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HomeMy WebLinkAboutRevisionOFFICE USE ONLY: ` DATE FILED: �)A REVISION FEE: PERMIT # SLC-2005-0373 RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT DEFERRAL PROJECT INFORMATION LOCATION/SITE ADDRESS: 121 S King Hwy, Fort Pierce, Florida,34945 DETAILED DESCRIPTION OF PROJECT REVISIONS: Light Gauge Truss shop drawings CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CBC1250981 BUSINESS NAME: Wilson's Petroleum QUALIFIERS NAME:.Robbert Kennedy ADDRESS: 1803 South 31 st CITY: Fort Pierce STATE: Florida PHONE (DAYTIlVIE): 772-468-3689 OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: NAME: Jame P Looby ADDRESS: 2200 NE 25th Ave CITY: Ocala PHONE (DAYTll�• SLCCC: 9123109 Revised 07117118 " 41 f'$t•`• RECEIVED FEB 14 2021 St. Lucie County Permitting ST. LUCIE CO CERT. #: 24761 ZIP: 34947 FAX: 77464-5803 ZIP: rax: STATE: Florida ZIP: 34470 h R I FAX: ri MANNING BUILDING SUPPLIES, INC. RECEIVED Ocala Truss Division 2200 NE 9P Avenue, Building 800 FEB 1.4 NZ1 Ocala; Florida 34470 P �miltingn I ,tWA-WA,#5380 t r w_17 r TRI n. R 'r, N i tj 777`4-7.-�,1�� 01, 4 GE, AVE 4 ..F c r{ - ... ;..':� * l {.. ip =: s+�e �d -,.y H �y,i,n , + i{A.F,,,a $d a (, vr y,�. ; �i V11 9V,/` G•/ - ,,y � 1` A� # {t ,{ j( `,!Y ...�- jp { �- n� a 1, P°a 'f �'4�. ` V ` L:;'r l�.•�—'-`—J, i t 0M s �7 ..• ,? IIIIII � !� ' 11 7V,v-7 ' -,.� S ice{ f i 4 i s.. t : S�T ESL TR SAS! ESN �Ga,I NSE E R�G s� N COSTrPA,Gj �1,�, `1E 15' A. f�' {P{RjEPAREDI B;Y R0SE,B� !• � �?r�� i • r� 4� v� ❑ Reviewers no comments 71 ET caMANNING JOB REVIEWED FOR 0S -21 *00,11,9, CODE COMPLIANCE ST. LUCIE COUNTY SOCC ,off I 352 387-2572 352 3.07-2579 fax www.mbs-! LE C 0 +l nVISION - O Re,�ected E ❑ Submit specific item C % �`urnisb as corrected - 13 Revise and resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this 'review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed' and correlated at the job site; information that pertains solely to the fabrication processes, or to the means, methods, techniques, sequences and procedures of construction; coordination of the Workwith that of all trades; and for performing all work in a safe and satisfactory manner. _M/26/2022.. Jessie Karr MANNING BUILDING SUPPLIES 2200 NE 25TH AVE 352-387-2572 EXT 223 Light Gauge Bent Plate PO# OS 21-00'19 WILSONS PETROLEUM WAWA # 5380 Application Site Gauge Slope or Angle Total Footage Shape Hip & Valley Cap '3"x3" 18 A=141 110' .A Sub -Fascia 3"x3" 18 A=116.57 140' Q� J 9 Sub -Fascia 3"x3" 16 A=l12.62 40' TOTAL LF= 290' 41 MAXIMUM CAPACITY (LBS) FASTENER DIA (IN) # EMBED (IN) V_E14T_ P-1 HCRIZ P2 o KWik-Edit 3 3/8 1 2:5 1010 650 HUS-H 3/8 1 1 2.75 1015 650 ,N _ KwikmRoit 3 378' 1 2.5 WO780 1/2 1 225 830 630 3.5 1060 905, N d' HUS=H 3/8 1 2.75 101$ 910 1/2 1 3 1720. 805 Kwik-Con IIz_ 1/4 21 .1 550 330 E Kwik-Bolt 9 1/2 1 3.5 1080 905 N HUS-H 1/2 1 3 _ 1720 805 `r HUS-H 5/8 1 4 2725 1370 1 Minimum spacing = W . 2 Kwik=Con II fasteners maybe installed in hollow block'CMU Number of screws attaching chord to HD as required per chart 1.Refer to the Hiltt Product TechnicaiGuide for installation requirements and application'limits: 2, Equivalent fasteners may be substituted. 3. Place "fasteners 'In line W/ holes In the HD'14. 4. ,When this connection detail is applied to both plies of a2-ply truss, the Capacities double. 5. This detail, does not indicate or imply thatthe depicted hearing Is structurally adequate -for the loads shown. �Deslgn of bearing Is req'd. 6. Max Reactions show are non -concurrent. 7. Detail applies3o USC and USD 8. May include end. vertical - not shown METAL FRAMING- A.A I. www.AegisMeti Framing.com 14515 N. Outer 40 Drive - Suite 110 Phone: MAXIMUM CAPACITY (LBS) Chord #10 SOS Into Chord USC/USD TRUSS'TO BEARING. 423HD / 426H'D FACE OF CMU Raised 12111/09-..Hollow block for K%A-Con added ECTION DET 110., CD-CMU-1.1 CATEGORY STANDARD DETAILS DATE 616111 an,x p O O a O O = d and I I the oea to #10 USTCC (Top Chord Connector) (35 mil) Common Jack Fasten USCJC to Top Chord of Corner Girder w/ 1 #8 or#10 ° Low?rofiie SIDS. Bend to the 0 0 requlred'artgle and fasten: to each o Corner Jack w/ 2 - 08 or #1' Cow Profile SIDS. USCJC (Corner Jack Connector) Corner Jack Corner Girder Maximum Horizontal Reaction of CornerJack = 20o )bs Identical Jacks must tie in at the - same point of°corner girder.. TRUSS. TO TRUSS CONNECTION DETAIL ND. USTCC/US0jC CJCTCC-1 METAL FRAMING A 6Nd SIRTek . I _- __ __ _ _ - _. ._ __ . mvw.AegisMefalFramingccom CATEGORY wWw.Aegis etalFrarn'In lello UseUSTCC and USCJC to Attach Top Chord STANDARD DETAILS 14515 Chesterfield; MO :63017 df Jack Truss to Top Chord of Girder. Phom (866) 802-3447 Fax:,(314) 434-5234 DATE 112010 0 635 2 485 .485 3 1 650 485 cn 046 •2 650' 795 057 2 650 640 `r 035 2 485 485 X 3 730 485 4 970 485 5 1060 485 046 2 840 705 = a 3 1060' 795 057 2 940 940 3 1060 1105 0 035 5' 11215 485 _ ce 048 4 1400 795 �� . 057 --gl 1400 1105 , `t 0 046 4 1675 795 5 1995 795 = 657 4 1880 1105 + 5. 1905 ,' 1105 .035 101 '2430 '970. X a 0 N 046 5 '20b5 795 s `r 61 '2516 1590 81 2955 1596 , 057 5 2350 1105 2955 221'0 Values based an steel IMO nass of 114"-112- Double web required 1) Min'. screw spacing & edge distance = 9/16": 2) Min. PAF spacing= I ", Min. Edge Dist =112" 3) Refer to the Hill! ProddciTechnical Guide'for installation requirements and application limits. 4) Equivalent PAF's maybe substituted: 5 Place PAPthru or In fine w/holes in HD14. 6) HD_ product -specified is. manufactured by Aegis MeW Framing. Anysubstitution is prohibited: 7) When this connection detains applied to both plies of a 2-ply truss, the capacitles.double'. 8) This detail does.not indicate or irriply'that.the depicted bearing.is,structuraliy adequate for the loads 6hown.1Design of bearing: is req'd. 9) Max, Reactions shown are non -concurrent. 10 sds iD iee Chart -lilti X-U PAF iee Chart lin. Edge Dist. =1/2" USC TRUSS TO BEARING CONNECTION ' 'DErAlLN°'C_SS-1 ..� 423 HD / 426 HD L�EG15, MET -AL F.RAMINO STRUCTURAL STEEL www.AegisMetalFraming.com CATEGORY 14515N.Outer 46Drlve=Suite 110 STANDARD DETAIL'S Chesterfield, MO 63017 DATE Phone: (866) 902-3447 Fax: '(314) 434-5234 5/2012 • 1. 'USKW maybe attached to girder truss webs (see insert) Tie4n reaction shall ndt exceed 485 Ibs when girder web Is 30USW035. 2. USKW flange orientation at the girder may be as shown or reversed to allow for screw installation. METAL FRAMING aftslonol MITEK® www.AEGISM ETALFRAM I NG.COM 14515 N. Outer 40 Drive Suite 110 Chesterfield, MO 63017 Phone061902-3447 Fax:3141434-5234 Tie -In Truss 3ottom Chord Fasten to truss End Vertical w/4-#10sds Allowable Tie-in Truss Reaction/ Uplift,,(lbs) M USKW Tie-in angle Tie -In Truss Erid Vertical 035 446 057 90 250 430 530 (3) 'a 45 225 365 425 CS U 55 USKW - Tie-in angle Tie-in Truss End Vertical 035 T046 1 M 90 845 1 595 (3) 725 (3) 45 310 1 -535,(3) , '590 (3) 35 USKW Tie-in angle Tie-InTruss EndNertical 035 046 1 057 72 ' 90 210' 365 405 p , 55 USKW Z Tie-in angle' Tie-in Truss End Vertical 035 1. 046 1, 057 90 300 1 515 (3) 5650 * ( ) -number di screws'into girder truss TRUSS TO TRUSS'CON NECTION DErAILNO' USKW to Front Face of Girder US2US-8.1 CATEGORY STANDARD DETAILS DATE 8/21/2008 a Fasten USKW to bottom chord with (2) N10-16 45°to135" GlyderTruss Bottom Chord Allowable Tie-in Truss Reaction / Uplift (Ibs) Angle= 45°to90° Girder Bottom Chord Tie-in Truss End Vertical 035 046 057 035 360 (4) 360 (2) 360 (2) 046 360 (4) . 530.(4) 530 (3) 057 360 (4) 615 4 615 (4) 073 360 (4) 615 (4) 755 (4) Angie =135' All 205 (4) 250 (9) 1 250(3) WC tie -In Truss Bottom Chord 35 USKW Connector Cliff Fasten to truss End Vertical as Indicated USC orUSD 35 USC/USD or 55 USC/USD Tie-in Truss Girder Truss Bottom Chord Bottom Chord 1. USKW flange ofientatioin at girder may be as shown or,reversed to allow for screvir.in"stallation. 2. 35USKW can not be used with 55USC/USD. METAL FRAMING 'a� _elN k www.Aeg!sMotalFrarriing.com 14515 N.Outer 40 brive -Suite 110 Chesterfield. MO 63017 () - indicates number of screws into tie-in truss vertical Allowable Tie -In Truss Reaction / Uplift (Ibs) Angle = 45° to 901 Girder Boddin 'Chord Tie -In Truss Boltojn Chord 035 046 057 '073 035 520 740 760 760 046 520 740 870 1060 057 520 740 870 1165 073 '520 740 870 1165 TRUSS TO TRUSS CONNECTION I DETAIL NO. 35/55 USKW to Back Face of Girder US2US-9. 1 CATEGORY STANDARD DETAILS DATE 35'USKW Fasten to bottom chord w/#10 SDS - See Chart Girder Truss Bottom Chord USC Girder Truss #tQ SDS In Tie -In Allowable Tie-in Truss Reaction (Ibs) #10 SDS In Girder Girder Truss Bottom Chord 035 646 057 4 2 485 i '.840 070 5 2 485 +840 1035 3 730 1215 1215 6 3 730 1255 1455 4 970 1455 7 4 970 1675 1700 5 1215 1700 8 5 1215 '1900 1900 6 1455 1900 7 1700 Notes: 1. Screw count for Tie-in'truss may differ from truss drawing due fo distance from end of tie -'In truss to face of girder 2.. USKW.flange orienlatioin at girder may as shown or reversed to allow for -screw installation. 90' Tie-in Truss Bottom Chord Place bottom edge 'Of USKW flush with bend in USC 35 USKW Fastei4o truss BETWEEN End Vertical and Bottom Chord w/ #10 SDS- See Chart USE) Girder Truss #10 SDS in Tie -In Allowable Tie-in Truss Reaction (Ibs) #10 SDS In Girder Bottom Chord 046 057 4 2 CGIrd&uss 565 7155 2 730 895 6 9 835, 1075 7 3 1025 1255 8 3 680 1170 1495 TRUSS TO TRUSS CONNECTION DErA"ND. L�iEG1S. 35 USKW to Front Face of,Girder US2US-1 1 .1 METAL FRAMING ed1vsl6n6l MrrEK® www.AEGISMETALFRAMING.COM CATEGORY 14515 N. Cuter 40 Drive Sulte 110 STANDARD 'DETAILS Chesterfield, MO 63017 Phone:866/902-3447 Fax:314/434-5234 DATE 8/2112008 Fasten USKW to USGP-X With 3 - #10 SDS. Girder Truss Bottom Chord (Backside) Allowable Tie -In Truss Reactioh / Uplift (Ibs) Tie-in Truss #10 SDS Tie-in Truss Bottom Chord 035 046 057 USC 4 970 1165 1165 1165 4 340 585 700 EUSD5 6 510 880 1 1050 8 640 1165 1 1165 10 850 1. USKW mustbe installed using positioning tabs. . 2. Values are valid fGr both 35 USKW and 55 USKW in USG and USD materials. 3. USGP-X less than 24" long require #10 at 3" oc 4..Place 1,5" leg oCUSKW to allow screw installation. Orientate as shown or reversed. 5. Screw count for Tie-in truss may differ from truss drawing due to distance from and of tie-in truss to face of glider -In Truss om Chord USKW Connector Clip Attach to truss BETWEEN End'Vertical and Bottom Chord See chart for number of screws � TRUSS TO TRUSS CONNECTION °E`AI`NG. 1 PLY TIE-IN TO GIRDER W7 USKW & USGP-X US2US-23 METAL FRAMING AcrQonbf MrrEK® www.AEGISMETALFRAMIN(3.COM CATEGORY 145115N.Outer 4o'Drive sune110 STANDARD DETAILS Chesterfield, MO 63017 Phone:866/902-3447 Fax:314/434-5234 DATE 8/21/2008 n 4 Fasten 35USKW to USGP with 4 - #10 SDS Fasten 55USKW to USGP with 5 #10 USGP Fasten to each block — d 3 - #10 SDS. Block Full Depth of BC Fasten to Girder Truss w/ 4 - #10 SDS' for 35USGP Fasten to Girder Truss w/ 6 - #10 SDS for'55USGP Girder Truss Bottom'Chord Tie-in Truss Maximum Reaction (Ibs) USGP Length 24" or Full Length 12" USC Or USD1 35USKW 1600 1540 55USKW 2370 19211 Tie-in Truss BotChd 035 F 046 035 0 340 585 340 1 585 4 35USKW 510 880 510 680 g N F. 640 1165 640 ;1165 3 c USD 850 1460 850 1480 10 m Angle range' H 45°to 591890 1530 890 1530 8 N 121 t and 135 55USKW 11110 1900 i 1t 0 1900 10 0 1335 2300 1335 12' 1560 1 1560 14 1 For USD; angle range Is 60"to 120 Notes: 1,USKW to be Installed using: positioning guides; 2. Load frequency shall not be less than 24"O.C. 3.,24" or 12"USGP,, center USGP over tie -In member 4. Apply block at each end and midpoint of 24" USGP 5. Apply block at each end of 12" long USGP 6. Block spacing for FULL LENGTH,USGP =10" oc 7. Chart applies to. USC and'USD girders. Blocks shown as 301JSW. Use 275USHD for USD girders 8. Place 1.5" leg of USKW to allow screw installation: Orientate as -shown or reversed. 9.55USGP shall only be used with 55 material for Birder bottom chord: 35USGP may be -used with 35 and 55 glider bottom chord. 10.Screw count for Tie-in truss may differ from truss drawing due to distance from end of tie -In truss to METAL- FRAMING waadm"i Mrt.t . www,AegisMet.alFram.ing.com 14M 5 N. Outer,10 Drive -Suite 110 Chesterfield, MO 63017 Phone: (866) 902-3447 Fax:,(314) 434-5234, Tie -In Truss Bottom Chord USKW Fasten to truss BETWEEN End Vertical and Bottom Chord per Truss Design Drawing See chartfor USD tie -In TRUSS TO TRUSS CONNECTION USKW w/ USGP 'Revised 5115109 - added lien miss material Revised I WSW -added USD values W 60•-120• DETAILNO. US2US-24 CATEGORY STANDARD DETAILS DATE Job WAWA 5380 Truss Type City Ply Truss A2219814 08210019 ROOF TRUSS 2 1 Al mannuly oununlu Quppnes - ucara 1 russ{negls/ e./.S.0 BUILU' 21U Oct 13 2U21 MITeK Mon Jan 10 14:30:58 2922 Page 1 SCREW QTY (Total = 208 ).All Screws Are #10.16T13 Galvanization = G60 Truss weight = 100 Ibs CHORDS B-CA. D-CA, D-E:7, F-E:7, F-GA,1-HA WEBS C-1,1:5, C-0:5, D-M:3; D-N:2, E.M:2, F-L:2, F.M:k:G-L:$ H-K:51 H-L:6 1 2•a0 2.40 1 5IE4 1160 1 2.11.0 1 2•I14 2.11.0 1 2g.0 1 2.00 I 3a0 2.0.0 0.04 10.11.E 13.11-0 'If-100 mto Z41.0 2:1•I 1.0 al 3251.]SJ073x10 325USJ073x16 0Z0UbJu"x1u 525USJ073x10 1 2.3.0 i ,a.a I 2.114 } 6.10.0 1 12.0 1 SCREW.QTY 2aa goo 10a1.6 a toe 20-0-0 21•i1.0 CHORDS B-0:12, 1-K:15 WEBS wg.ti, L-F:2, L-G:2, L-H:a, M-0:7, M-E:2, M-F:3, N-C:?, N-D:2, O-C:6 LOADING (psf) SPACING 2-0.0 CSI DEFL (in) (foe) Well SCREW VALUE. (#10-16 T/3) TOLL,Lr 20.0 Code TC 0.94 vert(LL`) 0.24 A >425 0352801b 0464221b TCDL, D 15,0 FBC2017 AISI-S1001S240 BC 0.91 *1(1L) 0.20 A >505 057'4951b 073 4951b 097 4951b BOLL, L 0.0 WB 0.79 Harz(TL) 0.01 K n/a Screw Value Increased BCDL,D 10.0 Deflection Criteria',(Live'Load) (tdt2): 035iO45 or higher 4101b Truss = U240, Cant = U120 0461057 or higher 4951b Ovdlg = U120, EV = U240 STEEL SECTION BRACING # TOP CHORD 35`USC 046 50'ExcepC TOP CHORD She A-D,:D-F, F-J D-F 35 USC:03.5 50 BOT CHORD 8,0-0 on center bracing,134 BOT CHORD . 35'USC 035 50 WEBS UST Brace C-N WEBS 15 usW 035 5D 'Except' Fasten' UST -brace to backside of web w/ #10.16 T/3 @ 6 in. O.C. C-O 30 USW 035 50, C-N 30 USW 035 50. D.M 25 USW 035 50 Brace rtiusi,cover available web length. F-M 25 USW 035 50. H-L 25 USW 05150, H-K 30 USW 035 50 REACTIONS QUsize/rriaferial) 010-6.01CFS, K/0-6.0/CFS Max Down 0=177'1(LC No. 2-D+Onbal,:Lr L), K=1713(LC No.3-D+Unbal.Lr R) Max Uplift 0=-1291{LC No. 9-D+0.6MWFRS L to R (B)j, K=-1242(1­C No. 10-D+0.6MWFRSR to L (B)) FORCES (lb) Max. Compression/Tension Force TOP CHORD A-B=0/63, B-C=A395/385, C-P=458W944, P-Q=-15771946, D-0=-1482/846, D-E=-1722/1337, E-F==1.72311336,F-G-13901901, G-R=-1339/752, R=S==13921T46;S-T=43831740. H-T=1391/739, H-1=-14881497,1-J=0161' BOT CHORD 13-0=,360/1816, WO=-29411586, N-U=-655/1326, M-U=46551132E„M-V=-59511323, V-W=-59511323, L W=-595/1323 K=L 432/1445' I K 428/1742 WEBS C 0=-1595/2075, C N-1861/1669 D-N=1681410, D-M=-5721697, E-M=-2491221, F,M=481/726, F L=-229/293, G-L= 263l491, H.L=-2011/1778, H-K=1700/1955 .NOTES 1) This Inis§ has been designed for unbalanced loading conditions. 2) This truss designed with ASCE'7-10 wind load as referenced by FSC2017 V 160 mph combined C.BC and MWFRS Melhod, Risk CategoryII, h = 25.00 ft , Exposure CategoryC Enclosed Building Kz 0.95 . Kd = 0.85, Kzt =1.00 Edge Roof Zone,'"a" distance = 4.5 ft. using atop chord effective area; of 223.9 sq, fit. TCDL = 5.0psf, , BCDL = 5.0. psf. The Left and Right Cantilevers are exposed to=wind. 'Design Velooily Pressure,.gh = 52.7 psf. internal pressure coeff, GCpi = 018. Reported reactions per MWFRS'leads. - 3) Horizontal load applied to this truss resulting from the standard wvind load; equal to 474 lb has been considered.to be resisted ey the diaphragm'and/or other elements, the design gf which'shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting.wall should be considered when designing truss to Wall connections. Continued on page 2 ,51111111I/�� 0'6 sss P 100b�r��i No 4 503 �1 : OTATP nr fit Seal autIf6rized by James P. Loabyr, PE49503 January 11,2022 WARNING Verify design parameters and READ NOTES (Addtiignalnaeeonattacheasheeq MiTeX -. ti� Design valid for use only Will MiTek Ultra-Span'i) sections. This•design is based only upon parameters shown, and is for an Individual building.cornponent le ee Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer =nobthe truss designer, Bracing shown Is for reduction of buckrin_g length of webkhord,meirrlbers only. Additional permanentcross bracingor bracing of ,e:overall structure IsYlte responsibility of the building dessignef. Temporary bradng to insure stability during construction is the responsibility of the Buss erector. See CFSEI Field Installation, Gulde for.Cold-Formed Steel Roof Trusses„Tech Note 551e. and CFSBCSI published by SBCA for guidance. Ultra -Spann Job WAWA 5360 Truss Type Qty Ply Truss A2216814 OS210019 ROOF TRUSS 2 1 Al wrannmg ouuemg oupplles - ucala i cuss (Regis) 17.I.b,o BUILD 22O Oct 13 2021 MiTeK Mon Jan 10 14:30:58 2022 Page 2 NOTES 4) End of overhangs) restrainedfrom rotation. 5) Where applicable, provide adequate drainage to prevent water ponding. 6) Attach 35USGP at location of tie-in trusses -See US2US-24. 7) Connection of tie-in truss(es) required at dts'N. Contact MiTek. LOAD COMBINATION(S) D+Lr, D, D+0.6W; DtO.75Lr+0.75(0.6W) Except: 1) D'+Lr. Uniform Loads,(pin Vert: A-D=70.0, D-F=-70.0, F-J=-70.0, 8-1=-20.0 Concentrated Loads (Ib) Vert: 14=-195 U=-320 V=320 W=-240 2) D+Unbai.Lr L: Uniform Loads,(plo Vert: A-D=40.0, D-F=-70.0, F-J=-30.0, B-I=-20.0 Concentrated Loads (lb) Vert: 1`0-291 1=-320 V=-320 W=-337 3) D+Unbal.Lr R: Uniform Loads (pin Vert: A-D=-30.0, D-F=70.0, F-J=-70.0, B-I=-20.0 Concentrated Loads (lb) Vert: N=-291.U=-320 V=-320 W=-337 4) D: Uniform Loads (pIf) Vert: A-D=-30.0, D-F=-30.0, FJ=-30.0, B-I=-20.0 Concentrated Loads (lb). Veit: N=-161 'U=-181 V=-181 W=-182 5) D+0.6C&C.U: Uniform Loads (pIf) Vert: A-0=-10:0, D-F=-10.0, F-J=-10.0, B-1=-10.0 Normal: A=B=246,4, 8-0=169.3, P-Q=87.2, D-Q=137.7, 0-17=80.9, F-R=137.7, R-S=87.2, S-T=137.7, I-T--169.3, I-J=246.4, 8-0=77.1, I-K=77.1 Concentrated Loads; (lb)' Vert:;N=187 U=257 V=257 W=248 6) D+O.6C&C D: Uniform Loads (pIf) Vert: A=0-10.0, D-F=-10.0, F-J=-10.0, B-1=-10.0 Normal: B-D'=-30.3, D-F=-24.0, F-1=,30.3, 80=11.4, I-K=11.4 ConcentraiedLoads (lb), Vert: N=-86 U=149 V=149 W=-27 7) D+0.6MWFRS L to R (A): Uniform Loads (pIf) Vert: A-D=10.0, D-F=-10.0, F-J=-10.0, B-1=10.0 Normal: A=B=56 3, B-D=23.4, O-F--44.9, F-1=48.3, W=37.0, 6-0=31191 I-Kz-A I A Concentrated Loads.(tby Vert:N=187 U=257 V=257 W=248 8) D+0.6MWFRS R to L (A): Uniform Loads'(pll) Vert: A-D=10.0,. D-F==10.0,, F-J=-10.0, B:1=-10.0 NorrniiLA-8=37.0, B-D=48.3, D-F=44.0, F-1=214, 1-J=56.3, B-0=-11.4. I-K=32.9 Concentrated Loads (lb) Vert: N--187 U=257 V=257 W=248 9) D+O.6MWFRS L to, R (B): Uniform Loads (pIf) Vert: A-D=10.0,.D-F=-10.0, F-J=-10.0, 8-1=-10.0 No(ral: A-B=111.8, B-D=79:0, D-F=44.9, F-1=44.9, I-J=77.7, 6-0=32.9, I-K--32.9 Concenlraled'Loads (lb). Vert: N=187 U=257 V=257 W=248 10) D+0.6MWFRS R:to L (B): Uniform'Loads (pIf) Vert: A-D=-1D.0, D-F-110:0, F-J=-10.0, B-1=-10.0 Normal: A-B=77.7, B=D=44'.9, D-F=44.9, F-1=79.0, I-J=111.8, 8-0=32.9, I-K=32.9 Concentrated Loads (lb) Vert: N=187 U.=257 V=257 W=248 11) D+0.75Lr+0.75Lt0.75(0.6C&CU): Uniform Loads (plf) Vert: A=D=-60.0,-D-F=-80.6, F-J=-60.0, 94=40.0 Normal: A-B=184.8, B-P=127.0, P-0=65A, D-Q=103.3, D-F=60.7•, F-R=103.3, R=S=65.4, S-T=103.3, I-T=127.0,•I-J=184.8, B-0=57.8, 1-K=57.8 Concentrated Loads (lb) Vert: N=11 U=-38 V=38 W--23 12) D+0.75Lr+0.75L+0.75(0.6C&C'D): Continued on page 3 A WARNING - Vedfy.design parameters and READ NOTES (Additional notes ooaitachedsheet) • -, Design valid for use only with MiTek.Ultra=SpanO sections. This design Is based only upon parameters shown. and is for an. individual building component to be installed and loaded vertically. Applicabiiily of design parameters and proper Incorporation of component Is thajesp6nsib4ity of the building designer • -.not the truss designer. Bracing shown is for reduction of buckling length of Weblchord members only. Additional permanent cross bracing or bracing or the overall slnidure is the responsibility of the'buiiding designer. Temporary hracing to insure stability during construction is the:responsibility'of Ilia_ trus''s erector. See CFSEI Field Installallon Guide for Cold -Formed Steel Roor Trusses, Tech Note 551e antl CFSBCSI publishedby SBCA for guidance Ultra pan" - Job WAWA 5380 Truss Type City Ply Truss A2219814 OS210019 ROOFTRUSS 2 1 Al Manning Building Supplies - Ocala Truss (Aegis) 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:30:58 2022 Page 3 LOAD COMBINATIONS) D+Lr, D, D+0.6W, 0+0.75Lr+0.75(0.6W) Except: Uniform Loads (plf) Vert: A-D=-60.0, D-F=60.0, F-J=-60.0, B-1=-20.0 Normal: B-D=-22.7, D.F=-18;0, Rl=-22.7, B-0=8.5, I-K=8.5. Concentrated Loads (lb) Vert: N=-194 U=-119 V=-119 W=-183 13) D+0.75Le+0:75L+0.75(0.6MVVFRS L to R.(A)): Uniform Loads (plf) Vert: A=D=-'60.0, D-F=-60.0, F-J=-60.0, 8.1=-20.0 Normal: A-8=42.2, B-D=17.5, D=F=33.6, 'F-I=36.3, I-J=27.7, B-0=24.6, I-K=-8.5 Concentrated Loads (lb) Vert: N=11 U=-JIB V=-38 W=23 14) D+0.75Lr+p.75L+0.75(0.6MWFRS R to'L (A)): Uniform Loads:(p!6 Vert: A-D==60.0, D-F=-60.0, F-J=60.0, 8-1=-20.0 Normal: A-B=27.7;b-D=36.3, O-F=33.6, F-1=17.5, I.J=42.2, B-O=.8.5, I-K=24.6 Concentrated Loads (lb) Vert:'N=11, U=-36 V-38,W=23 15) D+0.75Lr+0.75L+0.75(0.6MWFRS L to R (8)): Uniform Loads (plf) Vert: A-D=-60.0, D-F=-60.0, RJ=60.0, 8-1=-20.0 Normal: 'A-B=83.9,'B-D=59.2, D-F=33.6, F-1=33.6, I-J=5B.3, B-0=24.6, I-K=24.6 Concentrated Loads (lb) Vert: N=11.U=-38 V=-38 W=23 16) D+0.75Lr+0.75L+6.75(0.6MWFR8 R to L (B)): Uniform Loads (plf) Vert: A-D=60.0, D-,F=-60,0, F-J=60.0, B-1=-20.0 Normal: A;B=58.3, 8=D=33.6, D-F=33.6, F-1=592, I-J=83.9, B=0=24.6, I-K=24.6 Concentrated Loads (lb) Vert: N=11 U=-38 V=-38 W=23 A WARNING- 'Verify design parameters and READ NOTES (Additional notes on attached sheet) ffe--­ Design valid for use only with MiTek U tra-Spans sections. ThisdesignIsbased only upon parameters shown, and is for an individual building.component tobenstalledand Loaded vertically. Applicability or design parameters;and proper Incorporation ofcomponent Is the responsibility of the tiuilding designer Me k. - - not the truss designer. Bracing sbownis:'for reduction of buckling length of weblchord members only. Additional pefmaaent cross bracing or bracing of the overall structure Is the responsibility of the building designer. Temporary bracing tolns'ure stability during'construction is the ,responsibility of he truss eeector-See-CFSEI Field Installation Guidifor Cold Formed Steel Root Trusses Tech Note 551e.and CFSBCSI published brySBCA for guidance. _ Ultra -Spann Job WAWA 5380 Truss Type Qly Ply Truss A2219815 OS210019 ROOF TRUSS 2 1 A2 Manning twiiding Supplies - Ocala 1 FUSS (Aegis) SCREW CITY (Total - 98). All Screws Are #10.16 T13 CHORDS B-C:3, D-C:2, D.E:3, E-D:3, E-F:2, G•0:2 WEBS C-Kt3, C-L:S, D-K:2,124:2, F-1A. F•Ji2 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:31:01 2022 Page 1. Galvanization = G60 Truss weight = 86 Ibs i N10 2.0-0 U-b _ 1.11:0 I 7.10.0 , -±-0 l 240 .2-0.0 2-&0 100.0 IIAf-0 1104 21-11-D M. 11.0 325USJ073x10 325USJ073x10 0 to b25U5Ju13x6 5251.15J0730 2S0 i C.0-0 1 610 60-0 1 1.11-0 SCREW CITY 2a6 aao 14.00 20-0-0 21.11.0 CHORDS B-1. 11, G-1:13 WEBS 1-F:7, J.E:2, J-17:3, K-C:4, K-13:2; L C:7 LOADING (pso SPACING 2=0-0 CSI DEFL (in) (loc) Udell SCREW VALUE. (t110-16T/3) TOLL, Lr 20.0 Code TC 0.94 Vert(LL) 0.27 A �373 035 2801b 046 4221b TCDL,D 15.0 FBC2017AISI-S100/S240 BC 0.60 Verl(TL) 0.23 A >452 0574951b 0734951b 0974951b BOLL, L 0.0 WB 0.81 HOR(TL) 0:02 1 n/a Screw Value Increased BCOL, D. 10.0 Deflection Crilerta (Live Load) (t;/t2): 035/646 orhigher4101b Truss = U240, Cant = U120 0461057 or higher4951b Ovrhg = L1120; EV = L%240 STEEL SECTION TOP CHORD 35 USC 057 50'ExcepC D-E 25 USC 095 50 GOT CHORD 35 USC 035 50 WEBS 30 USW 035 50'Excepr D-K 15, USW 035 50, E-J 15 USW 035 50, F-J 25 USW 057 50 REACTIONS Otisize/material U0-6-0/CFS, 1/0-6-0/C5S BRACING # TOP CHORD Sheathed A-D, D-E, &H BOTCHORD 6-0..on',center bracing B-G WEBS UST Brace C-K Fasten UST, brace to backside of web w/ 410-16 T/3 @ 6 in. O.C. Brace must cover available web length. Max Down L=1149(LC No. 1-D+Lr), 1=.1099(1_CNo. 1-D+Lr) Max Uplift 1L=-848(LC No. 9-D+0.6MWFRS L to R.(B)),1=-801(LC No. 10-D+0'.6MWFRS R, to L (B)) FORCES IN) Max. Compression%tension Force TOP CHORD A-B=O/63,:B-C=-12931337, C-M=-799/316, M-N=-7911331, D-N=-541/257, D-0=-6481591, E-0=-648J591,E-P=-531/221, P-Q=-777/285, 0-11 -7861270; F-R=-793/269, F-G=10171214, G'=H=0161 BOT CHORD B-L=. 230/1476, K-L=-22911216, J-1<=0/570,1-J-10611172, G--1/0/1187 1 WEBS C-L=-154'11706. G-K=-11051732, D-K=-921298, EI=-J=-102/344, F-J=-777/592, F-.1=-1070/1503' NOTES 1) Thts-truss has-been designed for unbalanced loading conditions. 21 This truss designed with ASCE 7-10 wind load as referenced by FBC2017 . V = 160 mph, combined C&C and MWFRS Method, Risk Category 11, It = 25.66 ft. ,'Exposure Category C, Enclosed Builtling Kz = 0.95 , Kd = 0,85 , Kzt = 1.00, Edge Roof Zone, "a distance = 4.5 ft. using atop chord effeolive area of 2219, $q. ft. TCDL'= 5.Opsf, , BCDL"=. 6.0 psf. The Left and Right Cantilevers are exposed to wind Design Velocity Pressure, qh = 52.7 psf;'Internal pressure coelf, GCpI =..18. Reported reactions per MWFRS loads.. 3) Horizontal' load applied to this truss resulting from the starfdard wind Ioad,,64tial to 207 lb has been considered to be resisted by the diaphragm and/or other elements; the design of which shall be the responsibility.cif.lhe Engineer of Record. -Wind loads applied.to the supporting wall -should be considered when. designing truss to wall connections. 4) End of oveihang(s)'restrained from rolatfom 5) Where appllcable, provide adequate drainage to prevent water podding. LOAD COMBINATION(S) D+Lr, D, o+b.61N, 0+0J5Lr+0,75(O.6W) >>,,titlfltllf/ P. i No.48 0 r STATE O F i Seal authorized by Jaines P. Leo -by, PE 48S03 January 11,2022 A WARNING- Verify design parameters and READ NOTES (Additional notes on allaclied sheet) !®Ii Design valid for use'oniy with. MiTek Ullra-Spans sections. This design is based onlyuponparameters shown, and 1s foran individual building component to be installed and loaded vertically. Applicability of design parameters acid proper incorporation ar component is the iespoilsibility, of Ole building designer MiTe.- - not the Vussdesigner. Braeinganown is for reduction ofbuckling length of-web/chord members only. Additional permanent cross bracing or bracing of Ole overall structure IsIthe responsibilily of the building designer. Temporary bracing to insure stabilityduring construction is the respansibility of Oie truss erector. See.CFSEI Field Installation Guide for Cold Formed Steel Roof Trusses, Tech Note:551e and CFSBCSI published by SBCA for guidance. UIVa-Span' Job WAWA 5380 Truss Type Qty Ply Truss A2219816 OS210019' ROOF TRUSS 10 1 B manning Building Supplies - Ocala Truss (Aegis) SCREW QTY (Total - 34). All Screws Are 410.16 T13 CHORDS A.B43, C-8:2, D-PA WEBS B-D;2, 8-E:5 SCREW CITY CHORDS A-E:11 WEBS 0-8:2, E-8:5 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:31:03 2022 Page 1 Galvanization = G60 Truss weight = 15 Ibs 2.11.0 r.r.s F Engineered connection required 0 ,n N ;KW LOADING ,(psf) SPACING 2.0-0 CSI DEFL (in) (too) Udell SCREW VALUE. (#10-16 T/3) TCLL, Lr 20.0 Code TC 0.57 Verl(LL) 0.02 A >999 035 2801b 046 4221b T.CDL;D 15.0 FBC2017AI8I-S7001S240 BC 0.24 Vert(TL) 0.02 A >999 0574951b 0734951b 09749516 SCLL, L 0:0 WB' 0:31 Horz(TL) 0.06 n/a Screw, Value.increased BCDL, D 10.0 DeBecfion Criteria (Live Load) ,(t,lt ): 0351046 or higher 41blb Truss = U240, Cant = U120 0461057.or higher 4951b Ovrhg = L1120, EV = U240 STEEL SECTION TOP CHORD 35 USC 035 50'Except* D-F 30 Ulm 035.50 BOT CHORD 35 USC 035 50 WEBS 30 USW 035 50'•Except' B=D 15 USW 035'50 BRACING TOP CHORD Sheathed A-C BOT CHORD 6-0-0 on center bracing A-D REACTIONS allsize/material) E10.6-01CFS, D/6-4-01351,181(Wi 17/0-4-01LIKN Max Down E=540(LC No.1-D+Lr), D=13(LC'No. 9-D+0.6MWFR8 L to R _(B)), F=35(LC No. 1-D+Lr) Max Uplift E=-419(LC No..'9-D+0.6MWFRSIL to (B)j, D=-125(LC No. 1-0+Lr), F=44(LC No,'9-D+0.6MWFRS L to R (B)) FORCES ,(Ib) Max. Compress(onfrension•Force TOP CHORD A=B=-7201281, B-C=-6011.7, C-D=-4/6, GF=-77152 BOT CHORD A=E=-2391784; D-E=-191/338 WEBS B-E=-51.1/1192, B-D=4101231 NOTES 1) This'truss has been designed for unbalanced loading conddlons. 2) This truss designed with ASCE 7 10 viind load as referenced by; FBC2017 . V = 160 mph, combined C&C and' MWFRS Method; Risk Category II It = 25.00 ft. Exposure Category C, Enclosed Building Kz = 0.95 Kd=:0.8.5 , Kzt = 1.00 , Edge Roof Zohe, "a distance = 4.5 ft. using a top chord effectivearea of 10.3 .sq. fl. TCDL = S.Opsf BCDL = 5.0 psL The Right End Vehical is not exposed to Wind. The Left Cantilever is exposed to Wind. Design Velocity Pressure, qh ='52.7 psL Internal pressure coeff, GCpi = 0.1a. Reported reactions per MWFRS (dads. 3) Horizontal (bad applied to this truss resulting from the standard wind Ioad,'equal to 1581b has been considered to be resisted by the diaphragm andor other elements,'the des(gn of whichIshall be the responsibility of1he Engineer ofRecord. Wind loads applied to the supporting wall should be considered When designing truss to wall connections. LOAD COMBINATION(S) D+Lf, D, D+0 6W, D+0.75Lr+0.75(0.6W) �t +`sty{IP. 1111ffjf�% „ No 48503 -0 L. CC r'. STATE OF .; 00 0 Seal authorized by James P. Lowy, PE 48S03 January" 11;2022 A WARNING- Verify design parameters and READ NOTES (Additional notes on attached sheet) e s Design valid for use only with MiTek Ultra-S phO sections. This design Is based only upon parameters shown, and Is for an individual building component 9 y P 9 Y P P 9 �' MI 'k , to,be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is Ore fesponsibility of the building designer -not the Wss designer. Bracing shown Is for reduction of buckling length of we5/chord.menibers only. Additional permanent cross bracing or bracing of j the overall structure Is lhe!responsihilily of the building designer. Temporary bracing lo.insure stability during construction is the responsibility of the truss t erector. See CFSEI Field Installation Guide for Cold -Formed Steel Root Trusses ' Tech Note 551e and CF-SBCSI published, by SBCA for guldance. Ultra -Span' Job WAWA 5360 Truss Type Oty Ply Truss A2219817 03210019 ROOF TRUSS 8 1 CJ1 Manning Building Supplies - Ocala Truss (Aegis) SCREW QTY (Total - Y41). All Screws Are WAS T13 CHORDS C-B:2, C-D:2, C-HA,E-F:2, F-E:4; H-C:e WEBS GG:2 8.7.5.0 BUILD 220 Oct 13 2021 MITek Mon Jan 10 14:31:05 2022 Page 1 Galvanization = 1360 Truss weight = i6 Ibs' XW Seal atithorized by James P. Looby, PE49503 SCREWQTY Wits& G-C:2 LOADING (psi) SPACING 2-0-0 Csl OEFL (in) (loc) Udell SCREW.VALUE. "(#10.16T/3) TOLL, Lr 20.0 Code TC 0.62 Vert(LL) 0.16 •A >342 036 2801b 046 4221b TCDL,D 15.0 FBC2017AISI-SlOOIS240 BC 0:27 Vert(TL) 0.15 A >379 0514951b 0734951b 0974951b BCLL, L 0:0 WB 0.1.5 Har2(TL) 0.00 - n/a Screw Value Increased BCDL, D 10.0 Deflection Criteria (Live Load) (tilt;): 035/046 or higher4106 Truss = L/240,'Cant= U120 046/057 or higher 4951b Ovrtig = U120, EV = U240 STEEL SECTION BRACING TOP CHORD 35 USC 073 50'Except' TOP CHORD Sheathed A-E 'AC-H 30 USW 035 50, E-F 30 USW 035 50 BQT CHORD 6-0-0 on center bracing H-F BOT CHORD 25 USC-035 50 WEBS 30 USW 035 50 *Except* C-G 15 USW 035 50 OTHERS 350USZ07350 REACTIONS dt/sfzelmat erial) H/0-4-0/35USKW, F/0.4-0/35USKW Max Down H=385(LC No. ]=D+Lr), F=134(LCNo. 9-D+.0.6MWFRS L to.R (B)) Max Uplift H==528(LC No: 9-D+0.6MWFRS L to R (B)),!F=-99(LC No. 1-D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD C-H=-373/1410, A-B=0/7, B=C=O777, C-D=-87/320, D'E=-55/338„E-F=-7571112 BOT CHORD G-H=509/23, F-G=0/0 WEBS ' C-G-30/571 NOTES 1) This truss has been designed for unbalanced.lo'ading conditions. 2) Ttits'truss designed with ASCE 7-10 wind load as 'referenced by FBC201.7 . V= 160 mph; combined C&C and MWF.RS Methdd,'Risk Category Il, h = 25.00 ft. , Exposure Category C; Enclosed Building Kz = 0.95 , Kd'=:6.85 , Kzt = 1.00 ,; Edge Roof Zone, "a" distance = 4.5 ft. using atop chord effective:area of7.6 sq. ft. TCDL = 5;0psf , BCDL = 5.0 psf. The Left End Vertical and Right End Vertical are not exposed to Wind. Support at Joint H is considered open to wind. Design Velocity Pressure, qh = 52.7 psf. Internal pressure coeff, GCpi = 0! 18- Reported reactions per MWFRS loads. s) Horizontal load applied to this lruss,resulling from the standard wind load, equal to 188 lb has been considered to be resisted by the dtaptfragm-and/or other elements, the design. of'which shall bethe responsibility.of the Engineer of Record. Wind loads applied to the supporting wall should be considered when.designing.truss to wall connections.. 4) End of overhangs) restrained fronr'rotation. " 5) Attach 8-0.0 350 USZ 073 50 RM1 Reinforcing_ Member (see plot) with 2 rows of #10-16 T/3 sds,at 6 oc, or less (total of 8 min) . LOAD'COMBINATION(S) D+Lr, 4, 0+0.6W, D+0.75Lr+0.75(0.6W) January 11,2022 A WARNING- Verify design parameters and READ NOTES (Addlbonal notes on attached sheet) r Design valid for use only with MiTek Ultra-SpanO sections. This design is based only upon parameters shown, and is for ao individual building component to be Installed and loaded veritcally. 'Applicability of design parameters and,prop'er incorporation of component is the responsibility of.lhe building designer Te 1 not the truss designer. Bracing shmyn is forYedudion of buef<ling length of vreb/dtord members:only. Additional permanent cross bracing orbracing of k, the overall structure Is the responsibility of the building designer. Temporary bracing to insure stability during construction is lhe.responsibtlily or the truss " erector. See'CFSEI Field. Installation Guide for Cold -Formed Steel Roof Trusses; Tech Nole'551e and CFSBCSl published by SBCA for guidance. UIVa-Spans Job WAWA5380 Truss Type Oty Ply Truss A2219818 03210019 ROOFTRUSS 8 1 CJ1A IYlanmuy oullumg.Ouppaes - vcdld buss piegls) SCREW QTY (Total = 24). All Screws Are #1e-16 T13 CHORDS C-Br2, C-D:2, C-H:4, E-F:2, F-E:4, H-C;6 WEBS C-G:2 0 SCREW QTY WEBS G-C:2 bJ.0,0 BUILD 22U Oct 13 2021 MiTek Mon Jan 10 14:31:07 2022 Page 1 Galvanization = G60 Truss weight = 17lbs oa.ls I Lsu � •:->•15 I•r-IS nrim `N{III I kri., LQOipJj�i `ice EN No 4850 r n =•* STATE OF II(W Seal authorized by James P. Looby, PE48503 LOADING (psf) SPACING 2-0.0 CSI DEFL (in) '(loc) Udell SCREW VALUE. (#10=16 T1.3) TOLL, Lr 20.0 Code TC 0.64 Vert(LL) 9.17 A >330 035 2801b 046 4221b TC.DL, D 15.0 FBCZ0.17 AISIS100/8240 BC 0.27 Verl(TL) 0.15 A >366 057 4951b 07.3 4951b 097 4951b BOLL, L 0.0 WB 0.15 Horz(TL) 0.00 - nla Screw Value Increased BCDL, D 10.0 Deflection Criteria (Live Load) (t,/l,): 035/046 or higher 4101b Truss = L/240, Cant = 1-/120 0461057 or higher 4951b Ovrhg = U120, EV ='U240 .STEEL SECTION BRACING TOP CHORD 35 USC 073 50'Except' TOP CHORD Sheathed A-E C-H 30 USW 035 50, E-F30 USW 035 50 BOTCHORD 6.0`0 on center bracing H-F BOT,CHORD 25 USC 035 50 WEBS 30 USW 035 50 `Except' C-G•15 USW 035.d0 OTHERS 350USZ-073 50 REACTIONS at/sizelmaterial) H/0-4-0135USKW, F10.4-0/35USKW Max Down H=391(LC No. 1-D+Lr), F=138(LC•No. 9-D+0.6MWFRSL. to R (B)) Max Uplift H=.-5340. No. 9-D+0.6MWFRS L1b R (B)), F=101(LC Nd, i-D+Lr) FORCES (Ib) Max. Compression/rension Force TOP CHORD C H=-37811503; A-B=0/8, B-C=0/78, C-D=-89/325, D-E=-571343, E-F=-769/114 BOT CHORD Q-H=-515/23, F-G=0/0 WEBS C=G=-301572 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This: truss des(gned With ASCE 7-10wind load as'referenced by,FBC2017 . V =160 mph, combined C&C and MWFRS Meihotl; Risk Category II, h = 25.00 ft, Exposure Category C, Enclosed Building Kz = 0:95, Kd = 0.85 , Kzt = 1:00', Edge Roof•Zone, "a" distance = 4.5 R- using atop chord effect)ve area of 7.8 sq. ft. TCDL•= ;Upsf, , BCDL = 5.O.psf. The Left'.End VerBoel.and Right End Vertical are not exposed to Wind. Support a4Joint H is. consideredopen•to wind. Design Velocity Pressure, qh = 52:7 psf. Internal pressuie'coeff, GCpi'=0.18. Reported reactions per MWFRS roads. 3) Horizontal load applied to this truss resulling from lhe,statldard Wind, load, equal to 190, lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall,be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) End'of overhang(s) restrained -from rotation: 5) Attach 8=010 MOUSZ 07350 RM1 Reinforcing Member (see plot) with 2 rows of #10-16 T13 sds at 6 oc, or less #olal:or 8 minj LOAD comBINATION(S) D+Lr, p, '0+0:6W, D+0:75Lr+0.75(0.6W) January 11,2022 A WARNING- Verify design parameters and READ NOTES (Additional notes onattached sheetj A 01 O' Design Jaifd;for use only with MiTek.Ullra-Spanl) sections. This designis'based only upon parameters shown,,and Is for an 14NIduai building component to be installed andloaded vertically.. Applicablllly of design parameters and proper Incorporation of component is the pesponsibillly of the building designer M Te— e K - not the trussdesigner. `Br2c7ng.shovvn Is for reduclion,of buckling length'ofweb/chord members only.. A. dditional.permanent cross bracing or bracing of the overallslrucluie is theresponsibilityofthebdildingdesigner. Temporary bracing to Insure stability during construction is the responsibility of tie trussrector. See CFSEI Field Installation Guide for'Cold-Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBdA for guidance: UIVa-Span" 4 Job WAWA 5380 Truss Type ally Ply Truss A2279819 OS210019 ROOF TRUSS 4 1 C12 manning tiugding Supplies -Ocala Truss (Aegis) SCREW QTY (Total = 60 ). All Screws Are :10.16 T13 CHORDS B-C:51'D.E:2, E-0:8 WEBS C-E:S,C-F,:7 SCREW QTY CHORDS B.F:14 WEBS E-C:7,F-C:10 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:31:09 2022.Page 1 Galvanization = G60 Truss weight = 25 Itis ' •2A.0 26e 4.09 2"NI 440 i:1Tr9 ��ti '�'E ... •OQ ��'i ENS • No- 48503- seal authorked by James P. Lo(>by, PE48503 LOADING (psf) SPACING 2-0=0 CSI DEFL (in) (loc) UdeO SCREW VALUE, (#10-16'T13) TCLL,Lr 20.0 Code TC 0.80 Vert(LL) 0.19 A• >531 0352801b 0464221b TCDL,D 15.0 FBC2017'AISIS100/S240' BC DA9 Yert(TL) 0.16 A >620 0574951b 0734951b.0974951b BCLL, L " 0.0 WB 0.87 Horz(TL) 0.00 - n/a Screw Value Increased BCDL, D 10,0 Defieotion Criteria (Live Load) (t,/t2): 035/046 or higher 4101b Truss = U240, Cant = U120 0461057.or higher 4951b Ovrhg.='U120, EQ = U240 STEEL SECTION BRACING TOPCHORD 35 USC 073 50 •Except° TOP<'CHORD :Sheathed A-D D-E 30:USW 035 50 BOT CHORD 6.0=0 on center bracing'B-E �BOT CHORD 35 USC 04650 WEBS 30 USW.035 50 "Except' C-F 36 USW 046 50, C-E 25 USW 046 50 REACTIONS al/siie/material) FiO-6-0/CFS, E/0.4-0135USKW Max Down F=.1392(LC,No. 1-D+Lr), E=873(LC No; 9-D+O:6MW.FRS L to R (B)) Max Uplift F=,1621(LCN0. 9-D+0,6MWFRS L (O.R (B)),'E=-719(LC No: 1-0+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A-B=0/63, B-C=-23571786, C G-5619, O-G=-49/13, D-E=-37/68 BOT CHORD B-H=-669/2660, F-H=-687/2676, E-F=-678/1920 WEBS C-17=-116913244, C-E=-2709/956 NOTES 1)"This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7-1dwind load asreferencedby'FBC2017 .,V= 160'mph, combined'C$C and MWFRS Method, Risk"Category II, h = 25.00 it. , Exposure"Category C,;Enolosed Building Kz = 0:95 , Kd = 0.85 , Kzt = 1:00 , Edge Roof Zone; "a" distance = 4.5 '0. using a ,top chord effective area of 12.2 sq. fl: TCDL = 5.Opsf 'BC.DL = 5.0 psf. The Right End Vertical is not exposed to Wind. The Left Cantilever is exposed. to wind. Design Velocity Pressure, qh - 52.7 psf. Internal pressure coeff, GCpi = 0,18. Reported reactions per MWFRS loads. 3) Horizontal load,applied to this truss resulting from the standard wind load, equal to 2601b has'be`en considered to be:resisled!by the diaphragm and/or other'elements, the design oftvhich shall be lhe;respcnsibility of the Erigiheer of Record: Wind loads applied to the supporting wall should be'comidered when designing lrus"s to vlali connections. 4) End of overhang(s) restrained from rotation. 5) Attach 35USGP at location of tie-in trusses - See US2US-24. LOAD COMBINATION(S) D+Lr; D, D+O.6W, 'D+0.75Lr+0:75(0AW) Except: Continued on page 2 January 11,2022 A WARNING - Verify design parameters and READ NOTES (Additional notes on attachedsheeq Design Valid for use only with MiTek Ultra -Span© sections. This design is based,only, upon parameters shown, and is for an individual building component lobe installed and Loaded vertically. Applicability of design parameters and proper Incorporation of component Is the responsiblllly`of the building designer - not the truss designer. Bracing shop i-Isyor reduction.ofbuckling length of weblcliord.members only. Additional permanent cross bracing or bracing:of the overall structure is the responsibility of the building designer. Temporary bracing lo.i6sure;stability during construction Is the re'sponsibility'of the truss erector.':See CFSEI:Field tonal ton Guide for Cold-Formed'Sleei Roof Trusses, Tech Note 551e and CFSBCSI published by;SSCA for guidance. IJIVa-Span' Job WAWA 5380 Truss Type Qty I Ply Truss A2219819 OS210019 ROOF TRUSS 4 1 CJ2 manning Bullaing supplies - Ocala I Fuss (Aegis) 8.7:5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:31:09 2022 Page 2 LOAD COMBINATION(S) DtLr, D, D+0.6W, D+0.75Lr+0,75(0.6W) Except: 1.) D+Lr, Uniform Loads (plo Vert: A-D=-70:0, S-E=-20.0 Concentrated Loads (Ib) Vert: 1­1=461 2) D+Unbal.Lr L: Uniform Loads (plf) Vert: A-D=-70.0, 8-E=-20.0 Concentraled.Loads (lb) Vert::H=181 3) D+Unbal.Lr,R: Uniform Loads (pit) Vert: A-D=-30.0, B-E=-20.0 Concentrated Loads (lb) Vert: H=-181 4) D: Uniform Loads,(plo Vert: A-D=-30:0, B-E=-20.0 Concentrated Loads (lb) Vert: H=-85 5) D+0.6C&C U: Uniform Loads (plf) Vert: A-D==10.0, B-E=10:0 Normal: A=8=315.8, B-G=238.7, D-G=172.4,_ B-F=77.1 Concentrated.Loads (lb) Vert: H=232 6) D+0.6C&C D: Uniform Loads (plo Vert: A7D.=10.0, B-E=-10.0 Normal: B-D=41.9, B-F=1'1.4 Concentrated Loads (lb) Vert: H=223' 7) D+0.6MWFRS L to R;(A): Uniform Loads (plf) Vert: A-D=-10.0, 8-E=-10.0 Normal: A=B=56.3, S-D=23.4, B-F=32.9 Concentrated'Loads (lb) Vert' H=232' 8)D+0:6MWFRS R to.L (A): Uniform Loads (plo Vert: A-D=40.0, B-E=-10.0 Normal: A-B=37:Q B-D=48.3, 13-17=-11 A Concentrated Loads (lb) Vert: H=232- .9) D+0.6MWFRS L to R:(B): Uniform Loads (plf) Vert: A-D-10.0, 13-E=-10.0 Normal: A-B=111.8, 1314D=79.0, B-F=32:9 Concentrated Loads (lb) Vert: H=232. 10) D+0.6MWFRS R to L (B): Uniform Loads (plo Vert: A-D=40.0, B.E=-10.0 Normal: A;B=77.7, S-D=44.9, B-F=32.9 Concentrated Loads (Ib) Vert' 'H=232! 11) D+0.751_00.751_t0:75(0,6C&C U): Uniform Loads (plo Vert:-A-D=-60.0, B-E=-20.0 Normal: A-8=236:B, B-G=179.0, D-G=129.3, B-F=57:8 Concentrated Loads (lb) Vert: H=41 12) D+0.75Lr+,0.75L+0.75(0:6C&0 D): Uniform Loads (ploy Vert: A•D -60.0, B-E=-20.0 Normal: B;D=-31.4,'B'F=8.5 Concentrated Loads (Ib) Vert: H=34 13) D+0.75Lr+0.75L+0.75(0.6MWFRS L to R (A)): Uniform Loads'(plf) Veil: A=D=-60.0, B-E=-26.0 Continued on ftwal A-B=42:2, 'B-D=17.5, 8-F=24.6 A WARNING- Verify -design parameters and READ NOTES (Additionalnolesonal(achedsheef) A O Design valid for use only with MiTek Ultra -Spans sections. This design is based,oniy.upon parameters shown, and is for an individual building component to.be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is the.responsibility of the building designer M'�� Te k -not the truss designer. Bracing shown:,is for reduction of buckling length of weblchord members;only. Addittonai permanent. cross bracing or bradng of - the overall shuotueeis'the responsibility of the building designer: Temporary bracing to insure stability during conslrucuon islthe'responsihllity;orthe trtiss erector SeeCFSEI Field Installation Guidefor Cold -Formed Steel Roof Trusses, Tech Note 551e andCFSBCSI publishedby SBCA far guidance, Ultra -Span 4- Job WAWA 5380 Truss Type Oly Ply Truss A2219819 OS210019 ROOF TRUSS 4 1 CJ2 numnuy a 'umu QuFNnca,- Vcaia I IUJ3 k lcylSr o.'(,D.0 GUILU ZZU Uc1 is ZU27 ivit l eK ivion Uan 'IU w4 ii:uu ZUGZ Page 3 LOAD COMBINATION(S) D+Lr, D; D+0AW1 'D+0.75Lr+0.75(0:6W) Except: Concentrated Loads (lb) Vert: H=41 14) D+0.75Lr+0.75L+0.75(0,6MWFRS R to L (A)): Uniform -Loads (pif) Vert: A=D=76H, B-E=-20.0 . Normal: A-8=27.7, B-D=36:3, B-F=-B.5 Concentrated Loads (lb) •Vert: H=41 15) D+0,75Lr+0,75L+0.75(0,6MWFRS L to R'MY Uniform Loads (pit) Vert:.A-D=-60.0; B-E=-20.0 Normal: A=B=83.9, B-D=59.2, B-F=24.6 ConcentratedLoads;(Ib) Ve&l i =41 16) D+0.75I:r+11.75L+1).75(0.6MWFRS R to L (B)): Uniform,Loads (pIQ Vert: A=D'=-60.0, B-E=-20.0, Noimal:'A=B=58.3, B-D=33.6, 8-17=24.6 Concentrated Loads'(Ib) Vert: H=41 A WARNING- Verify design parametersarldREADNOTES (Additionalnrte5rnattached sheei) o' oesi n valid for use onl %idh MiTek Ultra S an© sections. This design Is based cni u 'on ararnelers;gWyn, and is for ad individUet building com onenl f 9 Y P 9 Y P p 9 P 'ta:be Installed and loaded vertically. Applicability of design parameters and proper Inrorporalion afcomponent Is the responsfblllty:ofthe building designer -not the truss designer. Bracing sh6Wn is for reduction of buckling length .of web/chord,memliers only. Additional permanent cross oracing,orbractng of the overall struclui0s; the responsibility of the building designer. 'Temporary bracing'to Insure slabllily during cont1ructron is llie'responsibility of the lrgss erector. See CFM Field'Installalion Guide for'Coid-Formed Steel Roof Trusses'rech Nola 551e and CFSSCSCpublishi0 by SBCA.for guidance. UI(ra-Span' Job WAWA 5380 Truss Type Oty Ply Truss A2219820 OS210019 ROOF TRUSS 4 1 CJ3 Manning Building Supplies - Ocala Truss (Aegis) SCREW OTY (Total - 47). All Screws Are #10.16 T/3 CHORDS 6-CA, D6E:2; E-D:2 WEBS C-E:4, C-F:5 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10101:112022 Page 1 Galvanfiation = G60 Truss weight = 28 Ibs -Mla : -8 r.1P12 f I i I Ill ++,r4 No 48503, y STATE OF .. P , S far�r�trtt��>> Seal authorizedby James P. Loobyr, PE49503 SCREW CITY �:o s•1a1x CHORDS B-F.13 WEBS E-C:B,,F-C:8 LOADING (psf) SPACING 2-0.0 CSI DEFL (in) '(foc) Udell SCREW VALUE. (a710=16 T/3) TCLL, Lr 20.0 Code TO 0.93 Vert(LL)' 0.20 A >502 035 2801b 046 4221b TCDL, D 15.0 FBC2017 AISI-s1001S240 bd. p:45 Vert(T.Q %18 A >575 0574951b 073'4951b 097 4951b BCLL, L 0.0 WB 0.88 Horz(TL) 0:00 - n/a Screw Value Increased BCDL; D 10.0 Deflection Criteria.(Live Load) (t,/tx): 035/046 or higher 4101b Truss = L/240, Cant='L)120 046/057 or higher4951b Ovrhg = L/120, EV = LJ240 STEEL SECTION TOP CHORD 35 USC 057.50'Except' D-E 30 USW.035 50 BOT CHORD 35 USC 035 50 WEBS 30 USW r035 50 *Except* C-E 25 USW 046 50 BRACING TOP CHORD Sheathed A-D BOT'CHORD 6;0-0 on center.bracing B=E REACTIONS (Ilsiielmaterial) F/0-6-01CFS, E10-3-8/UKN Max Down F=758(LC No. 1-D+Lr),'E=1.16(LG No. 9-D+0.6MWFRS L to R (B)) Max,Uplift F=-743(LC No 9-D+0 6MWFRS L to R (8)), E=-l'03(LC No. 14=D+0:75Lr+0.75L+0.75(0,6MWFRS R to'L (A))) FORCES (lb) Max. CompressionlTen"sion Force TOP CHORDA-B=0/63,B-C=-19451527,.C-G=-1,40/19, D-G=-132143, D-E=-1231253 BOT,CHORD B-F=A48/2255, E-F=-44411400 WEBS C=17=-63311890,C-E=.15421489 NOTES 1) This truss has been designed for unbalanced loading' conditions. 2) This'Iruss designed with ASCE 7-10'wind load as referenced by FBC2017 . V =-160 mph, 'combined C&C and MWFRS Method, Risk Category II,-h = 25.00 ft. , Exposure Calegory C, Enclosed Building Kz ='0.95 Kd = 0.85 , Kzt =1.00., Edge Roof Zone, "a' distance = 4.5 ft. 'using a"ldp'chord effective area of 26.8 sq. fl. TCDL = 5.00sf BCDL = 5.0 psf. The Right End Vertical is not exposed to Wind.. The Left Cantilever is exposed to wind. Design Velocity Pressure,,gh = 52.7 psf. Internal pressure coelf, GCpi = 0.18. Repofled reactions per MW FRS loads. 3), Horizontahload applied to this truss resulting from the stanCard Wind Toad, equal to 8331b has been considered to be. resisled'by the diaphragm and/or oiher.elements, the design of which shall be the responsibility of the Engineer of Record. Wind,ioads applied'to the supporting Wall should be_considered When 'designing truss to wall connections. 4) End of overhangs) restrained from rotation. LOAD,COMBINATION(S) D+Lr, D; D+0.6W, D+0.75Lr+0.75(0.6W) January 11,2022 A WARNING- 'Verify design parameters and READ NOTES(Additionalnotesonattached sheet) W T Desl nvafid or use onl wi h tiT6 lr - a - g f y l A k UII a Sp, n0 sec0ons. This designYs based.only, upon parameters shown, "and is for'an (ndiwdual building component to be instatled'and loaded verOcally, Appllcabilily of design parameters and,proper Incorporation ofcomponentfs Die responsltiillly of the -t ullding deSigner 'Me not the truss designer., Bracing shown is for reducdon'of buckling length of,Web/chord members only. Addillonal permanent cross bracing orbracing of the overall slrrieluee is'the responsibility of the building deslgner.'Temporary bracindtainsure slAilitytyduring construction is.lhe responsibility of the truss erector. See CF5EI Field Installation Gulde forCold.Formed Sleel.Roof Trusses, Tech Note 551e.and CFSBCSI published by SBCA for guidance. Ultra -Span Job WAWA. 5380 Truss Type Qty Ply Truss A2219821 OS210019 ROOFTRUSS A 1 CJ5 Manning Building Supplies - Ocala Truss (Aegis) SCREW CITY (Total = 9 ). All Screws Are ifle-16 T13 CHORDS d-B:3, D-E:2, E-0:2 SCREW CITY CHORDS C-E.2 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 1014:31:12 2022 Page 1 Galvanization = 060 Truss weight = 19 Ibs •?AO 111W2 52SUSJO73x6 3OUSWO35 50 wl4 sds a.1an 3-io42 �` ,P• • GEHS' No a'8 0 STATE -- ��n Seal authorized by James P. Looby, PE48503 LOADING (pso SPACING 2-0-0 CSI DEFL. (in) (too) Udell SCREW VALUE. (i110.16 T/3) TCLL, Lr 20.0 Code TC 0..84 Veri(LL) 0.16 A >306 035 2801b 046 4221b TCDL, D 15.0 FBC2017 AISI-S100/5240 BC 0.06 Vert(TL) 0.14 A 5,332 0574951b 073 4951b 097'4951b BOLL, L to WB 0,00 Horz(TL) 0.00 - n/a Screw Value Increased BCDL,•D 10.0 Deflection Criteria (Live Load) (t,/t;): 035/046 or higher410ib Truss = U240, Cant = U120 046/057 or higher 4951b Ovrhg = U120, EV = L/240 STEEL SECTION BRACING TOP.CHORD 35 USG 073.50 `Except• TOP CHORD 'Sheathed A-D D-E W 06W 036 50 BOT CHORD 6-0=0 on center bracing_ C-E BOT CHORD 35 USC 035'50 WEBS 30 USW 035 50 REACTIONS allsizdimaterigi) C/0.6-0/CFS, E/0=3=BiUKN Max Down C=314(LC No. 1-D+Lr), E=108(LC No. 1-D+Lr) Max Uplift C=317(LC No. 9-D+0.6MWFRS L to R (B)), E=-45(LC No. 9-D+0.6MWFR$ L to R (B)) FORCES (lb) Max. CompressionlTenston Force TOP. CHORD A=8'=o/63; B>C=0/70. C-D=-99148, D-E==132/85 BOT CHORD C-E=9/3 NOTES 1;) This truss has been designed for unbalanced loading conditions. 2) This truss .designed.with'ASCE 7-10 wind load as referenced by FBC.2017 . V = 160 mph, combined C&C and MWFRS Method, Risk Oatego'y Il,,h 25.00 .: , Exposure Category C, Enclosed Building Kz = 0.95 , Kd = 0.85 ; Kzt -1:00 , Edge'Roof Zone, "a' distance = 4.5 ft. using a. top chord effective area of 11.8 sq. ft. TCDL = 5.6psf BCDL = 5.0 psf: The Right End Vertical isnot exposed to Wind —Design Velocity Pressure, qh = 52Y psf: Internal pressure coeff, GCp) = p.18. Reported reactions per MWFRS loads. 3) Horizontal load, applied to this truss resulting from the standardwind load; equal to 265 lb has been considered to be'rasisted by diaghtagnl and/or other elements, the design of which shall be the responsibility of the Engineer of Record. `Wiridloads applied;ro the supporting wall should be considered when designing truss to wall connections. 4) End of ovefharlg(s) rgstrairfed.from rotation. 5) Attach 35USGP? , of location of tie-in trusses - See US2US-23. LOAD COMBINATION(S) D+Lf, D, D+0.6W, D+0.75Lr+0.75(0.6W) Except: Uniform Loads (plf) Vert:'A-D=4b,.0, C-E=-20.0 Concentrated; Loads (Ib) Vert:.C=52 Continued on page.2 JanUaryJl,-uzz WARNING - Verify.desigh parameters and READ NOTES (Additional notes on attached sheet) - O Design valid for use only with MiTek Ultra,Spansi sections. This designs based only upon parameters sho im,and Is for an individual building ccmporlent to be'installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer -.not the truss designer., Bracing shown is for reductlon of buckling lepglh:of web/chord members only. Additional permanent cross bracing; orbracing�of the overall slructute Is the responsibility of the building designer. Temporary bracing to insure stability during, construction Is the.responsibllity of the9russ erector. See CFSEI Feld Installation Guide for'Cold-Formed Steel Roof Tiusse�s, Tech Note 551e and CFSBCSI puplishediby,SBCA for guidance. 'Ultra -Span° i Jab WAWA 5380 Truss Type Qty Ply Truss A2219821 OS210019 ROOF TRUSS 4 1 CJ5 nuy uu0.1.3.1.1 1duILU 22U Uet 13 2u21 MI I eK Mon Jan 10 14:31:13 2022 Page 2 LOAD COMBINATIONS) D+Lr, D, D+0,6W, D+0.75Lr+0.75(0.6W) Except: 2) D+Unbal.Lr L: Uniform Loads (pil) Vert: A D=70.0, C-E=-20.0 Concentrated Loads (lb) Vert: C=52 3) D+Unbal.Lr R: Uniform Loads (pIf) Vert: A-D=-30.0, C-E=-20,0 Concentrated Loads (lb) Vert: C=52 4) D: Uniform Loads (pIf) Vert: A-D=-30.0, C-E=-20.0 Concentrated Loadd (lb) Vert C=22 5) D+0.6C&C U: Uniform Loads (plo Vert: A=D=10.0,, C-E=10.0 Normal: A-C=316;8, C-D=172.9 Concentrated Loads-0) Vert: C=-75 6) 0+0.6C&C D: Uniform Loads (pIf) Vert: A-D=10.0, C-E=-10.0` Normal: C-D=-42.1 Concentrated Loads (lb) Vert: C=-72 7) D+0.6MWFRS L to'R (A): Uniform Loads (pIf) . Vert: A-D=-10.0, C-E=-10.0 Normal: A-C=56.2, C;D=23A Concentrated Loads (lb) Vert: C=45 8) D+0.6MWFRS R to L (A): Uniform Loads (p)f) Vert: A-D=10.0, C-E=-10.0 Normal: A-C=37.0,'C-0=48.3 ConcenVdted. Loads (lb) Vert: 6=4s: 9) D+0.6MWM3 L to R (B): Uniform'Loads (pit) Vert: A-D=10.0,, C-E=-10.0 Normal: A-C=111.8, C-0=19.0 Concentrated Loads (lb) Vert: C=45• 10) D+0.6MWFR5 R to L (B): Uniform Loads (plf) Vert: A-D=10,0, C-E=-10.6 Normal; A-C=77,7, C-D=4.9 Concentrated loads (lb) Vert: C=-75 11) 0+0:75Lr+0,75L+0.75(0.6C&C U): Uniform Loads (plo Vert: A-D=60.0, C-E=-20.0 Normal: A-C=237.6, C-D=129.7 Concentrated Loads (lb) Vert: C=-17 12) D+0.75Lr+0.75L+0.75(0.6C&CD): Uniform Loads (pIf) 'Vert.;-Cf=60.0;C-E=-20.0• Normal: C-D=-31.5 Concentrated Loads. (lb) Vert: C=-15 13) D+0,75Lr+0.75L+6.75(0.6MWFRS L to R (A)): Uniform Loads (pIf) Vert: A-D=-60.0, C=E=-20.6 Normal: A-C=42.2, C-D=17.5 Concentrated Loads (115) Vert: C=-17 14) D+.0.75Lr+0.75L+0.75(0.6MWFRS R to L (A)): Continued on page 3 WARMING: Verify design parameters and ,READ NOTES (Additional notes on attached sheet) Design valid for use only YA1 MiTekbilra Span® sections This designis based only;upon parameters shown, and is for an IndMdual building component to be installed and loaded vertically. Applicability of deslgn:parsmeters and proper Incorporaiion of component is the,responsibirilyrof fhe building designer M � Tte—,, k -notthe Wsp designer. Bracingshorvn'isforreductionof buckling length ofweb/chord members only.'Addilional permanent cross bracing or bracing of •„ _.,.._ the overall structure is the responsibility of the,building.designer. Temparary' biracing!td fn'sure slabllity Ouriilg construction Is the gesponslbllity'of the truss erector.:See CFSEI Field Inslallagon Guide forrCo)d-Farmed Steel Roof Truss$s, Tech Note 551e and CFSSCSI. published by SBCA for,guidance. ;111Va-Spay° t Job WAWA 5380 Truss Type Oly Ply Truss a221sezt OS210019 ROOFTRUSS 4 1 CJ5 manning noting wppites,- ucaia i russ (Aegis) d.[.D:U bU1LU CLU not 13 ZUZ1 mneK Mon Jan lu 14:J1:1J 2U2< rage 3 LOAD-COMBINATION(S) D+Lr, D. D+O.6W, D+0.75Lr+0.75(0.6W) Except: Uniform Loads (plo Vert: A-D=60.0, C-E=-20.0 Normal: A-C=27.7, C-D=36.3 Concentrated Loads'(Ib) Vert: C=-17 15) D+0.75Lr+0.75L+0.75(0.6MWFRS L to R (B)): Uniform Loads (plq; Vert: A-D'=60.0, C-E=-20.0 Normal: A-C=83.9, C-6=59.2 Concentrated Loads`(ib) Vert:.C=-17 16) D+0.75L(+0.75L+0.75(0.6MWFRS R to L (B)): Uniform Loads (pif) Vert: A-D=60.0, E-E=-20.0 Normal: A-C=58.3, C-D=33.6 Concentrated Loads (Ib) Vert: C=-17 A WARNING - Verify design parameters and READ NOTES(Addilionalriotesdnaltachedsheet) O Design vat(d foruse only p ith MiTek'Ullra-Sparse sections. This design'ls based only upon parameters shown, and is for an indtdldual building component la beJnstalled andloaded wrtically: Applicability of design paiameters and proper Incorporation of component Is the responsibility of the buildirig designer ' To notlhe'Uuss designer. ('Bracing shown is,for reduction of buckMg lengtivorweb)chord members ably. �Addilional permanent erossbracing or bracing of M - !he overall structure is the responsibility of the building designer. Temporary bracing to insure'stabllity'during construction is the responsibility of the truss erector. 'See CFSEI Field Installation Guide for Cold -Formed Steel Roof Trusses, Tech 1,161e SSte and CFSBCSI published by SBCAfor guidance. �. Uitra=Sparc° Job WAWA 5380 Truss Type Qty Ply Truss A2219822 08210019 ROOF TRUSS 4 1 CJ6 manning nuhding Supp ies - ucaia Truss (Aegis) SCREW QTY (Total = S ). All Screws Are #10.16 Tr3 CHORDS C-8:3, D-E:2, E-13:2 IL SCREW QTY CHORDS- C-E:2 .8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 1014:3114 2022 Page 1 Galvanization = G60 Truss weight = 23lbs .240 5.I0.12 525USJ073x6 30USWO35 50 wm sds sio.tx 1 s.tnac ,011111111ill" BEN'' No 03 r '• STATE "On F 4u.: 1rNA; +►�`• Seal authorized by James P. Loobyr, PE48503 LOADING (pso SPACING 2-0.0 CSI DEFL (in) (loc) Udell SCREW VALUE. (00-16 T/3) TCLL,'Lr 2.0.0 Code TC 1.00 Veirt.A.) 0.11 A >440 035.2601b'0464221b TCOL,D 15.0 FBC2017AISI-S106/S240 BC 0.20 Vert(TL) 0.11 A >419 0574951b 0734951b'0974951b BOLL, L 0.0 WB 0.60 Horz(TL) 0.00 n/a Screw Value Increased BCDL, D 10.0 Deflection Criteria (Live Load) (t,lt;)r 035/646 or higher 4101b Truss = U240, Cant = U120 046/057 orhigher4951b Ovrhg = U120, EV'= U240 STEEL SECTION BRACING TOP CHORD 35 USC 057,50 `Except' TOP CHORD Sheathed A-D D;E 30 USW 035 50 BOT CHORD 6.0-0 on center bracing C-E BOT CHORD 35 USC 035'50 WEBS 30U8W 0-35 50 REACTIONS OUsize/material) C16-6-0/13FS, E/0-3-8/UKN Max Down G=438(LC No. 1-D+Lr), E=216(LC No. 1-D+Lr) Max Uplift 'C=391(LC No: 9-D+0:610WFRS L. to R (e)), E=-158(LC,No. 9-D+0.6MWFRS L to R (B)) FORCES (lb) Max. Compression%Tension Force TOP CHORD A-B=0163, B-C=0170; C-F=-218/50, D-F=-191/83, O-E=-239/371 BOT'CHORD C-E=-3/3 NOTES 1) This truss has been designedfor unbalanced loading conditions. 2) This truss designed'with ASCE 7-16 wind load as referenced by FBC2017 . V = 160 mph, combined C&C and MWFRS Method, Risk Categoryll h = 25:00 ft , Exposure'Category,C,'Enc)ose`dlBuilding,Kz = 0,95 t Kd = 0.85 , Kzt= 1.00 ; Edge. Roof' Zone, 'a" distance = 4.5 ft. using atop chofd'effectiVe area -of 20.8 sq.'ft. TCDL = 5.Opsf ,.BCDL:=.5.0 psf. The, Right End. Vertical is not exposed to Wind. Design Velocity Pressure, qh = 52:7 psL Internal pressure coeff, GCp1= 0.18.,Reported reactions per MWFRS loads. 3) Horizontal load applied to thistru's's resulting from the standard wind load, equal to 344'6 has been considered to be resisted by the diaphragm grid/or otherelements, the design•of which shall be the responsibility of the Engineer of Record: Wind loads applied to the supporting wall should be considered when designing truss t0 wall connections. 4) End of overhangs) restrained from rotation. LOAD COMBINATIONS) D+Lr, D; D+0.61N, 'D+0.75Lr+0.75(0AW), January 11,2022 A WARNING- Verify design parameters and REAP NOTES (Addhionainotesonauached:heel) Designyalld for use only with MTek-Ultra Span,®: sections. This design Is based only upbn:paranteters shown, and is far an individual building.componenl to be Installed and loedetl vertteally Apphrability of design parameters,and proper Incorporalien'of component is the respansibtlity of the building designerMiTe k - not the truss designer. Bracing showwn is for reduction of buckling lenglli of weblehord members. only-AOditional permanent cross bracing.or bracing of the overall structure is•the responsibility of the building designer. Temporary bracing to'Insure stability during construction Is the responsibility of ute truss erector: See CFSEI Field InstallationGulde for Cold -Formed Steel Roof Trusses, Tech Note 651 a and CFSBCSI publishedby'SBCA for guidance. .Ultra -Spann Job WAWA 5380 Truss Type Qty Ply Truss A2219823 OS210019 ROOF TRUSS 2 1 HJ1 Manning Building Supplies - Ocala Truss (Aegis) SCREW OTY (Total. =108 ).All Screws Aie #10-16 T/3 CHORDS B-C:S, H-1:2.1-HA WEBS C-M:2,'D'.Mr2, E-11:3, E-L:4; E-M:23 F-J:3, F.K:3, G-1:21 G-J:2 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:31117 2022 Page 1 Galvanization = G60 Truss weight = 67 Ibs _-leln R!-I :-L1 10.'�.13, 2.1�7 _�.Ir• 3 2.e.11 � -+•lain 0S3 164 !-U. &Y.. oou6KW P 1-3i :243 04-A W.6 i 2415 I 2.6-11 SCREW CITY 0411 2.0.7 3-2.0 5.7.6 ass 11.2.0 CHORDS B-M:17 WE85 1-G:2, J-F:5, J-13[2, K-E:4'1 K-FA, L-E:s, M-C:2, M-D:2, M-E:2 LOADING (pso SPACING 1-0-0 CSI DEFL (in) (lop) L/de0 SCREW VALUE. (#10-16 T/3) TCLL„Lr 20.0' Code TC 0!80 Vert(LL) 0.37 A >397 0352801b.0464221b TCDL, D 15.0' FBC2017 AISI-S100/S240 Bb 6.67 Vert(TL) 0.30 A >4t18' 057 4951b 073 49510 697 4951b BOLL, L 0.0 W9 6.89 HOrz(TL) 0.00 n/a Screw Value Increased BCDL; D 10.0 Deflection ;Cntena (Live Load) (tjt,): 035/046 orhigher4101b Truss.=,U240, Cant ,= U120 046/057 or higher 4951b Ovrhg = Lf120, EV = L1240 STEEL SECTION BRACING TOP CHORD '35 USC;057 50'Ezcepl' TOP CHORD Sheathed A-H `H-I 30 USW 035 50 BOT CHORD '6.0-0 on center bracing B=1 BOT.CHORD 35 USC 036 50 WEBS 15 USW-035 50 4Except• E-L 30 USW 035 50, F-J 25 USW 035 50 . REACTIONS alltize/material) L/0-8-8/CFS,1104-0135USKW Max Down L=655(LC No. 2-D+Unbal.Lr L), 1=142(LC No. 10-D+0.6MWFRS.R to L (B)) Maz Uplift L=-790(LC No.7-D+0.6MWFRS Lto R (A)), 1=A25(LC No.1-D+Lr) FORCES, (lb) Max-Compress)on/Tenslon Force TOP CHORD A-B=0/34, B-C=2226/893, C-D=-2401/1056, 0-E=-2530/1114, E.F=-1342/782, F-N.=-329/139, G-N=-3241168„ G-H=-36/12; H-I=-46/81 BOT CHORD B-O=-83112299, M-0=-853/2326, L-M=-992/2468, K-L=992/20Efi, J-K=-792/1146; I-J=145/241 WEBS G-M=-160/203;.D-M=389/136,.E-M=-89/B7, E-L=-62311394, E-K-1121/488, F-K=73711100, F-J=>i 19217.43, (31l=-3241554. G-11=462/230 NOTES 1) This truss has been.desighed for unbalanced loading conditions. 2) This truss designed With ASCE,7 10 wind.load as referenced by FBC2017 . V=160 mph, combined C&C and. MWFRS Method, Risk Category 11 h = 25.00; ft., Exposure, Calegory'C,'Enclosed Building Kz = 0.95 Kd = 0.85 , Kit—_1.00 , Edge Roof Zona, "a distance = 4.5 ft. using a top chord effective area of 65.8 sq. ft. TCDL = 5.Opsf BCDL = 5 O psf. The Right End Vertical is not exposed to Wind The Left Cantilever is exposed to vend Design Velocity Pressure qh 52.7Internal pressure coeff GCpt ., 18 Reported reactions per MWFRS'loads. 3) Horizontal load applied to thistruss resulting from the standardwind load equal to 208Ib has been ponsldered.to ,be resisted by the diaphragm and/or other elements, the:design of.which shall be the respons/bilily of the Engineer of Record) Wind loads applied to the supporting wall should be -considered When designing truss to wall connections. 4) End of-ovethang(s)'restrained from rotation. 5) Attach 35USGP.at location.of fie -in trusses -'See UKUS-24. 6) Connection of tie-in truss(es) required at As M. Contact MITek. Continued on page 2 ��� P No 4850 Svo . •.. SATE 0 .. Seal authdOzerl by Jarnes P. Looby, PE 48503 January 11,2022 Alk WARNING- Verify design parameters and READ NOTES '(AddiOonalnotesonattachedsheeq iTek 'Desi n valid for use onl lvith ek Ull -- a.®seclioos de' b s g, y _ MIT ra Sp n .This signls a ed only upon parametersshown, and Is far an individual building componentto be instalka and loaded vertically. Applicability of design parameters'and. properIncorporation'of component N the responsibility of the building designer not the truss designer, Bracing shown -Is reduction of buckling length of web/iiiord members oofy: Additional permanent cioss.brac(ng;or biacing of _ the.overall strucluieTs the responsibility of the building designer. Temparary bracing'to Insure stability' during construction Is the responsibility, offife truss erector. See CF-SEI Field Installation Guide for Cold -Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance._ Ultra -$pan° Job WAWA 5380 Truss Type City Ply Truss A2219823 08210019 ROOF TRUSS 2 1 HJ1 Manning Building Supplies - Ocala Truss (Aegis) '8.7.5.0 BUILD 220 Oct 132021 MiTek Mon Jan 10 14:31:112022 Page 2 NOTES 7) Attach 35USGPX at location of lie -in trusses - See US2US 23. LOAI)'COMBINATIO N(S) D+Lr, D, D+0.6W, D+0.75Lr+0.75(0.6W) Except: 1) D+Lr: Uniform Loads (plp Vert. A-H=35.0, B-I=-10.0 Concentrated Loads (lb) Ver):'M=196-K=611 J=118 0=-285 2) D+Unbal.Lr L: Uniform Loads (pit) Vert: A-H=-35:0, B-1=-10.0 Concentrated Loads (lb) Vert: M=71 K=366 J=A81 0=285 3) D+UnIiaLL,r R:, Uniform'Loads (pin Vert: A-H=-;15:0, B-1=-10,0 Concentrated Loads (lb)' Vert: M=71 K=368 J=181 O-285 4) D: , Uniform Loads (pin Vert: A-1-1=-15.0, 8-1=-10.0 Concentrated Loads.(lb) Vert: M=71 K=269 J=89 0=-134 5) D+0.6C&C U: Uniform Loads (plf) Vert: A-H`-5:0, 8-1=-5.0 Normal: A-8=130A, 8-E?91.6, &N=46.5, H-N=72:3, B-L=38.5 Concentrated Loads (lb) Vert: M=37 K=-372 J=195 0=368 6) D+0.6C&C D: Uniform Loads (pin Vert: A-H=-5.0,:6-1=-5.0 NormaivB4H 16.3, &L=5.7 Concentrated LoadS (lb) Vert- M=-114K=-461' J=46 0=354 7) D+0.6MWFRS L to R (A): Uniform Loads (016 Vert-. A-H=-5:0611-1==5.0 Normal::A=B=55.9, B-H=39.5, B-L=16A Concentrated Loads (lb) Vert: M=-37 K=372 J=195 0=368 8) D+0.6MWFR$'R to L (A): Uniform Loads (pin Vert: A-H=-5.0', 8-1=-5.0 Norinal:,A-B=21.6, B=H=273, B=L=-51 Concentrated Loads (lb) Vert: M=-37 K=-372 J=195 0=368 9) D+0.6MWFRS.L IoR (B)t Uniform Loads (plf) Vert: A-H=-5.0; Bd=-5.0 Normal: A-B=55.9, B-H=39.5, B-L=16A 'ConcentMted Loads.(Ib) Vert M=-37 K=-372 J=195 0=368 10).D+O.6MWFRS R46 L (B)S Uniforrn.Loads (pin Vert' A,H=-5:0', B-1=5.0 Norrnal:,A-B=38.9, B-H=22.4, B'-L--16.4 'Concentrated Loads (lb) Vert: M=-37 K=-372:J=195 0=368 11)'D+0.75Lr+0.75L+0.75,(0:6C&C U): Uniform Loads (910 Vert: A-H=-30.0, 84:7 0.0 Normal: A-B=97.6, B=E=68.7, E-N=34.% H-N=54 2; B-L=26.9 Concentrated Loads.(Ib) Vert:• M=124 K=178 J=66 0=65 12) D+0.751.r+0:751_tf) 75(O.00BC D): Uniform Loads (pin' Vert: A;H=-30.0,'B-1==10.0 Normal: B-H=-12.2, B=L=4:3 Concentraled Loads (lb) Vert: M=66'K=111 J=46 0=54 Continued on.page 3 A WARNING- Verify design parameters and READ NOTES (Additional notes on attachedsheel) ,Design valid for use only with MiTek Ultra SpanO sections; Thls.design is based only upon parameters shotin, and is for an individual building component ,lobe Installed andloaded vertically. Applicability of design parameters and proper Incurporallon of component Is the responsibillty of (he building designer MiTok. not the truss designee Bracing sbmin is for reduction of buckling tendtli of vrelikliord,members only. Additional permanent cross bracing or bracing of gie overall structure Is the responsibility, or.lhe widing designer. Temporary bracing to insure stability during constriction is -the responsibility of the truss erector. 'See CFSEI.Field Installation Guide for Cold -Formed Steel Roaf Trusses;:Tech Note 551a"and CFSBCSI,putilished by SBCA for,guidance: Ultra-Spano y Job WAWA 5360 Truss Type Qty Ply Truss A2219823 OSM019 ROOF TRUSS 2 1 HJ1 rviauuurg ouuumg auppnes - �caia truss tneprsf t1.r.9.0 rlUILU ZZU uct 13 ZUZ7 mi I eK Mon Jan 1u 14:31:w Zu22 Page 3 LOAD COMBINATION(S) D+.Lr, D, D+0.6W, D+0.75Lr+0.75(0.6W) Except: 13) D+0.75Lr+0..75L+0.75(O,6MWFRS L to R (A)): Uniform Loads'(pif) Vert: A-H=-30.0, B-1=10.0 Normal: A-B=41'.9, B-H=29.6, B-L=12.3 Concentrated Loads (lb). Vert: W 124 K=178 J'=66 0=65 14) D+0.75Lr+0:75L+0.75(O.6MyVFRS R to L (A)): Uniform Loads (plf) Vert:,A-H=-30.0, B-1=10.0 Normal: A-8=16.2, B-H=20.5, B-L=-4.3 Concentrated Loads (Ib) Vert: M=124 K=171), J=66 0=65 15) D+0.75Lr+0,75L+0.75(0.6MWFR$ L to R (B)): Uniform LoaO.'(pIQ - Vert: A-H==30.0, B-1=10.0 Normal: A-B=41.9, B-H=29.6, BiL=12.3 Concentrated Loads (lb) Vefti WIN 0178 J=66.0=65 16) D+0.75Lr+0,75U+0.75(0.6MWFRS'R to Uniform Loads,(pip Vert:`A-11==30.0, B-I=10.0 Normal: A7B=29.1, B-H=16.8, B-L=12.3 Concentrated Wads (lb) Vert:.M=124 K=176 J=66'0=65 WARNING - Verify.deMgn parameters and READ NOTES (Additional notes onatlachedsheet) ■ o, peslgo valid.'for use only ivdth MiTek Ultra SpanO secitons. This design Is based only upon parameters' shown, and is for an individual Wilding "component to be Installed and loaded,vertically., Applicability of design paramrs eteand,proper incorporation; of component Is the respontibllity.of the•bullding designer ' --not 'the truss.des(gner. 'Bracing:shbwn is for -reduction of buckling rength of Webfclioid members only. AddilionaYperrnanentcross bracing or bracing o(' Pie overall structure Is the,responsibihly, of the building designer. Temporarybracing to insure stablIlly during construction is the respohsibilityof Ilse'tniss erector. Sea dk§Er Field. lnsfallatlon'Gulde forCold-Formed Steel Rao( Trusses Tech.Nole 551e and CFSBCSroublisped by SBCA for guldance, Ultra Spain Job WAWA 5380 Truss Type 0ly Ply Truss A2219824 OS210019 ROOF TRUSS 2 1 HJ2 manning rsuueing suppues- ucaia i russ (Aegis) SCREW QTY (Total - 104). All Screws Are #10-16 T13 CHORDS B-C:S,H-1:2,i-HA WEBS C-M:2,D.M:2, E-K:3, E-L:3, E.M:2, FJ:3, F-K:3, G-1:2, G-J:2 B.7.5.0 BUILD 220 Oct 13 2021 MITek Mon Jan 1014:31:19 2022 Page 1 Galvanization = G60 Truss weight = 63 Ibs 2AC113 AL-1 24.3 aA131 2.1.2 }R15 1 2$11 •b1610 0.s3 29.7 1" 5.7.6 e-5-5 11.2.0 I 35USKW K-]1 24-31I4.21 2-!.G 2.0-15 1 24111 SCREW QTY u.s3 NO 12_o 5.7.6 ass n•2•u CHORDS B.M:16 WEBS I.G:2, J-F:4, J-G:2, ik-lm, K-F:4, L-E:s, M-C:2, M-M2, M-E:2 LOADING (pso SPACING 1-0.0 CSI DEFL (in) (too) UdeO SCREW VALUE, (#1046 T/3) TCLL, Lr 20.0 Code TC 6.99 Vert(LL) 0.38 A >383 6352801b 0464221b TCDL,D' 15.0 FBC2017AISI-SI001S240 BC 0.53 Vert(TQ 0.31 A >463 0574951b 0734951b 0974951b BOLL, L 0.0 WB 0.76 Hprz(TE) 0.00 - n/a Screw Value increased BCDL, D 10.0 Deflection Cdteba (Live Load) (t,/t2): 0351046 or higher4101b Truss = U240, Cant = 020 046/057 or. higher 4951b Ovrhg = U120, EV = U240 STEEL SECTION BRACING TOP CHORD '35 USC 046 50'Excepl' TOP CHORD Sheathed A-H H-I 30 USW 035 50 BOT CHORD 6.6-0 on center bracing B-I BOT CHORD 35 USC 035 60 WEBS 15 USW 035 50 `Except` 'E-L 30 USW 035:50, F-J 25, USW 035 50 REACTIONS Ot(size/material) U0-8-8/CFS, I/0-4-0135USKW Max Down L=498(LC No. 2-D+Unbal.Lr L), 1=81(LC No. 10-13+0:6MWFRS R to L (B))' Max Uplift L=-581(LC No. 7=D+0.6MWFR5 CIO R (A)), 1=-80(LC'No. 1-D+Lr) FORCES (lb) Maz..CompressionlTension Force TOP'CHORD A-13=0/34, 6-C?-20771746, C-D=-2118/844, D-E=-2224/889, E-F=A1871666, F-N=2761100i G-N=-271/129, G-H=-36/12, H=1=45/80 BOT CHORD .8=0=409/2189, M-0=723/2204, L-M=790/2201, K-L=-790/1799, J,K=7618/992. 1-J=-108/194 WEBS 'C-M=-87/108, D-M=-323/95, E-M=-79178,.E-L=-47811204, E-K==9841380; F-K=-66211007, F-J=-1059/646, G-J=-267/476, G-I=-3071172 NOTES 1) This truss has been designed for unbalanced loading conditions, 2) This truss designed with ASCE 7-10 wind load as referenced. by FBC2017. V =160 mphcombined.= and MWFRS Method, Risk Category II It= 25.00 ft. , Exposure Category C;,Enclosed Building Kz . '0.95 Kd = 0.85, Kzt 1.00 Edge Roof Zone, "a" distance = 4.5 ft. using'a lop chord effeclive area of 05.6 sq..ft. TCDL = 5.0psf BCDL.='S 0 psi The Right. End. Vertical is not exposed to Wind. The Left Cantilever is exposed to wind Design Veloglty Pressure qh' 52 7 psf. Inte*mbI pressure coeff, GCpf =b.18. Reported readlions per MWFRS loads! 3) Horizontal lead applied to thl's;trtiss resulting from the standard wind load, equal to208 lb has been considered to be.resisted by'theAiaphragm and/or other elements, the design cf which'shall b6 the+responsibflfty of the Engineer of Record. Wind loads applied to the suppoRing'Wall.should be d6nsidered when designing truss to wall, connections 4) Edd ato 0rhang(6) restralned from rotation 5) Attach 35USGP al location of fie -in trusses See US2US-24. 6) Connection of tie-in lruss(es) required at Jts M. Contact MiTek. Continued on page 2 P Lij. Nd 8503 r STATE O,F� � Seal authorized by James.P. Loiiby; PE48503 January 11,2022 A, WARNING - Verify d' esigh parameters.and READ NOTES (Addluonalhotedonanachedshedt) 1 "'s 'Design valid for use only with MiTek Ultra-SpanS$ sections. This design Is based only'upon paramelersshoxn, and is for an Individual building component ;to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is the responsibility of the buildiligdesigher MEI Tee , :-nolthe ,truss ilesignec` Bracing shmvnlsfarreductionolbuckling'lehglhi)fweb/cliordmembeisonly. Additional�permanenlcrossbracingorbracing.of the overall structure Is the responsibilityof the-buiiding'designer. Temporary bracing lofnsbre stability during construction is the responsibility of the Muss erector. See CFSEI Field Installation Gulde for Cold -Formed Steel Roof Trusses; Tech Note 55le and CFSBCSI published by SBCA for guidance, Ultra -.Span'' Job WAWA 5380 Truss Type My Ply Truss OS210019 ROOF TRUSS 2 1 HJ2 A2219824 •.•--ti _.Fr'. a ,'... o.r.o.0 uu1Lu a du uct 1J zuzl MI I eK Mon Jan 10 14:31:19 2022 Page 2 NOTES 7) Attach 35USGPXAt location of tie-in trusses - See U82US-23. LOAD COMBINATION(S) D+Lr, D, D+0.6W, Dt0.75Lr+0.75(0.6W) Except: 1) D+Lr: Uniform Loads (plf) Vert: A-H=-35.0, B-1=-10.0, Concenlrated'Loads (Ib) Vert: M=198 K=611 J=-118 0=175 2) D+Unbal.Lr L: Uniform Loads (pif) Vert: A=H=-35.0, 8-1=40.0 Concentrated Loads (lb) Vert: M=71 K=368 J=181 0=-175 3) D+Unbal.Lr R: Uniform Loads (plo Vert: A-H=15.0, B-1=-10.6 Concentrated Loads (lb) Vert.: 1`4=71 R=368 J=-181 0=175 4) D: Uniform Loads (pit) Vert: A-H=15.0, B-1=-10.0 Concentrated Loads {Ib)• Vert: M=71:K=269 J=-89 0=-84 5) D+0.6C&C U: Uniform Loads (ptl) Vert: A-1­1=5X, B-1=-5.0 Normal: A=B=130.1, B-E=91.6, E-N=46.5, H-N=72.3, B-L=38.5 Concentrated Loadw(lb) . Vert: W-37 K=-372 J=.195 0=220 6) D+0.6C&C D: Uniform Loads (pit) Vert: A-H=-5.6B-1=-5.0 Normal:. B-H=-16.3, B-L=5:7 Concentrated Loads.(Ib) Vert; M=-114'K=-461 J=46 0=211 7) D+0.6MWFRS L to R (A): Uniform Loads (plo Vert: A-1­1=50; B-I=•5.0, Normal: A-B='55.9, B-H'=39.5, B-L=16.4 Concentrated Loads(fb) Vert: W-37.K=-372 J=195 0=220 8) D+O.6MWFRS R to L (A): Uniform Loads (plo Vert: A-H=-5.0, B-1=-5.0 Normal: A-B=21.6, 1J-H=27.3, B-L=-5.7 Concentrated Loads (Ili) Vert: M=37 K=-372 J=195 0=220 9j D+0.6MWFRS L to;R (B): Uniform Loads (plQ Vert: A-1­1=-5.0,'B-1=-5.0 Normal: A-B=55.9, B-H=39.5, B-L=16.4 Concentrated Loads'(Ib) Vert: M=37 K=-372 J=195 0=220 16) D+0.6MWFRS.R to L (B): Uniform Loads (plf)' - Vert: A-H==5.0, B-I=-5.0 Norrttal: A-B=38.9, B-H=214, B-L=16.4 Concentrated Loads,(Ib) Vert: M=-37 9=-372 J=195 0=220 11)D+0.75Lr+0.75L+0.75(O.6c&C U): Uniform Loads (plo Vert: A-1­1=30.0, B-1=10,0 Normal: A-B=97.6,,B-E=689, E•N=34.9, H-N=54.2, B•L--A.9 Concentrated 1-cidds;(Ib), Vert: M=124 K-178 J=66 0=36 12) D+0.75Lt .0:75L+0;75(O.60&C D): Uniform.Loads (plf) Vert: A-H=-30;0, 8-1=-10.0 Normal: B-1-1--12.2, B-L=4.3 Concentrated Loailsl(Ib) Vert; M=60 K=111 J=-46 0=30 Continued on page 3 A WARNING- Verify design parameters and READ NOTES (Addieonai notes on attached sheet) Design valid for use only With M7ek Ultra-SpanO sections. This design Is base'd only upon parameters shown, and is for an Individual building component j to be installed and loaded veNcaliy. Applicability of parameters and proper incorporalion'of component Is the responsibility of the building.designer M not the truss designer. 'Bracing shown Is for reduction of buckling length of web/chord inembers,only..Additlonal peimaneol cross -bracing or bracing of ... the overall structure is the responsibility of the building designer., T0nporary.bMcing lolnsure stability during construction Is the responsibility or the truss_ erector` See CFSEI Field Inslallahon Guide Tor Cold -Farmed Steel RoofTrusges, Tech Noteb5le and CFSBbSI published by SBCA for guidance. - - :Ultra -Span° Job WAWA 5380 Truss Type :Qty Ply Truss A2219824 OS210019 ROOF TRUSS 2 1 HJ2 IvIdI111111W Dullulng 0upplle5 - UUald I luss; tMLB15) P.(tD.0 MUILU ZAU U01 IJeU,41 Nil I eK PAon Jan iu icai; isxuzz rage LOAD COMBINATIONS) D+Lr, D, D+D.GW, D+0.75Lr+0.75(0.6W) . FXcept: 13) D+0.75Lr+0.75L+0.75(0.6MWFRS'L to R (A)): Uniform Loads.(plQ VerL A-H=36.0, B-1-110.0 Normal: -A-B=!41.9, B-H--29.6, B-L=12.3 Concentrated Loads (lb) Verl',101=1 , 24 k=1 79 J=65 0=36 14) D+0.*75Lf+0;75L+0.75(0:6MWFRS R to L (A)): Uniform Loads (plf) . Vert: A-H=.-30.0, B4=-110.0 Normal: kB=16.2,B-H=.40.5, B-L=-4.3 Concentrated Loads (Ib) Ved:*IN K=178 J=66 0=36 15) D*0.75Lr#0.75L+DY5(0.6MWFRS L to R (13)): Unifohn Loads'(0!0 Vert- XH=-30.0, B-1=10.0 N6rmak A-6=4 I :% BH=29.6, B.L=1 2.3 Concentrated Loads (16) Vert: W124 K=178 J"660=36 16) D+0.,75Lr+0,75L+6.75(0.6MWPR.S,R to L (8)): Unil'ofm Loads (010 Vert! A-11=30:0, 8 -1=10.0 Norma-I:A-81=29.1, B-H=*16.8, 8-'Lt-112.3 Concentrated Loads (16) Vert: M=124 X=116 J=66 0=36 K'WARNING- Verify design parameters and READ NOTES (Additional nolis 66 attdchedit,66t). • Design valid for use only with Mi7ek'U.1tra.-spari(b bectiotis. This clesitin Is based only upon parameters shown, and is for an Individual building componer to he Irisfilled and loaded vertically. Applicability of design parameterg and propefincorporation ,of compohent.1s; the responsibility of the building disigner Tt'- ka not the'truss designer. gracing shown Is for reduction of buckling length of,web/chordm-embers ohly: Additional permanent cross bracing or bracing of M the overall structure Is the responsibility of the building designee "TernooraiVii(adhi; to insure sl6611ity duringcionsiru6tlon is. t.fie;responsibil 'y " o'a 'a -truss � erecJ1or.' Sie qSEITIelq installation Guide ror�qcld-Formed Steel Roof �fwsses,,Tech Noletifile�ancl.CFSBCSI published by SBCAfar ,.uId.n.i. Ultra-sp ------------ Job WAWA 5380 Truss Type Qty Ply Truss A2219825 08210019 ROOFTRUSS 8 1 J1 Manning Building Supplies - Ocala Truss (Aegis) SCREW QTY (Total - 21 ). All Screws Are #10-16 T19 CHORDS C-B:S, E-17:2, F-E:2 WWE9s D-F:2, D-G:2 SCREWY QTY CHORDS C-G[6 WEBS F-0:2, G40:2 8.7.5.0 BUILD .220 Oct 13 2021 MITek Mon Jan 10 14:31:21 2022 Page 1 Galvanization = G60 Truss weight = 34 Ibs i 240 1 111.0 4.0.7 :00 YII.O b40 525USJ073x6 30USWO35 50 w/4 sds } 1.9 Blom No 48503 M r ' STATE OF �� .�• ,off P :��,��•, �tS ♦� `Cjh E '% Seal authorized by James P. Looby, PE48503 LOADING (psf) SPACING 2-0-0 CSI I DEFL (in) (too) Lidell SCREWVALUE. (#1046T/3) TCLL, Lr 20.0 Code TC 0.93 Vert(LL) 0.18 A >263 035 2801b 046 4221b TCDL,D 15.0 FBC2017AISIS100iS240 BC DAB Vert(TL) 0.17 A >287 057495115 073 4951b. .097 4951b BCLL, L 0,0 WB 0.81 Horz(TL-) 0.06 - n/a Screw Value increased BCDL; D 10.0 Deflection Criteria (Live Load) (t,/t2)t 035/046 or higher 4101b Truss = U240, Cant = U120 046/057 or higher 495lb Oving = U120, EV = U240 .STEEL SECTION BRACING TOP CHORD 35 USC 057 50 "Except' TOP CHORD Sheathed A-E E-F 30 USW Q35.50 BOT CHORD '6.070'on center bracing C-F 'BOT CHORD. 35 USC'046'50 WEBS 15 USW 035 50 REAd,TIONS QUsize/material) C/0-6-0/CFS, F/6-3=8/UKN Max Down C=524(LC No. 1-D+Lr), F=320(LC. No. 7-O+Lrj Max Uplift C=422(LC No. 9-D+0.6MWFRS L'to R (B)); F=-257(LC No. 9-D+0.6MWFRS L to R (B)) FORCES (lb) Max. Compression/Tension Force TOP CHORD A-B=0/63, B-C=0170, C-H=414/22, H-1=-330/33, D-1=-314/39, D-E=-165/55, E-F=155/335 BOT CHORD C-G=-381/397, F G=-3771399 WEBS D-G=0/102, D-F=-457/433 NOTES 1) This truss has been designed foe unbalanced loading conditions. 2) This truss designed with ASCE7-10'wind'load as -referenced by FBC2017 : V = 160 mph, combined C&C and MWFRS' Method, Risk Calegory II, h = 25.00: ft., Exposure'Category,C; Eiclosed Building Kz = 0:95 , Kd = 0,85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 4.5 ft. using a top 1:fior&effective area of 33.3 sq. ft. TCDL 5.Opsf ,.BCDL= 5.0 psf. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh'= 52.7 psf. Internal pressure coeff., GCpi=.0.18; Reported reactions per MWFRS loads, 3) Horizontal load applleci,to thislruss resulting from the'staodard'wind load, equal to 427lb has'been considered to be resisted by the diaphragfn and/or other elements, the design of which shall be the responsibility of the Engineer of Record:.Wind loadsepplied to the supporting wall should be.coneidered when designing truss to wall cbnfledtions. 4) End of overhangs) restrained from rotation. LOAD COMBINATION(S) D+Lr, D, D+0.6W, D+0:75Lr+0,75(0.6W) January 11,2022 A, WARNING- Verify design parameters and READ NOTES (Additional notesonaltaEhedsheet) ° besign valid far use only with MiTek UllraSpan® sections.. This.deslgn Islba;ed only updn parameters shown, and is for an Individual building component Jo be installed and traded vertically. ,Applicability of design pirametersend.proper Incorporation of component is the responsibility of the building designer MIT-" - notthe'tiuds designer, Bracing showoffs for reduction of,buckling length of web/chard members only; .Additional permanent dross bracing�or bracing of the overall structure Is the responslbllity of the, building designer. Ternpara y bracing to irisuie Mabllity' during.construction isyte responsibility ,otthe truss erector. See CFSEI Field Installation Gufde for Cold -Formed Steel Roof Trusses; Tech Nole 551e and CFSBCSI published bySBCA for guidance. UltraSpan6 Job WAWA 5380 Truss Type Oty Ply Truss A2219826 OS210019 ROOF TRUSS 4 1 SF1 Manning Builaing,Supplies - Ocala Truss (Aegis) Engineered connection required 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 1014:31:23 2022 Page 1 Galvanization = G60 Truss weight='5 Ibs x-r3 Rafter fully braced at lie -in location(s) LOADING (pso SPACING 0-6.0 CS11 DEFL, (in) floc) Udell BCLL, L 0.0 Code BC 0.48 Vert(LL) 0.03 A-B >999 BCDL, D 10.0 FBC2017 AISI-SiDO/S240 Veft(TL) 0.03 A-B 499 Horz(TL) HO - nM Deflection Criteria (Live Load) Truss = U240; Cant= L/120 Ovrhg = U120, EV = L/340 STEEL SECTION BOT CHORD 35 USC O57 50 BRACING BOT FLANGE 6.0-0•on center bracing B-A REACTIONS QI/sike/material) B/0-3-6/UKN, A/0-3-8/1.11KN Max Down B=224(LC No. 1-D'+Lr), A=176(LC No.11-0+1_r) Max Uplift B=29.1(LC No. 7-D'+0.6MWFRS L to R (A)), A=-229(LG No: 7-D+0.6MWFRS L to R (A)) FORCES (lb) Max. Compressionlrension Force BOT CHORD B-C=-0/0, A-C=010 Engineered connection required NOTES 1) This truss designed with ASCE 7-10 v ind'load as referenced by FBC2017. V = 160 mph, combined CAC and MWFRS Method,•Risk Category, 11, In =.25.00 ft., Exposure Category:C,'Enclosed Building Kz = 0.95 , Kd = o.65 ; Kzt =1.00 ; Edge, Roof Zone,'"a" distance = 4.5 ft. using atop chord effective area of-8333.3sq. ft. TCDL = 5.0psf ,. BCDL = 5:0 psf. Design Veloclty Pressure, tin = 52.7 psf, Internal pressure coeff, GCpi = 0.18: Reported reactions per MWFRS loads. LOAD,COMBINATION(S) D+Lr, D, D+M6W, 'D+0.75Lr+6.75(0.6W) Except: 1) D+Lr. Uniform Loads (plf) Vert: A-B=-5.0 Concenlratecildads (lb) Veit: C=-385 2) D+U*nbal.LrL: Uniform Loads (bit) Vert: A-8=-5.0 0� �i' Concentrated Loads (lb) ♦♦ r- ♦♦♦ ,P \G S •'�. `�i • Vert- C=-385 +�' �' 3) D+Unbal.LrR: No AS 03 Uniform Loads (plf) S*' Vert: A-B=-5.0 Concentrated Loads (Ili) Ve0:.C=-385' STATE (I: ' 4) D: Uniform Loads,(pif) Vert: A-B=-5.0 Concentrated Loads (lb) Vert: C=-172 '5) D+0.6C&C U: Continued on page-2 Seal abithor)zed by James P. booby, PEASS03 January 11,2022 WARNING- Verify design parameters and READ NOTES . (Additional notes onahachedsheet) a Design valid for use onlywith.MiTek Ultra-SpanO sections. Ttils design is tiased only -upon parameters shovm, and is for Individual building component to be, tnslatled and loaded vertically. Applicability of dosign parameters and proper incorporation of component is: the responsibilityof the building designer i T , k -not the truss designer. Bracing shown is for reduction of buckling length of y/eb/chord members only. 'Additibnal permanent cross bracing orbracing'of the overall structure is the iesponi bililybf thpbdildlog designer. Temporarybracing to insure stabllity dudng constructs..: WtheIesponsibllity, of the truss erector. 'See CFSEI Field Installation Guide for Cold -Formed Steel Roof Trusses, Tech Note 551e and EF58GSI published by SBCA for guidance. Job WAWA 5380 Truss Type city Piy Truss A2219826 08210019 ROOFTRUSS 4 1 SF1 induumg ouaumg auppueb - uudtd muss (aegis) B.Y.b.0 BUILD 22U Oct 13 2021 MiTek Mon Jan 1014:31:23 2022 Page 2 LOAD COMBINATIONS) D+Lr,, D, D+o.M, D+0.75Lr+0.75(0.6W) Except: Uniform Loads (plo Vert: A-B=12.5 Concentrated Loads (Ib) Vert: C=528 6) D+0,6C&C D: Uniform Loads (pit) Vert: A-B=-2.5 Concentrated Loads (Ib) Vert: C=508 7) D+0.6MWFRS L'to R (A): Uniform Loads (plo Vert: A-B=-2.5 Concentrated Loads (Ib) Vert;' C=528 8) D+0.6MWFRS R to L (A): .Uniform Loads, (plf) Vert: A-B=-2.5 .Concentrated Loads, (Ib) Vert: C=528 9),D+IUMWFR8L to R'(B): Uniform Loads (plo Vert: A=B=2:5 Concentrated Loads (Ib) Vert: C=528 10) D+0.6MWFRS R to (8): . Uniform Loads (plf) Vert:'A-B=-2.5 Concentrated Loads (ib) Vert: C=528 11) 0+075Lr+0:75L+0.75(0.60&C U): Uniform Loads'(plf) Vert: A-B=-5:0 Concentrated Loads (Ib) Vert: C=i09 12) p+0.75Lr+0.75L+0.75(0.6C&C D):_ Uniform Loads'(plf) Vert: A-B=-5.0 Concentrated Loads (Ib) Vert:'C=93 13) Dt0.75Lr+0.75L+0.75(0.6MWFRS L to R.(Aj): Uniform Loads (plf) Vert` A-B=-5.0 - Concentrated 'Loads (Ib) Vert: C=109 14) D+0.75Lr+0.75L+0:75(0.6MWFRS'R to L.(A)): Uniform Loads (plf) Vert: kB=-5.0 Concentrated Loads (Ib) Vert' C=109 15) D+0.75Lr+0.75L+0.75(0.6MWFR8 L.to R (B)): Uniform Loads (plo Vert: A-B`=-5.0 Concentrated: Loads (b) Vert:.C=109 18) Dt0:75Lr+0.75L+0.15(0:6MWFRS R to L (B)): Uniform Loads (plf) Vert: A-8=-5.0 Concentrated Loads (lb) Vert: C=109 A, WARNING - Verify design parameters and READ NOTES (Additional nolesonattachedsheet) O Design valid for use only with MiTek Ultra -Span® sections. This design Is based only upon parameters shown, and is for an IndNiduaf building component to be installed and loaded vertically. Applicability of design paramelersand'proper Incorporation of component is:lhe responsibility of the building designer - not the.bues designer. Bracing'shown is for reduction of buckling length of weblchord.menibers only. Additional permanent cross brac(ng or bracing of the overall slruclure is the responsibility of the; building designer. Temporary V4cing to insure Mabllily during conIslrudion Is the; responsibility of the truss erector. jSee CFSEI Field installation Guide for Cold -Formed Steel R6of Trusses, Tech Note 551e and CFSBCSI published by;SBCA for guidance. Ultra;Span* . - Job WAWA 5380 Truss Type City Ply Truss A2219827 OS210019 ROOF TRUSS 4 1 I SF2 I nug ounaing Suppues - Guaia Truss (Aegis) Engineered connection required Rafter fully braced at tie -In location(s) 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Man Jan 1014:31:24 2022 Page 1 Galvanization = G60 Truss weight = 5lbs EME Engineered connection required LOADING (psfj SPACING 0.6.0 PSI DEFL (in) (loc) Well BOLL, L 0.0 Code BC 0.20 Vert(LL) 0.00 B-C >999 BCDL, D 10.0 FBC2617 AISIS700/S240 Vert(TL) 0.00 B-C �,999 Horz(TL) . 0.00 - Na Deflection Criteria (Live Load) Truss = U240, Cant= U120 Ovrhg = U120, EV = L1240 STEELSECTION BOT CHORD 35 USG 057,50 BRACING BOT FLANGE 6-0-0 on center bracing C-A Engineered'connection required REACTIONS Ot/sizeltnalerial) C10-3-8/UKN, 810.6-0/CFS, A10-3-8/UKN Max Down C=62(LC No. 1-D+Lr); B=389(LC Nb..1-D+Lr), A=71(LC No. 7-D+0.6MWFRS L to R (A)), Max Uplift C=77(1_C No. 77D+0AMWFRS L to R'(A)), 8 1513(LC No. 7-D+0:6MWFRS L to R (A)), A=-49(LC No. 1-D+Lr) FORCES (lb) Max. Compression/Tension Farce BOT•GHORD C-0=610', B71D=010, R-B=010 NOTES 1) This truss'de'signed with.ASCE 7-10 wind load as referenced by FBC2017 . V = 160 mph, combined C&C and MWFRS:Method, •Risk Category II, h = 25.00 A. , Exposure Category C, Enclosed Building Kz = 0.95 , Kd = 0.85 , Kzt= 1.00 , Edge Roof Zohe,'"a" distance = 4.5 ft. using 'a top chord effective area of-8333.3 sq. ft. TCDL = 5:Opsf ; BCDL = 5A psi. Design Velocity Pressure, qh =52.7 p3f. Internal pressure coeff,'GCpi = 0.18. Reported reactions per MWFRS loads. LOAD COMBINATION(S) D+Lr, D; D+O.6W D+0.75Lr+0:75(0 6W)' Except: 1) D+Lr. Uniform Loads (plo Vert: A-C=5.0 Concentrated Loads (lb) Vert: 0=-385' 2) D+Unbal.'K: (Uniform Load's ,tit l t tl ttf� / (plf) Vert: A _ES R LQ A•C=5.0 Concentrated Loads (lb) Q ��� '� �G is N S �� Vert: D=-385 3)D-Wnbal.LrR: No 03 Uniform Loads (plf) Vert: A-C=-5.0 Concentrated Loads (lb) ' � Vert:D=-385 4) D• G r-'s STATE 9F Uniform Loads (plo Vert: A-C=-5.0 Concentrated Loads (ib) Vert: D=-172 5) D+0.6C&C U: Continued on'page 2 -'yet/tf11�1t`•° Sealauthorized by James P. Looby, PE48563 January 1.1,2022 ,4. WARNING- Verify design parameters and READ NOTES (Addi(ional notes on attadhed'sheet) Design valid for use only with Mi7ekUltra SpanO sections ThlsAeslgn is based'only upon parameter"s sho'vm, and Is for an IndNidual'building component to. be Installed and loaded vertically. Applicability of design parameters`and 'proper incorporation of componentis Ihesesponsibllity of the building designerMiTe -not the truss designer. Bracing sh6wn is for reduction of buckling length of web/chord members only.' Additional permanent cross bracing or bracing of the dverall.structure is the responsibility ofdhe building designer. Temporarybreicing,to Insure stability during consbucgon is'UieresponsitiiIilyof the:truss erFctor..See CFSEI Field Installation Guide for Cold-FormEd'Sieel Roof Trusses; Tech.N616 551e and CFSBCSI published'by:SBCA for guidance. Ultra -Span" • %P Job WAWA 5380 Truss Type Oly Ply Truss A2219827 OS210019 ROOF TRUSS 4 1 SF2 mufffling Elualging-Supplies - Ocala i russ (Aegis) 8.7.5.0 BUILD 220 Oct 13 2021 MiTek Mon Jan 10 14:31:24 2022 Page 2 LOAD COMBINATION(S) 6+Lr,.,D, 6+0.6W, D+0.75Lr+0.75(0.6W) Except: q Uniform Loads (pit) Vert: XC=2.5 Concentrated Loads,(lb) Vert D=528 6) D+O.BCkC D: Unifomi'Loads (plo Vert: AC=2.5 Concentrated Loads (lb) Vert: D=508 7) D+0.6MWFk81,to R ('A'): Uniform Load§ (pIQ Vert: A-C=46 Concentrated Loads (lb) Vert: D=528 8) D+6.6MWFRS R to L,(A): Uniforrn Loads (plo' Verit: A-C=- ' 2F5 Concentrated Loads-(Ib) Vd&.,D=_528 9) D+0.6MWF'RS L to R (8): Uniform Loads (010, Vert; A-C=-2.5 Concentrated Loads (tb) Vert: P=528 1+6) P+0.6MWF, RS.RIo L-(B)i Uniform Ldadsr(pilf) WffA-C=-2.5 Concenlraled Load's (lb) Vert: D--528 11) D+0.75Lr+015L-*0J5(0.6C&C U): Uniform Loads (A vet A-Cd_5;0 Concentrated Loads (1b) Vert-0=10a 12) D+0:76Lr+0.75L+0;75(0'.6C&C D): - Uniform Loads (piff Vert A- , C=5.0 Concentrated Loads (lb) I.. � . Vd.rI' D�-03 13) D`+0.-75Lr+0.75L*j0.75(0.6MWFRS L to R (A)): Uniforim Lciads:(010' Vert -.'A-C-__5;0 Cdhcdntrdted Loads (1b) Vert? D=109 m) -b+0.75Lr+0.75L+0.75(0.6MWFRS R to L (A)): ,Uniform Loads (prif): VdjtfA-C=-5.0. Concentrated Loads (lb) Vert-D=106 15). D+0.75Lr4-0.75L,+0.75(0.6MWFRS L to R (B)): Unifbrrh Loads (011) Vert: A.-C==5.0 Concentrated Loads'(1b) . Concentrated V6Tt7--P,:i109 16) P+0.75Lr+D.75L+0.75(0.6MWFRS R to L (B)): Uniforrh Lqifds,*@I0 VeitfA-C= ' 5.0 Concentfited Loads (lb) Vert: (W1 : 09 WARNING - Verify design parameters: arid REAb -N &Ms (Additional hotis ph attached sheet) with MiTik Ultra-spahe sections. This design hs tiasedoniy upompararnatersviown Desf10 b - ergri'valid1or useonly and is foran individual building componentinstalled and.loided veftically. Applicability of design pararnatefs; and proper Incorporationof it the res'pbhsibilily of the bUilding'deign-nt er I M Te. ' not .the truss designer. bracing,slio%sb is; for reduction otbuckling1eng1h ofwabl6hdrd rnefinbks only Additional peftnanefit cross bracing or bracing of ,, -, Hlb overall structure rs,Lhe rgsoohsibillly of the building designer. - Temporarybekindto insure, atalblliiy�dbdng construc I lion I Ol . s e re I sponsibility of the truss erector; see CFSEl Field Installation: re Guide wpold-Formed,Sfeel Roar Trusses, Tech Nole ah#.CFSBCSI.puplished by.SBq&for guidance. Uffira-S TRUSS' DRAWING anrd beelloowNsntdtmhnheee0mj)tddrnuonit sms nPLOT. Theam11l m nepmraM endinoldem0PmTnenwhore he cb boodr' nomber10(W09 Is the rwm6efof farmers lequhed for Oromm edlon. ea. e-PA2-12 rmlanen uerequ'red b connectrra,lberf1P at1*1 p acu At ,an .r,a ra.r.u+r.au.e ..usr�u �'M; ue mn: n.,u � 53=1� mi+ ii �.r-•—ci:^ ' zs•s-e o.rs - �rR •`` NS;W.IJrearl VGl.uwaeel mar rjrS F, r. riire3 wdn(Wa)da0lwdmu �� n s�cnrm smrran i< vs+ —o nu , sago a •ixvey in �r m a�wca M.y ye.u,wiv.rrm rLwW(4rrnWYiw3 sl imtnw u�•' lVro40 iivrel3uS.,.n• , �rl��~eYi l.x YaYir� •onea�e.wi� - Yam 011tfvs34„a.[wilYVI4NR4Ya W. ee,3J ..cro.. rY,m cart Ya.cwnwwwn u:,u.,a.N rnYiww ro.ln u.,ws aiaicc.iiam�awvnsum,ur:.nacn. u.en.ronnnwusan ,rsonaa .wi.ivr:"r:iaisnsamaevFns>.wi.ro.iannac-arav3. w=•:��..n �:�irf.�„rrY.�.,>.,�Y..S:Yaao...in�. • �vuµo'::nwwir u.Y�.-vrs.ar..wwr Yrm� i�ice"Y'efu�.'rs cot- �,..:a•+:a.r«.�ay.,'r+�r-'iarYnai - _ i,rlMtaeVra'aeHn,anr fro SihoAnrhwn canpression mo member frama% bb.ad wes CONNECTIQNS JOINTS See Engineering Drawing for number of screws 2-PLY per member. y When attaching web members, always'inslatt one screw near the La inside edge and one near the outside of the chord: Screws asrequired SPLICE see. drawing I Distribute required number of screws equally throughout splice area SYMBOLS Indicates'.locatfo_n or continuous, C lateral _ bracing. Indicates location of bearing,(support) "Note— Vertical Web must extend beacon bottom chord flange at points of bearing SECTION DRAWINGS. A, GENERAL SAFETY Ultra=Span@ Chord - USC NOTES 035 045 0s7 073 Failure to follow,these notes could cause Property Damage and or Personal Injury 1. Provide copies of this truss design.to:lhe TMP building designer, erection supervisor, property owner and alf other Interested parties. a Z„ 2. Top chords musl be sheathed or purlins h provided.at spacing,shown on truss design. J1 _„ 3.Bollornzhordsrequimia(eralbracing.al spacing, shown gnAruss:design. 55usc 35usc 25usc 4. Anchorage and for load transferring connections to trusses are the responsibility of.olhers unless otherwise indicated. 3n6 Ultra-S an0 Chord - USD �TYr -"1 p � 5. Do not overloadtrusses with stacksof 035 045 057 �073 007 construction malerials. IS. Do not cut or after truss members without - Prior approval.ofa professional.erigineer. 7. Careshould be.exercised in handling, ereclidn and inslallation'of trusses. 8..Allscrews shaWbe fully lightened, taking care. r — not toslrip,threads; to'form a positive. connection belween,lruss members.. 9.. Refer to Ullra-Span@ Truss.Fabrication,Guide for SX _ T% additional warnings, recommendations and details. +•IrS ILIA' Idnr '725USO 55USD 35uso Ultra-Span(D Web - US.W Ultra -Span® :Connector 035 .046057 USJ USZ bye' Sacwa.c,ni+a' 073 073 I „ _� If—�I dwehbigae N .UST 1 ISIIC b f 25 usw '^1TT. EI d screnam0 1—f LwW kigsr- n IL A Is— ' ' f 15 USW 30 USW' 30 USW Daubbweh' Tdplc NYh TMFI 325 525 700 I525 700 MIN UST to usw to) 30uswtn + Ultra -Span®. Web" US -I o35 046 057 073 Zh awswo Bearing Material RE Weed O�er, Cenael0. C.M.U. Wide Flange Cold Formed Beam .Steel IZY �t E 362USWD 25USWd STEEL SPECIFICATIONS ASTM'A653 SS Grade 50, Class 4 Ty = 501ksi (min). Galvanization G60 (min) USJD US'ZD 073 '097 073 097 325 .525 700 525' 700 Nae; A connoder, spcplW wnn (0) IMkalekloOUBLE=nalar requhed Two.(2)n,Ad _c.Modon u.requi&ed 412021 ■ M�Tek. Ultra -Span? All claims for error or defective material must be made within 6 days of receipt of goods and prior to installation. Otherwise, said claim will be denied. BENT.METAL 3"'•X 3"-18g-, 6112 .(A) HIP RIDGE BENT:@:116.57 deg (B).FASCIA BENTY @ 141:deg. 3"X.3`16g 5112IA_ (G) FASC.-P.iTCH BREAKBENT@:112.62 deg, . t• tt �Si�iii` �itttttt�J 1• BI®�at6l v t: tt IL�I�!®I�I�II•I�I�GII �Y - �✓dth`31NI u its ,ALL TRLISSTO TRUSSANb TIt05$16 STRUCTURE CONNECTIONS'Nc ro IN'REO' STRUG.'PASCIA`SPEiCIAL CONNECTION AT A..CHEDI . QI Nil Hh��1i Ill® �_I675YI®�I�I®I�■I�I�®��i�i�jffj�I� _ , ��I�i■I®I■I■I�IiMI� ALL TRU55 TO TNU53'CONNEC110Ni0U5E: `35U91tW UNtE59 OTHERvvISE NDTQp' •{pSfU_Sdf. U92U49.(, U51U9.1I.t 115105dY.U52UShb) **** THIS DRAWING IS NOT TO SCALE **** and not complete unless accompanied by a CFSB1 installation guide and CFSB3 bracing guide. tower roof slope = 6:12 rear entry. roof Slope = 5:12 BT 12622 Top. Chord Dead Load 15 p.S.f. Bottom Chord Live Load 0 p.S.f. Bottom Chord Dead Load 10 p.s.f. Total Load 45 p.s.f. Duration Factor 1.25 Wind Standard ASCE7-10 Wind Speed 160 m.p.h. Building Exposure C Building Type Closed PUN DATE 74 -2021 ` APPROVAL OF THIS TRUSS LAYOUT IS NECESSARY BEFORE FABRICATION CAN BEGIN. ACCEPTANCE OF THIS LAYOUT VERIFIES THAT THE SPANS, PITCHES, OVER Y_ HANDS. ELEVATIONS, DIMENSIONS, CEIUNG TRANSITIONS i BEAWNG CONDITIONS HAVE BEEN CHECKED FOR ACCURACY. ALL TRUSSES WILL BE BUILT IN ACCORDANCE WITH THIS LAYOUT. - APPROVED DY: DATE ,2 1 SLiH2 a- y y. BR4 12 U.1— W.d cal ,yD: r' oical'Truss Ends L) All etau to fruu ntwcGH to bee+kV, 35USXW—Attach p—k ll VS1U5.11.1. for ghlerftaattld+ar.U,Zr f:b.,h1d.. 2.)Maha+e' e _ fu�j.::L'tr'W with 35U5KV,'. par d..d_q;q;5: 3.)All tren ad)aekt b—hq carvrct—to be :121146A(p d-a SS-LI)wlan robdbebw. '(A)A25H511 (C SSLI) CQA26HD14 (C 55 1.1) -(0) SF CCNNECrlCN.t 1J Addlt4ml+pNd mnhectlaMpm fh+ ta6fa blow wru aa6>d n a pKMhr,... Supplies, INC. 2260 NE 2531 Ave. Ocala. FL 3447 918 I MLSONS PETROLEUM I 01 n bso S' o=� a �2� ' •� gS.:$ B B o !9 Z �o - 3 c gig B! B € B 3 B So gg I F2 SM oil icii t, ':. G2 G2 Al SEE, A2 ss N Al �R CJ2 T II„pII _' m —.' CJ2 FF2 u@ P...P� n R: 4, S ,o -' Brriq alsaanhr.gairdb ein msmMdlminM Y6np Worw plan. orlM Wsi pu lh.lndrviJual wsiawp:n Sr+dnp'dlhe � suppudn9.hucbrel�mlatltressed EY Ne er.wbp,tmkss specpm9ymted Elahtallpndload p:Ih due 6i 61.ral loida shall be the tI111f11 ,t�tt, lll� � msponsroiirydNe CdNMq Oesipn Pmhaaunal,(BOPJ. -:.•. �� OS �i' This draxlig da,nd npnsW virrpya Qaphngm design. OiapMpm dognsh.Obapef—.dby.quifffeddeslpn.r. E.Xull n Ne:espoa510Wly o1p2 BDP. dire dlapNa9m whrn PesonL.ndbad palh ,the. n ♦ �7j% C' n ( Z, i��A Z S.. CFSSCSI blishad br Cddfonnad Sl..l CounW ICFSCIdwSWdurol Bu9duq Con:pmonlsAsmd.unn (SeGlfor mrua �ual;m b aanp. Web c z _- Permanent Bracing Layout/A■ t, .9^ri 1�' •n '_ o' O: •Oj��� Ultra -Span Fabricator. Mannblg Bulking Supplies i ■ t ■ Te k ° o %Gj,a�" I.. .. Job: OS210019 Jab Reference: L2022206 IIhr. BSRO� 6 Ultra -Span Ref Numher(s): L2022206 • L2022218 tUS)902.3/7. 0 ,4 g1, 1. mEU �'R•r� ... B 's'3�. 9 3 8 Q'a §gc IIs. n� $41 3= B � 4� Is e e CJ2 CJ3 - _ _ C,13 Al A2Al Al -- CJ8 G3 yy CJ2 p +s CJ2 `T + 6 3Y I I BnGInO abawnNrpuiedbmlrain membenhamhu Ffiny dAour 7Wia Om' p of"pi4lwl N°.q. % stanpprw �esfgn"dPr�d�„mal(BDPv}nlen,p,dfnrynoled. EvalulionabadPau.N Naval bads ahan hour x d�A, ms�dly c(ux euDdYp • `���. •; ✓�,iL I^ S 7n$dmlMgdoe3 nal'represenl orilpya Sapbr am design dapivapm design shi0 he pedolmed by aeryaOpad Gsignv. EvaNslbn door dlapMpm,wh,n prturt,amd bad yarn Nlhe msppnsN111yINUe BOP. °=.�.z:p, a <? 2► z y y m rC ° =a "' m • a a'� a a She CFSBCSI•putilisMdby CaW-Formed SNel Comd(CFSCJofawSWtlurd BUNinp Componenb AssocNGan (SaCAl for racommsnded insla I. Er+aly. p Bottom Chord Permanent Bracing, Layout r o ■■ k MI UrrraSpan Fabrinlof: MannIng Su•Jding Suppriea g N 25 i�/ .* - �j +�� ' Job: OS210019 :106 Fieterence: L2042206 IiTO r d ru h allll�p++' Ultra -Span Ref Number(s): L2022206-L2022218 � i;�',ajPAn.on (366)9023441 swu.mlenn -- _ _.- A