: 2643 �--- 11' 334" + 11' �{ =5X8 =3X4 =_H0308 =3X4 =4X6 Zs5X6 =4X4 12 "`l,5X4 D E F G H I J :1.5X4 6 T o 03X4 C (a) (a) (a) K =4XB�A3X4 4X8(A8R) in 1 A B L M U T S R Q P O N 1" 2 =H0510 1"�a 2 fl 3== X4 5X6 4X6 =3X4 =3X4 =H= 0510 4X8 SEAT PLATE REQ. SEAT PLATE REQ. 55'4" 1 �"1I2 1 P"1I2 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LQ: 0.519 G 999 360 Loc R+ / R- / Rh / Rw / U / RL V 2327 /- !- /1454 /1332 /313 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.059 G 623 330 BCDL: 10.00 Risk Category: If Snow Duration: NA HORZ(LL): 0.132 N - - W 2327 !- /- /1454 /1332 !- Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.268 N - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 it TCDL: 5.0 psf Creep Factor: 2.0 V Br Width = 8.0 9 Min Re q = 2.7 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.992 W Brg Width = 8.0 Min Req = 2.7 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.972 Bearings V & L are a rigid surface. Bearings V & L require a seat plate. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.921 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 323.4 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A- B 22 0 B - C 3403 -4520 G - H 4016 -5261 H -1 4016 -5261 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP #2; T2 2x4 SP 2400f-2.OE + C - D 3119 -4185 I - J 2933 -3714 SP M-31; T3 2x4 SP M-30; D - E 3996 -5229 J - K 3111 -4176 Bot chord: 2x6 SP #2; E - F 4344 - 5754 K - L 3403 -4517 Webs: 2x4 SP #3; F - G 4344 - 5754 L - M 22 0 Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on B - U 3987 -2876 Q - P 5762 -3870 member. U - T 3684 - 2408 P - O 5234 - 3518 T - S 3684 -2408 O - N 5234 -3518 Purlins S - R 5275 -3544 N - L 3985 -2898 In lieu of structural panels or rigid ceiling use purlins R - Q 5762 -3870 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 11.00 44.33 Webs Tens.Comp. Webs Tens. Comp. BC 50 0.15 55.19 A - V 0 0 G - P 423 - 608 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. C - U 528 -342 P -1 562 -159 Wind D - U 496 -148 I - N 1364 -1834 D - S 1851 -1358 N - J 1408 - 883 Wind loads based on MWFRS with additional C&C S - E 832 -875 N - K 536 -347 member design. E- R 581 - 377 W- M 0 0 Additional Notes R - G 299 -157 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. **WARNING- Please 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 an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, PE. 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In wdung by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright G 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is pmhibited without the written permission of A•1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 A15 SPEC 1 1 �s Seal #: 2577 11'6" +26"+ 32'4" 9' o5X6(R1) E�i7X6(SRS) 1111.5X4 =H0510=3X4 =3X4=H0308 =04 =7X8 12 �111.5X4 D T6 E F G H I J K L T m Q 053X4 (a) I =4X8�A3X4 "' io =4XI3(MR) A B o 00 M N io I W V U T S R Q P O „1 1"N 2 =HO510 -H0510 =5X6 =7X8 =4X10 =3X4 =4X4 =4X6 1112X4 SEAT PLATE REQ. SEAT PLATE RED. 55'4" 1'�1"12 1 f1 ^7,2 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.646 H 999 360 Loc R+ / R- / Rh / Rw / U / RL X 2327 /- A /1428 /1326 1324 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.317 H 501 330 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.158 D - - Y 2327 /- /- 11421 /1332 /- Des Ld: 4D.00 EXP: C Kzt: NA HORZ(TL): 0.323 D - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 ei Mean Height: 25.00 ft Creep Factor: 2.0 X Brg Width = 8.0 Min Req = 1.9 Soffit: 0.00 TCDL: psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.864 Y Brg Width = 8.0 Min Req = 1.9 Load Duration: 1.25 MWFRS Parallel Dist: h12 to h TPI Sid: 2014 Max BC CSI: 0.979 Bearings X & M are a rigid surface. Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Yes Max Web CSI: 0.891 Bearings X & M require a seat plate. Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 327.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpl: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. 1VIEW Ver: 20.02.01A.1209.11 A - B 22 0 B - C 3458 -4495 H - I 5259 -6991 I - J 5028 -6682 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP M-30; T1,T2 2x4 SP #2; C - D 3161 -4129 J - K 5028 -6682 Bot chord: 2x6 SP 2400f-2.OE; D - E 3211 -4076 K - L 4270 -5608 Webs: 2x4 :SP 2400f-2.OE + SP M-31:; W2, E - F 4971 -6548 L - M 3255 -4433 W7 2x4 SP #2; W5 2x4 SP #3; F - G 4970 - 6548 M - N 22 0 Lt Level Return: 2x6 SP #2; G - H 4970 - 6548 Rt Level Return: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on member. B - W 3961 -2888 S - R 6721 -4641 W - V 5266 -3668 R - Q 5681 -3894 Purlins V - U 5266 -3668 Q - P 3871 -2668 In lieu of structural panels or rigid ceiling use puffins U - T 6995 -4840 P - 0 3871 -266B to laterally brace chords as follows: T - S 6721 -4641 0 - M 3864 -2667 Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.00 46.33 Maximum Web Forces Per Ply (Ibs) BC 64 0.15 55.19 Apply puriins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. A - X 0 0 T -1 334 -240 at 24" OC unless shown otherwise above. Wind C - W 578 -387 I - R 582 -603 D - W 3365 -2528 R - K 1241 - 878 Wind loads based on MWFRS with additional C&C W - E 2713 -3361 K - Q 954 -1119 member design. E - U 1550 -1093 Q - L 2116 -1508 Additional Notes F - U 489 -418 O - L 366 -24 U-H 412 -550 Y-N 0 0 WARNING: Furnish a copy of this DWG to the H - T 201 -66 installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. **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 TOD, 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-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 Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-I. 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns areas defined In TPI-I. Copyright 0 2016 A-1 Roof Trusses - Reproduction of this documant, In any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 A16G SPEC 1 1 Seal #: 2559 192# 192# 192# 192# 192# 192# 192# 192# 192# 192# 192 192# 192# b b i b b i- 24'3"4 i b b b b i i 11'6„ i 4,6„ 'f' 'f' 7, 32,4„ =6X6 O o8X8 12 Z�11.5X4 1114X4 =110510 =H1014 =H1014 =5X8 ZZH0710 6 =5X8 = 5X6 =5X8(AM) B D E F G H I J K L S5MVR) (a (a (a (a (a (a (a A MYN ZX W V U T S AA' 'R Q P O =1-10710 =H0710 =6X6 tl =7X10 =7X10 =6X6 IIIH1014(R) 11110X14(R) =5X8 1114X6 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 39'4" 16' 1 1 12 r 55'4" 2, 2, 2, 2, 41304130# 2, 2, 2, 2, 2, 2, 2, 41304130# 41304130# j- 23 0 12 g'2" 0 1304130# 13J 58 94 1591 130# 130# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.423 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Z 2134 /- /- /- /1240 1- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.791 E 599 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0,102 C - - AA 9105 /- /- /- /6282 /- Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.191 C - - Y 313 1-387 1- /126 Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf TCDL: 5.0 sf p FBC 2017 RES Max TC CSI: 0.768 Z Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.993 AA Brg Width = 8.0 Min Req = 7.5 Y Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 5.53 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.952 Bearings Z, AA, & M are a rigid surface. Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 382.9 Ibs Bearings Z, AA, & M require a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.01A.1209.11 Lumber Top chord: 2x6 SP 2400f-2.OE; T1,T6 2x4 SP #2; T2 2x6 SP #2; Bat chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W2 2x4 SP #2; W6,W7,W8,W10, W11 2x4 SP 2400f-2.OE + SP M-31; W9 2x8 SP 2400f-1.8E; Rt Level Return: 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 62 plf at 0.00 to 62 plf at 56.48 BC: From 20 plf at 0.00 to 20 plf at 55.33 TC: 192 Ib Conc. Load at 24.27,26.27,28.27,30.27 32.27, 34.27, 36.27 i 38.27,40.27,42.27,44.27,46.27 48.32 BC: 1594 lb Conc. Load at 23.06 BC: 130 lb Conc. Load at 24.27,26.27,28.27,30.27 32.27,34.27, 36.27,38.27,40.27,42.27,44.27,46.27 BC: 589 lb Conc. Load at 48.32 Purllns 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 16.00 48.33 BC 44 0.15 55.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Chords I ens.Comp. Chords Tens. Comp. Additional Notes A - B 2-4231 H - I 1219 -618 Negative reaction(s) of -387# MAX. from a non -wind B - C 2264 64 -3888 I - J 1219 -618 load case requires uplift connection. See Maximum Reactions. C - D 2204 - 3792 J - K 8185 - 5269 D - E 4882 -8204 K - L 4280 -2525 WARNING: Furnish a copy of this DWG to the E - F 4882 -8204 L - M 1625 -781 installation contractor. Special care must be taken F - G 4882 -8204 M - N 22 -19 during handling, shipping and installation of trusses. See "WARNING" note below. G - H 3056 -4658 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - X 3735 -2253 S - R 4555 -7214 X - W 6997 -4156 R - Q 2634 -4485 W - V 6997 -4156 Q - P 2634 -4485 V - U 4898 - 3239 P - O 648 -1417 U - T 4898 - 3239 O - M 631 -1380 T - S 349 - 849 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - X 318 -377 H - S 3075 -4216 X - C 3016 -1626 S - J 7463 -4901 X - D 2734 -4484 J - R 3982 -5419 D - V 1359 -817 R - K 3405 -4782 E - V 679 - 601 K - P 2373 -1288 V - G 3725 -1851 P - L 2362 - 3608 G - T 2093 - 2746 L - O 859 - 393 T- H 6525 -4033 Y- N 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. 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 geld # 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. 7PI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright C 2016 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 11611312021 85404 1301 COMN 3 1 Seal #: 2642 r r m3X4(A1 43 C-4x4 =5X6 SEAT PLATE REQ. 23' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.045 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.092 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.018 F - - Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.038 F - Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.526 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.984 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.308 Loc. from endwall: not in 9.00 It FT/RT:10(0)/10(10) Weight: 98.0 Ibs GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.01A.1209.11 Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; 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 118 0.15 22.87 Apply purins 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. Im ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R. I Rh / Rw 1 U / RL A 948 /- /- /556 /343 /246 E 946 /- /- /556 /342 !- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 E Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 1118 -1566 C-D 879 -1180 B - C 879 -1179 D - E 1120 -1568 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - F 1342 - 853 F - E 1345 - 855 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - F 506 -420 F - D 508 -423 C - F 706 - 412 **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 1i 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. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, in any form, Is prohibited without the written permission of A•1 Roof Trusses. Job: 85404 Truss Truss Type B02 COMN 11'6" m =3X4(A1 a5 SEAT PLATE REQ. Loading Criteria (psi) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf 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: Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 R FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WgVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; 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 118 0.16 22.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based an MWFRS with additional C&C member design. City Ply 1 1 C=4X4 =5X6 23' Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): 0.044 F 999 360 VERT(CL): 0.091 F 999 240 HORZ(LL): 0.018 F - - HORZ(TL): 0.038 F - Creep Factor: 2.0 Max TC CSI: 0.509 Max BC CSI: 0.981 Max Web CSI: 0.306 Weight: 98.0 Ibs Ver: 20.02.01 A.1209.11 06/03/2021 Seal #: 2645 11'6" 3X4(A1) SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U ifRL A 947 /- /- /556 /342 1246 E 947 /- /- /556 /342 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 E Big Width = 8.0 Min Req = 1.5 Bearings A & E are a rigid surface. Bearings A & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1117 -1564 C - D 877 -1177 B - C 877 -1177 D - E 1117 -1564 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - F 1340 - 851 F - E 1340 - 852 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - F 506 -420 F - D 506 -420 C - F 704 -410 "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. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 delines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyright 0 2016 A-1 Roof Tresses - Reproduction of this document, in any forth, Is prohlbited without the wditen par rissicn of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 ,s 85404 B03 COMN 2 1Seal #: 2648 M iv g3X4(A1 T SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 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 M-30; Webs: 2x4 SP #3; Rt Level Return: 2x6 SP #2; 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) SC 107 0.15 22.85 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. 11'6" — -1 1116' 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): C,IX4 23' Defl/CSI Criteria PP Deflection In loc L/defi L/# VERT(LL): 0.045 G 999 360 VERT(CL): 0.092 G 999 240 HORZ(LL): 0.018 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.510 Max BC CSI: 0.972 Max Web CSI: 0.306 Weight: 102.9 Ibs Ver: 20.02.01 A.1209.11 SEAT PLATE REQ. VA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 946 /- A /556 /434 /269 E 996 /- /- /621 /466 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings A & E are a rigid surface. Bearings A & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1114 -1561 D - E 1083 -1558 B-C 874 -1174 E-F 22 0 C - D 857 -1174 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - G 1338 - 811 G - E 1334 - 816 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 506 -420 G - D 501 -416 C-G 703 -406 H-F 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 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. Lune Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPIA. Copyright 0 2016 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 06/03/2021 85404 B04 COMN 3 1 Seal #: 2653 11'6" 1 V6" 12 6 p D 1114X6(R) fo @1.5X4 C E g®r 1.SX4 =3X4(A1) B 45 =-1,5X3(R)A F m 3X4(A1) G_1.5X3(Rj �- V.'12 =3X4 I H =3X6 -3X4 SEAT PLATE REQ. SEAT PLATE REQ. 23' VA P"A Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.059 H 999 360 Loc R+ / R- / Rh / Rw / Ll / RL B 995 /- /- /621 /465 /2B4 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.118 H 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.024 H - - F 995 /- /- /621 /465 /- Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.048 H - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.627 F Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.995 Bearings B & F are rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.195 Bearings B & F require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 113.4 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 22 0 D - E 991 -1432 B - C 1199 -1737 E - F 1200 -1738 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; C-D 991 -1433 F-G 22 0 Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Lt Level Return: 2x6 SP #2; Chords Tens.Comp. Chords Tens. Comp. Rt Level Return: 2x6 SP #2; B - J 1523 - 956 I - H 951 -431 Purlins J -1 951 -431 H - F 1524 -977 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 84 0.15 22.85 Apply purlins to any chords above or below fillers A - K 0 0 D - H 479 -208 at 24" OC unless shown otherwise above. C - J 500 -385 H - E 501 -386 J- D 479 - 209 L- G 0 0 Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance, Wind Wind loads based on MWFRS with additional C&C member design. **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 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 4451 St Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI.1. Copyright ® 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited vrithout the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 B04R COMN 2 1 Seal #: 2751 "11111111_ Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " 1 TV i 1 TV D 014X12(R) SEAT PLATE RED. SEAT PLATE RED. 23' f- 4'8"6 4'7"1 r- 13'8"9 1 1"12{ Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0,18 Wind Duration: 1.60 Lumber Top chord: 2x8 SP 2400f-1.8E; T2 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Rt Level Return: 2x6 SP #2; Tray Scab(s) (2) 2x8x11-10-13 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131"x3", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: (2), heel: (4), list panel point: (2). 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 55 0.12 4.67 BC 91 4.74 18.16 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. 5X3(R) 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): 0.178 C 999 360 Loc R+ / R- / Rh / Rw / U / RL A 881 A /- /484 1485 /268 Lu: NA Cs: NA VERT(CL): 0.345 C 771 240 Snow Duration: NA HORZ(LL): 0.135 H - - F 967 /- /- /607 /458 /- HORZ(TL): 0.261 H - - Creep Factor: 2.0 Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 2017 RES Max TC CSI: 0.393 F Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.961 Bearings A & F are a rigid surface. Rep Fac: Yes Max Web CSI: 0.650 Bearings A & F require a seat plate. FT/RT:10(0)!10(10) Weight: 195.31bs Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 378 .376 D - E 853 -1089 B - C 1203 -1835 E - F 1043 -1585 WAVE C- D 1429 -1976 F- G 22 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1826 - 908 1- H 1353 - 789 K - I 23 -14 H - F 1356 - 788 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - J 609 - 679 D -1 207 - 477 J- K 10 0 I- E 453 - 508 J- D 1706 - 995 E- H 231 0 J-1 1214 -517 L-G 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 (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise slated on the TOD, 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 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright ® 2018 A-1 Roof Trusses - Reproduction of this documen% in any form, Is prohibited without the written perrnlssion of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 d 85404 B04S MONO 2 1 Seal #: 2562 %'e Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: ; Webs: 2x4 SP #3; B N 12 6 CV M Cl) ,,��, =3X3A C Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of rigid ceiling use pudins to brace BC @ 1199998" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. ***** BEARING ANALOG MODIFIEDI **••* 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 5' 11 "4 Defl/CSI Criteria PP Deflection in loc Lldefl L/# VERT(LL): 0.000 - 360 VERT(CL): 0.000 - - 240 HORZ(LL): 0.000 - - - HORZ(TL): 0.000 - Creep Factor: 2.0 Max TC CSI: 0.972 Max BC CSI: 0,000 Max Web CSI: 0.000 Weight: 11.2 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /L1 /RL A 179 A /- /120 /138 185 B 179 /- /- /120 /138 /85 Wind reactions based on MWFRS A Brg Width = 1.5 B Brg Width =1.5 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 80 -80 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-C 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 Englneering (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 assumptiona, 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. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-I. Copyright C 2016 A-1 Roof Trusses— Reproduction ofthis documonL in any form, is prchibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 a 85404 B05 HIPS 1 1 Seal #: 2656 --5X6"x6 D E 12 6 p r� C F 1.5X4 01.5X4 n ro =3X4(A1) B T=1.5X3(R) A G=3X4(A1) H=1.5X3(R) Ys 1"L12 21X4 =4X6 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. VA Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft 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: TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 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 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; 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 11.00 12.00 BC 65 0.15 22.85 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. 23' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): -0.075 1 999 360 VERT(CL): 0.130 E 999 240 HORZ(LL): -0.027 1 - - HORZ(TL): 0.048 1 - Creep Factor: 2.0 Max TC CSI: 0.702 Max BC CSI: 0.969 Max Web CSI: 0.337 Weight: 106.4 Ibs VIEW Ver: 20.02.01A.1209.11 VA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 995 /- /- /624 /764 /273 G 995 /- /- /624 /764 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 22 0 E- F 1224 -1536 B - C 1358 -1748 F - G 1359 -1749 C- D 1225 -1536 G- H 22 0 D - E 1006 -961 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-K 1525 -1101 J - 1 961 -519 K-J 961 -519 I-G 1525 -1101 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- L 0 0 E- I 563 - 338 C - K 516 - 364 I - F 516 - 364 K- D 564 - 338 M- H 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 (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 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 TOO and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall he 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright Q 2016 A-1 Root Trusses- Reproduction of this document, In any form, is prohibited without the written pemrssion of A4Roof Trusses. Job: Truss Truss Type Qry Ply 06/03/2021 85404 B06 HIPS 1 1 Seal #: 2662 s' 5' {- , s' — -I --5X6 s5X8 C D SEAT PLATE REQ. SEAT PLATE REQ. 23' "A Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.031 1 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.062 1 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.021 1 - - Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.038 1 Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.638 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.971 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.175 Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Weight: 102.2 Ibs GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.01A.1209.11 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; 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 9.00 14.00 BC 82 0.15 22.85 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. P "A ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / L1 / RL B 995 /- /- /631 /468 /230 E 995 /- /- /631 /468 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 D-E 1021 -1449 B. C 1020 -1447 E- F 22 0 C - D 1076 -1203 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 1193 - 676 H - G 1199 - 696 I - H 1199 - 696 G - E 1194 - 697 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J 0 0 G-D 280 0 C-1 280 -74 K-F 0 0 I- D 235 -227 -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 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 4451 St. Ludo Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright © 2016 A-1 Roof Trusses- Reproducdon of this document, In any fonn, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06103/2021 85404 B07G HIPS 1 1 Seal #: 2551 �9 192+ 192k 192#1921 192+ 192#4 r7' _ , i 6 9, 7, 0-5X6 -4X4 g5X6 C D E SEAT PLATE REQ. SEAT PLATE REQ. 7 0"6 �r 2 0'632 --' 10" 2 ----t^ 2-0-10 56 589# 130# 09 130# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 26.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Loc, from endwall: not in 4.50 ft 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; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 pif at -1.15 to 62 pif at 7.00 TC: From 31 pif at 7.00 to 31 pif at 16.00 TC: From 62 plf at 16.00 to 62 plf at 24.15 BC: From 20 pif at 0.00 to 20 pif at 7.03 BC: From 10 plf at 7.03 to 10 pif at 15.99 BC: From 20 plf at 15.99 to 20 pif at 23.00 TC: 192 lb Conc. Load at 7.03, 9.06,11.06,11.94 13.94,15.99 BC: 589 lb Conc. Load at 7.03,15.99 BC: 130 lb Conc. Load at 9.06,11.06,11.94,13.94 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 7.00 16.00 BC 61 0.15 22.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Defl/CSI Criteria PP Deflection In loc Udefl L/# VERT(LL): -0.190 D 999 360 VERT(CL): 0.248 D 999 240 HORZ(LL): -0.053 H - - HORZ(TL): 0.069 H - Creep Factor: 2.0 Max TC CSI: 0.632 Max BC CSI: 0.947 Max Web CSI: 0.513 Weight: 121.1 Ibs Ver: 20.02.01 A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL K 2236 !- /- /- /1866 /- L 2237 /- /- /- /1867 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.9 L Brg Width = 8.0 Min Req = 1.9 Bearings K & F are a rigid surface. Bearings K & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 22 - 25 D - E 3224 - 3944 B - C 3623 -4368 E - F 3625 -4370 C - D 3223 - 3943 F - G 22 -25 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 3829 - 3152 1- H 4347 - 3791 J -1 4347 - 3791 H - F 3831 - 3153 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 D-H 735 -523 C - J 1345 - 835 H - E 1346 - 835 J- D 737 - 526 L- G 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, onlyAlpine 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. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copyright 0 2016 A-1 Roof Trusses - Reproduction of this document, in any form, is prohibited without the written permisslon of A-1 Roof Trusses. - ------ - -------------- - ---- - Job: Truss Truss Type Qty Ply 06/0312021 85404 D01 GABL 1 1 Seal #: 2712 �= 9'4" 9'4" E 12 6 D F=4X4 G H o r2 rn C I r, iN =2X4(A1) 8 <i =1.5X3(R) A J =2X4(A1) K=1.5X3(R) S R Q P 0=3X4 N M L SEAT PLATE REQ. 18'8" 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.002 S 999 360 Loc R+ / R- ! Rh / Rw / U / RL B* 80 /- /- /42 /63 /13 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.003 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 L - - J 195 /- /- /154 /128 /- Des Ld: 40.00 EXP: C Kzt: NA 0.006 L - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ItHORZ(TL): Creep Factor: 2.0 B Br Width = 216 Min Re 9 q = - Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.139 J Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.082 Bearings B & J are a rigid surface. Bearing J requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.117 Loc. from endwall: Any FT/RT:10(0)/10(10) Weight: 98.0 Ibs 'Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A- B 22 0 F - G 399 -67 B - C 133 -163 G - H 279 -52 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; C - D 189 -130 H -1 190 - 62 Bot chord: 2x4 SP #2; D - E 278 -104 I - J 51 - 70 Webs: 2x4 SP #3; E - F 398 -77 J - K 22 0 Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes All plates are 1.5X3 except as noted. B - S 166 - 74 O - N 189 -71 S - R 179 - 72 N - M 185 - 69 Purlins R - Q 183 -71 M - L 180 -68 In lieu of structural panels or rigid ceiling use purlins Q - P 189 -71 L - J 167 -64 to laterally brace chords as follows: P - O 189 -71 Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.16 18.52 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-T 0 0 U-K 0 0 Wind Wind loads based on MWFRS with additional C&C Maximum Gable Forces Per Ply (Ibs) member design. Gables Tens.Comp. Gables Tens. Comp. C - S 330 -170 N - G 394 -143 Additional Notes See Al Slid Detail for gable wind bracing and other D - R 199 -106 M - H 199 -106 requirements. E - Q 394 -143 L - I 330 -170 F-P 28 -142 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 geld # 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building, All capitalized terms are as defined in TPI-1. Copyright ®2016 A.1 Roof Trusses- Roproduction of this document, in any form, is prohibited without the written pennlssion of A-1 Roof Trusses. Job: Truss Truss Type ( Ply 06/03/2021 _ 85404 D02 COMN 3 1 Seal #: 2673 9'4" 9'4" D=4X4 12 Z2X4 C E o12X4 6 0 M "T G= 5X6 � (V w :3X4(F1)B FsZ23X4(F1) 1 <n 3 =1.5 X3(R) A 3 �6 19 SEAT PLATE REQ. P Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 40.00 EXP: C Kzt: NA Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psi 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 GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bat chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x6 SP #2; 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 61 0.49 9.33 BC 61 9.33 18.18 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. 18'8" 9'4" 9'4" 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 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): -0.136 G 999 360 VERT(CL): 0.238 G 926 240 HORZ(LL): -0.097 G - - HORZ(TL): 0.170 G - Creep Factor. 2.0 Max TC CSI: 0.673 Max BC CSI: 0.984 Max Web CSI: 0.496 Weislht: 76.3 Ibs Ver: 20.02.01 A.1209.11 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- 1 Rh / Rw / U / RL B 824 /- /- /508 /633 /222 F 773 /- /- /443 /579 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 22 0 D- E 1749 -1637 B - C 2204 - 2041 E - F 2238 - 2047 C - D 1693 -1636 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 1816 -1842 G-F 1823 -1811 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- H 0 0 G- E 796 - 357 C - G 784 - 350 D - G 1302 -1336 "'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPIA. Copyright 02016 A-1 Roof Tmsses—Reproductlon of this dowment, in any forth, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06103/2021 _ 85404 D03 COMN 1 1 Seal #: 2679 "T iV [V 1 T =1.5X: 9'4" i 3'4° i6' �{ SEAT PLATE REQ. 12i9,4„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld., 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not In 9.00 It FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x6 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 12.67 18.67 BC 52 0.49 9.33 BC 58 9.33 18.37 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. Right end vertical not exposed to wind pressure. D=-4X4 18,8" 9,4„ TM M V M /U5X8(R) I G SEAT PLATE REQ. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): -0.168 C 999 360 Loc R+ / R- / Rh / Rw / L1 / RL B 818 /- /- /533 /606 /280 VERT(CL): 0.238 H 917 240 HORZ(LL): -0.125 G - - G 767 A /- /406 /614 !- HORZ(TL): 0.175 G - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.709 G Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.995 Bearings B & G are a rigid surface. Max Web CSI: 0.527 Bearings B & G require a seat plate. Weight: 91.7 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 22 0 D - E 1290 -1627 B- C 1679 -2081 E- F 0 -22 C - D 1285 -1642 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1860 -1662 H - G 1739 -1484 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 0 0 D-H 1167 -800 C - H 577 - 364 E - G 1643 -1886 H - E 394 - 248 G - F 242 -193 **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 TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Bultding 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. Al notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright 0 2016 A-1 Roof Trusses - Reproduction of this document, in any form, la prohibited without the written peenission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 HJ5 HIP_ 2 1Seal#: 2556 5# + 150# --- 2W 11 --{ C 12 T 4.24 p v m � N =2X4(A1}B m 1.5X4(R) A li D 6 SEAT PLATE RED. I- 177 7'0"2 I-- 1'5"8 -�-- 2715 10 26# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf 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: 2x4 SP #2; Bat chord: 2x4 SP #2; Lt Level Return: 2x6 SP #2; Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 pif at -1.62 to 61 pif at 0.00 TC: From 2 pif at 0.00 to 2 plf at 7.01 BC: From 2 plf at 0.00 to 2 pif at 7.01 TC: 5 lb Conc. Load at 1.46 TC: 150 lb Conc. Load at 4.29 BC: 26 lb Conc. Load at 1.46 BC: 106 lb Conc. Load at 4.29 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 0.15 7.01 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA hiding Code: C 2017 RES I Std: 2014 p Fac: Varies by Ld Case /RT:10(0)/10(10) ite Type(s): bell/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.018 D HORZ(TL): 0.024 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.575 Max Web CSI: 0.000 Weiqht: 29.4 Ibs Ver: 20.02.01 A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 246 /- 1- 1- /192 !- D 128 /- /- /- /22 /- C 93 /- /- /- /113 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 15 -18 B-C 50 -38 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 .*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 he 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 geld # 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. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPIA. Copyright © 2016 A-1 Roof Trusses- Reproduction of this dommen4 in any form, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 j 85404 HJ6 HIP 1 1 '. - Seal #: 2708 ling Criteria (psf) _. 20.00 L: 10.00 L: 0.00 L: 10.00 Ld: 40.00 CLL: 10.00 t: 0.00 I Duration: 1.25 ;ing: 24.0 " KE Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf SCDL: 5.0 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 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 SP #2; Lt Level Return: 2x6 SP #2; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 0 pif at -1.62 to 61 pif at 0.00 TC: From 2 pif at 0.00 to 2 pif at 7.95 BC: From 2 plf at 0.00 to 2 pif at 7.95 TC: 5 lb Conc. Load at 1.46 TC: 150 lb Conc. Load at 4.29 TC: 269 lb Conc. Load at 7.12 BC: 26 lb Conc. Load at 1.46 BC: 106 lb Conc. Load at 4.29 BC: 184 lb Conc. Load at 7.12 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 0.15 7.95 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 54b 150#b 269# 10" SEAT PLATE REQ. l-- 171 1 7117 l-- 1'5"8 --t-- 2715 2'9"15 -� 269 106 184# 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 2017 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 U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 D - HORZ(TL): 0.040 D - Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.894 Max Web CSI: 0.000 Weight: 32.2 Ibs Ver: 20.02.01 A.1209.11 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 274 /- /- /- /250 /- D 231 /- /- /- /40 /- C 326 /- /- /- 1433 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 15 -18 B-C 109 -144 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 '"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 englneerirK 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 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 Fort Pierce, FL 34946 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 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright Q 2016 A-1 Roof Trusses - Reproduction of this dowment, in any form, is pmhibited without the wdaen permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 HP HIP_ 3 1 Seal #: 2548 5#+ ISO#, 269# t-- 27-15 -I Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber T Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwali: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x6 SP #2; Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.62 to 61 pif at 0.00 TC: From 2 pif at 0.00 to 2 pif at 9.77 BC: From 2 plf at 0.00 to 2 pif at 9.77 TC: 5 lb Conc. Load at 1.46 TC: 150 lb Conc. Load at 4.29 TC: 269 lb Conc. Load at 7.12 BC: 26 lb Conc. Load at 1.46 BC: 106 lb Conc. Load at 4.29 BC: 184 lb Conc. Load at 7.12 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 91 0.15 9.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. 1712 SEAT PLATE REQ. 9'9"5 l -177 -1 (� 1'6'9 -�- 2715 2715 - j 26# 106 18411 Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 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/deft L/# VERT(LL): -0.021 F 999 360 VERT(CL): 0.026 F 999 240 HORZ(LL): -0.008 E - - HORZ(TL): 0.010 E Creep Factor: 2.0 - Max TC CSI: 0.450 Max BC CSI: 0.972 Max Web CSI: 0.277 Weight: 51.8 Ibs Ver: 20.02.01 A.1209.11 i 1 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL B 366 !- /- /- l340 /- E 459 /- /- /- /380 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 15 -18 C-D 111 -81 B-C 621 -721 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B - F 668 - 559 F - E 657 - 559 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- G 0 0 C- E 640 - 752 F-C 251 -12 D-E 59 -46 "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, onlyAlpine 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 englneerki 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 # 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specially Engineer is NOT the 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 document, in any forn, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 J1 JACK 12 1 Seal #: 2675 � 12 6 � C 2X4(A1) B _T_ co 1.5X3(R) A r D `- 1i'l{2 SEAT PLATE REQ. Loading Criteria (psf) TCLL• 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP 42; Lt Level Return: 2x6 SP #2; 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 10 0.15 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. Left bottom chord exposed to wind. �- 1'1"12 --+ 1' - Snow Criteria (Pg,Pf in PsF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 126 /- /- /137 /104 /69 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.000 D D 13 /- /- /13 /6 P HORZ(TL): 0.000 D - Creep Factor: 2.0 C 2 /- /- /26 /25 P Wind reactions based on MWFRS Building Code: FBC 2017 RES Max TC CSI: 0.164 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0,017 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Weight: 7.7 Ibs Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 B-C 15 -14 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 **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 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 seat 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 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 # 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. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPIA. Copyright 0 2016 A-1 Roof Trusses- Reproduction of this document, in any fan, is prohibited without the written pendssion of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 16/03/2121 __ 85404 J3 JACK 12 1 Seal #: 267B ,0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x6 SP #2; C 1.5X3(R)? i Criteria I Std: ASCE 7-10 :d: 170 mph Dsure: Closed Category: II C Kzt: NA n Height: 25.00 It L: 5.0 psf L: 5.0 psf -RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: Any GCpi: 0.18 1 Duration: 1.60 Puffins 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 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. 12 6 2X4(A1) B C -� EI 1 1I2 SEAT PLATE REQ. 1'1"12 3' T co in CN 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): NA Loc R+ / R- / Rh ! Rw / U / RL B 187 /- !- /164 /121 /152 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.002 D - - D 53 /- /- /29 /2 !- HORZ(TL): 0.002 D - - Creep Factor: 2.0 C 75 /- /- /54 /109 /- Wind reactions based on MWFRS Building Code: FBC 2017 RES Max TC CSI: 0.285 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.150 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Weight: 13.3 Ibs Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE IVIEW Ver: 20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 B-C 34 -139 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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, installallon 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1, Copyright ® 2016 A-1 Roof Trusses- Reproduction of this document, In any form, is prohlbited without the wriden permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 1 85404 J5 JACK 12 1 Seal #: 2681 A 12 6 M Cl)O �— (V s to Cl) 2X4(A1) B T =1.5X3(R)A D y E 1I1,2 SEAT PLATE REQ. Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf 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 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x6 SP #2; 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 0.15 5.00 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. Left bottom chord exposed to wind. -.1r1rr12 -1 5' -i 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): NA Loc R+ / R- / Rh / Rw / U / RL B 265 /- !- /216 /158 /236 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.010 D D 92 /- A /54 /7 /- HORZ(TL): 0.011 D C 135 /- /- /100 /193 /- Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 2017 RES Max TC CSI: 0.567 B Brg Width = 8.0 Min Req = 1.5 TPI Sid: 2014 Max BC CSI: 0.289 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Weight: 18.9 Ibs Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE IVIEW Ver: 20,02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 B-C 60 -161 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 -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 f191231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns areas defined In TPI.1. Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, In eny form, is prohibited without the written pemission o1 A-i Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 _= 85404 J6 EJAC 16 1 Seal #: 2699 C ling Criteria (psf) L: 20.00 L: 10.00 L: 0.00 L: 10.00 Ld: 40.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :ing: 24.0 " 12 6 M N M to fM =2X4(A1) B T=1.5X3(R)A N t �5 D y 1I'(2 SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x6 SP #2; 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 66 0.15 5.67 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 bottom chord exposed to wind. 1'1"12 } 5'8" 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): NA Loc R+ / R- / Rh / Rw / U / RL B 292 /- /- /234 /97 1186 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.009 D - - D 105 A /- /63 /- /- HORZ(TL): 0.017 D Creep Factor: 2.0 C 154 A /- /115 /148 A Wind reactions based on MWFRS Building Code: FBC 2017 RES Max TC CSI: 0.703 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.366 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B Is a rigid surface. FT/RT:10(0)/10(10) Weight: 21.7 Ibs Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply Qbs) WAVE IVIEW Ver: 20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. A-B 22 0 B-C 69 -177 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 •'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verily design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin 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, RE. 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-I. 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. Lune Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all patties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI.1. Copydght 02018 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written pemOsslon of A4 Roof Trusses. Job: Truss Truss Type Qty Ply 06/01/2011 85404 R EJAC 19 1 Seal#: 2684 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 6 M O M M to 2X4(A1) B T=1.5X3(R) A D y E 1i12 SEAT PLATE REQ. V1"l2 r 7, - t Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing((n oc) Start(ft) End(ft) BC 75 0.15 7.00 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 bottom chord exposed to wind. 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Iddefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.028 D HORZ(TL): 0.032 D Creep Factor: 2.0 Max TC CSI: 0.983 Max BC CSI: 0.539 Max Web CSI: 0.000 Weight: 25.9 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / LI if RL B 346 /- /- /271 /197 /319 D 130 r- /- /79 /10 /- C 192 P P /145 /274 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width'= 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 22 0 B- C 86 - 203 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "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. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPIA. Copyright ® 2016 A-1 Roof Tmsses— Reproduction of this dowmenl, in any loan, is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type City Ply 1 1110112011 _ 85404 MG07 EJAC 1 1 "'amSeal #: 2530 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Snacinq: 24.0 " Lumber T =4X, SEAT PLATE REQ. 7' Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 25.00 it 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 Top chord: 2x4 SP #2; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 7.00 BC: From 10 pif at 0.00 to 10 plf at 7.00 BC: 946 lb Conc. Load at 1.40, 3.40, 5.40 Purtins 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 40 0.15 7.00 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. V4"12 j- 2' 2' - j 17"4 ---{ 946# 946 946# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA [ding Code: 2017 RES Std: 2014 Fac: Varies by Ld Case IT:10(0)/10(10) e Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.078 C 999 360 VERT(CL): 0.154 C 533 240 HORZ(LL): 0.037 C - - HORZ(TL): 0.073 C Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.895 Max Web CSI: 0.057 Weiqht: 35.0 Ibs HB 0' M 0 C, A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D 1751 /- 1- /- /780 C 1594 /- /- /- /717 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = - Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Ver: 20.02.01 A.1209.11 I A - B 105 - 86 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-B 192 -194 -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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guldance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in waiting by all parties Involved. The Specialty Engineer is NOT the Building Designer orTruss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 0 2016 A•1 Roof Trusses - Reproducdon of this document, in any form, is prohibiled without the vmuen permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/0312021 a 85404 S05 HIPS 1 1 Seal #: 2562 6'6"8 17" + 66"8 ,5X6 =5X6 B C r` ti in 1 =2X4(A1 43 III l .O1C3 III l.OXS =2X4(A1) SEAT PLATE REQ. SEAT PLATE REQ. 14'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.022 E 999 360 Loc R+ / R- / Rh / Rw / U / RL A 604 /- A /359 /453 /139 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.045 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.014 F - - D 604 /- /- /359 /453 /- Des Ld: 40.00 XP: C Kzt: NA E HORZ(TL): 0.020 F - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 A Br Width = 8.0 Min Re 1.5 9 q = Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.577 D Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.985 Bearings A & D are a rigid surface. Bearings A & D require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.068 Loc. from endwall: not in 4.50 ft FT/RT:10(0)/10(10) Weight: 58.8 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.11 A - B 721 -868 C - D 721 -868 B - C 753 -710 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens.Comp. Chords Tens. Comp. A - F 705 -477 E - D 705 -478 Purlins In lieu of structural panels or rigid ceiling use purlins F - E 710 -476 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 6.54 8.12 Webs Tens.Comp. Webs Tens. Comp. BC 88 0.15 14.52 Apply purlins to any chords above or below fillers B - F 195 - 77 E - C 195 -77 at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "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 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 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. Lucle Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance, TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copyright O 2016 A-1 Roof Trusses— Reproduction of this document In any form, is prohibited without the wnnen permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 _ 85404 S05G HIPS Seal #: 2559 _ Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 228# 13J 228# 5'0"8 65X8 b5X6 C D T 12 T tip _I o n Em4X4(A2) _4X4(A2)B � 1 =1.5X3(R)A Es TLF=1.Sx3(R) H o 11 1112 1111.5X3 m3X4 d2 SEAT PLATE REQ. SEAT PLATE REQ. 14'9' j -- 5'0'6 2'0"6 - f 2'0"6 220# 92#9, 22 09 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpl: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x6 SP #2; Rt Level Return: 2x6 SP #2; Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.15 to 62 pif at 5.00 TC: From 31 pif at 5.00 to 31 plf at 9.67 TC: From 62 pif at 9.67 to 62 pif at 15.81 BC: From 20 plf at 0.00 to 20 pif at 5.03 BC: From 10 plf at 5.03 to 10 pif at 9.64 BC: From 20 plf at 9.64 to 20 pif at 14.67 TC: 228 lb Conc. Load at 5.03, 9.64 TC: 135 lb Conc. Load at 7.06, 7.60 BC: 220 lb Conc. Load at 5.03, 9.64 BC: 92 lb Conc. Load at 7.06, 7.60 Puriins In lieu of structural panels or rigid telling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.00 9.67 BC 55 0.15 14.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fee: Varies by Ld Case FT/RT:10(0)f10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.072 G 999 360 VERT(CL): 0.104 H 999 240 HORZ(LL): -0.032 G - - HCRZ(TL): 0.044 G Creep Factor: 2.0 Max TC CSI: 0.956 Max BC CSI: 0.978 Max Web CSI: 0.141 Weight: 68.6 Ibs VIEW Ver: 20.02.01A.1209.11 P ai� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1231 /- /- /- /974 /- E 1231 /- /- /- /974 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 22 -25 D - E 1735 -2180 B - C 1733 - 2186 E - F 22 -25 C - D 1489 -1937 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1899 -1489 G - E 1894 -1490 H - G 1920 -1488 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 0 0 G-D 371 0 C-H 363 0 J -F 0 0 C-G 20 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 (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 SECA are referenced for general guidance. TPI-1 defines the responslbilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1. Copyright 0 2016 A-1 Roof Trusses -Reproduction of this document, in any forth, Is prohlblled without the written pormission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 V12 VAL 1 1 Seal #: 2696 5'3"9 - 579 F IA B=4X4 12 6 T 90 N A -2X4(DCSR) -eaa E �2X4( 8R) D 1113X4 68"12 -�T $= 68"12 Loading Criteria (pst Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.040 D 999 360 Loc R+ / R- / Rh / Rw / LI / RL E* 82 /- /- /42 /54 /9 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.049 D 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 D - - Wind reactions based on MWFRS Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.020 D - - E Brg Width = 141 Min Req = - Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 Bearing A is a rigid surface. TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.495 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.508 Chords Tens.Comp. Chords Tens. Comp. A - B 489 -467 B - C 489 -466 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.224 Loc. from endwall: not in 4.50 ft FT/RT:10(0)/10(10) Weight: 37.8 Ibs GCpl: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 20.02.01A.1209.11 Wind Duration: 1.60 IWAVE Chords Tens.Comp. Chords Tens. Comp. Lumber A - D 536 - 380 D - C 536 - 380 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 752 - 664 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 75 0.00 11.75 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. 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 (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 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 SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 AA 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 06/03/2021 -, 85404 V4 VAL 1 1 Seal #: 2690 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 1 N 1 r3rr9 _ _ 1 r3rr9 -1" 1� F_ i 12 6 B= 3X4 A2X4(D8R) �2X4(D18 ) w Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.16 Wind Duration: 1.60 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 45 0.00 3.75 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. Additional Notes See Al Std Detail for valley details. 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 319111 - 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.002 Creep Factor: 2.0 Max TC CSI: 0.065 Max BC CSI: 0.091 Max Web CSI: 0.000 Weight: 11.2 Ibs Ver: 20.02.01 A.1209.11 701 A Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ !R- /Rh /Rw /LI /RL D* 62 !- /- /37 /36 U Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 232 -170 B - C 232 -170 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 166 -179 **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 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 4451 St. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copyright 0 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 1 06/03/2021 - 85404 V8 VAL 1 1 Seal* 2693 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Lid: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP 42; 15313-19 — 1 313119 r 90 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 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 93 0.00 7.75 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. Additional Notes See Al Std Detail for valley details. 12 B=3X4 7r9rr 1 Snow Crlteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in IDc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.024 999 360 Loc R+ / R- / Rh / Rw / LI / RL D* 82 /- /- /41 /49 /9 Lu: NA Cs: NA VERT(CL): 0.048 999 240 Snow Duration: NA HORZ(LL): -0.009 - - Wind reactions based on MWFRS HORZ(TL): 0.018 - - Creep Factor: 2.0 D Brg Width = 93.0 Min Req = - Bearing A is a rigid surface. Building Code: FBC 2017 RES Max TC CSI: 0.301 Maximum Top Chord Forces Per Ply (Ibs) TPI Sid: 2014 Max BC CSI: 0.355 Chords Tens.Comp. Chords Tens. Comp. A - B 508 -393 B - C 508 -393 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:10(0)/10(10) Weight: 22.4 lbs Plate Type(s): WAVE IVIEW Ver: 20.02.01A 1209 11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 354 - 374 **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 lobe valid. Asa Truss Design Englneedng (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 Too and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guldance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Bullding Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright@ 2016 A-1 Roof Trusses— Reproduction ofthis document, In any form, Is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 06/03/2021 _- 85404 VM2 VAL 2 1 Seal #: 2670 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II DEXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Sot chord: 2x4 SP #2; Purllns 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 23 0.00 1.90 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. Additional Notes See Al Std Detail for valley details. n 15 -+ 1'3"13 -e{ 12 6 110"12 - m Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA ILL: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): fl 0 Defl/CSI Criteria PP Deflection in loc L/defl L1# VERT(LL): -0.005 B 999 360 VERT(CL): 0.010 B 999 240 HORZ(LL): -0.002 B - - HORZ(TL): 0.004 B - Creep Factor: 2.0 Max TC CSI: 0.069 Max BC CSI: 0.114 Max Web CSI: 0.000 Weight: 5.6 Ibs VIEW Ver: 20.02.01A.1209.11 ♦Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL D" 82 /- /- /48 /20 /19 Wind reactions based on MWFRS D Brg Width = 22.8 Min Req = - Bearing A Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -21 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 82 -12 •'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 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 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 # 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. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specially Engineer Is NOT the 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 busses. Job: Truss Truss Type Qty Ply 06/03/2021 85404 VM4 VAL 2 1 Seal #: 2661 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 40.00 EXP: C Kzt: NA Mean Height: 25.00 It NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 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; 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 47 0.00 3.90 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. Additional Notes See Al Slid Detail for valley details. -04 If 15 i 3'3"13 �{ 1----- 310"12 --� j= 37"4 - A 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): T 1 Ill3X6 DefI/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C - HORZ(TL): 0.005 C - Creep Factor: 2.0 Max TC CSI: 0.253 Max BC CSI: 0.188 Max Web CSI: 0.117 Weight: 14.0 Ibs VIEW Ver: 20.02.01A.1209.11 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /LI /RL D• 82 /- /- /55 /29 /24 Wind reactions based on MWFRS D Brg Width = 46.8 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 35 - 98 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 193 - 26 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 219 -98 **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 an the TDD, only Alpine connector plates shall be used forthe Too to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Copyright ® 2016 A-1 Roof Trusses— Reproduction of this document, In any form, is prohlbiled without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 1110312021 _ 85404 VM5 VAL 1 1 Seal #: 2664 ling Criteria (psf) L: 20.00 L: 10.00 L: 0.00 L: 10.00 Ld: 40.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :inq: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwali: not in 9.00 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 59 0.00 4.90 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. Additional Notes See Al Slid Detail for valley details. 16 151 4'3"13 �{ f 4'10"12 47'4 F1 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 2017 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): NA VERT(CL): NA HORZ(LL): 0.005 C HORZ(TL): 0.011 C - Creep Factor: 2.0 Max TC CSI: 0.41.7 Max BC CSI: 0.294 Max Web CSI: 0.190 Weight: 16.8 Ibs Ver: 20.02.01 A.1209.11 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL D` 82 /- /- /56 /31 /26 Wind reactions based on MWFRS D Brg Width = 58.8 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 43 -123 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 225 - 33 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 278 -126 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 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. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright ® 2016 A.1 Roof Trusses — Reproducdon of this document, in any torn, Is prohibited without the written permission of A-1 Roo! TNssas. Job: Truss Truss Type Qty Ply 0610312021 I 85404 VM6 VAL 1 1 Seal #: 2667 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 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; i Criteria i Std: ASCE 7-10 :d: 170 mph Dsure: Closed Category: II C Kzt: NA n Height: 25.00 ft L: 5.0 psf L: 5.0 psf -RS Parallel Dist: h to 2h Dist a: 3.00 ft from endwall: not in 9.00 ft GCpi: 0.18 1 Duration: 1.60 Purtins 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 71 0.00 5.90 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. Additional Notes See Al Std Detail for valley details. 15+ 5'3"13 R 5'10"12 5 7 4 F1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / LI / RL D* 82 /- /- /57 /25 /23 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.010 C - Wind reactions based on MWFRS HORZ(TL): 0.020 C - - Creep Factor: 2.0 D Brg Width = 70.8 Min Req = - Bearing A is a rigid surface. Building Code: FBC 2017 RES Max TC CSI: 0.590 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2014 Max BC CSI: 0.397 Chords Tens.Comp. Rep Fac: Yes Max Web CSI: 0.277 A - B 50 -143 FT/RT:10(0)/10(10) Weight: 21.0 lbs Plate Type(s): WAVE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. VIEW Vec 20.02.01A.1209.11 A - C 254 - 39 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 323 -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 (TDD) and the Specially Engineer reference sheet before use. Unless otherwise staled on the TDD, onlyAlpine 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 authored 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright C 2016 A-1 Roof Trusses— Reproduction of this document, in any form, Is prohibited without thewritten permission of A-1 Roof Trusses, 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01.0 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. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL, 34946 (772)409.1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0.131" 0 TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" 0 TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" 0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). 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) 1Od 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) 1 Od 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" 0 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. FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 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 (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ lOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME 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' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD GABLE I TRUSS / I """ URAL TRUSS ;Ti 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. 12/23/19 PIGGY -BACK TRUSS STDTL04.1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 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. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A 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 "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES _C CIVU, I:VMMUIV 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 SECURI W/( VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS L/ L 1 !lI L A (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 r12 SEE DETAIL "A" BELOW (TYP.) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. 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 6112 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. JULY 17, 2017 HIGH WIND VELOCITY) STDTL07 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 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UND=R Vr LLor I R000CC IVIU01 DC DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) 0 0 0 a FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERT STUD SECTION B-B F USSGEOMETRY ANO CONDITIONS WN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0. O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4 = v * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240 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 PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3.8-10 5.6-11 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 5.4-12 8-1.2 2X4 SP #z 12" O.C. 3.10.15 R-11 6.6.11 11-8.14 2X4 SP #2 16" O.C. 3-6.11 4-9.12 6-6-11 10.8-0 2X4 SP #2 24" O.C. 3-14 3.11-3 6-2-9 9-3.13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - 10d NAILS TRUSSES 0 24. O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL 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. FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09 C A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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. 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 BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 20 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 WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 Ad& A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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 ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL WEB WITH (3) - 10d ATTACH TO VERTICAL SCAB WITH (3) - 10d USE DRYWALL TYPE SCREWS) NAILS (0.131' X 3') \ NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d I I 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 CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' OIA.) USE METAL FRAMING -J 4 ATTACH TO VERTICAL ATTACH TO VERTICAL L INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - STRONGBACK (TYPICAL 0' WALL SPLICE) (BY OTHERS) 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) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) 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 in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 Z 0 J .131 75.9 69.5 60.3 59.0 51.1 in .148 81.4 74.5 64.6 63.2 52.5 N K) VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. 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' ANGLE MAY VARY FROM 30" TO 60" 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 00, FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) OIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 c Lfl C'7 162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 f' l7 Z Z O0 .131 55 43 29 28 19 W .148 62 48 34 31 21 J In J N Z 120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J a .148 57 44 31 28 20 M NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER 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 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 (DOL 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 (DOL FOR WIND) = 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. rrs USE (3) TOE -NAILS ON 2X4 BEARING WALL •rr USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1.0 x A+ 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. April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS ,A#= A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. 12 FORT PIERCE, FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. ��A / i— (4) 12d UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 30" (2'-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 157. OF NAILS EACH X LOAD DURATION FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS ( STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 1[1111= 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 ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES