Approval of Change Order #3 – Tricon Construction Group – Water Treatment Facility Upgrade — E-3

Job Truss Truss Type Qty Ply TIFFIN WATER TREATMENT PLANT / STRUCTURE 20 I82462245 26045-RO SD1 Hip Girder 2 3 Job Reference (optional) Revoswel Truss & Lumber, LLC, Marion, IA - 52302, Run: 25.40 S Dec 15 2025 Print: 25.4.0 S Dec 15 2025 MiTek Industries, Inc. Thu Jun 04 14:23:28 Page: 1 ID:gmKcQHVBzW4iFTmHNOf?TMygiJF-uQd_q8LHu?niARLjhJyw4Zxn4NywAI?xe5Lse?z9e7D REPAIR: BUILDING CODE CHANGED FROM 2015 TO 2018 -2-0-0 4-2-1 8-0-11 11-11-4 16-11-15 22-2-6 27-4-13 32-7-3 37-9-10 43-0-1 48-0-12 51-11-5 55-9-15 60-0-0 62-0-0 2-0-0 4-2-1 3-10-9 3-10-9 5-0-11 5-2-7 5-2-7 5-2-7 5-2-7 5-2-7 5-0-11 3-10-9 3-10-9 4-2-1 2-0-0 5x6 = 6x6 = 6x8 = 87 4x8 = 4x8 = 91 5x6 = 6x6 = 14 16" X 48" 5-0-11 5-2-4 5-0-11 0-1-9 6 16" X 48" 7 86 8 88 9 10 11 89 12 90 13 4x6 =412 4x4 = 4x4= M18AHS 8x10 = 5 15 M18AHS 8x10 = 4x6= 5-2-4 854 1692 3 17 2 18 1-2-8 1 19 8x12 = 33 3x6 32 93 31 94 953096 29 28 97 98 27 100 101 102 103 25 24 104 23 105 106 22 107 21 3x6 20 8x12 = = = 3x6 4x6 = 3x6 5x8 = 3x6 3x6 3x6 6x8 = 3x6 3x6 99 3x6 26 3x6 3x6 3x6 3x6 3x6 5x8 = 3x6 4x6 = 3x6 = = = = = = = = = = = = = = = 3x6 3x6 4x8 = M18AHS 9x10 = = = M18AHS 8x10 = 3x6 3x6 5x6 = = = 24" X 48" Material: - 2 trusses x 6 gussets/ truss = 12 gussets ATTACH 3/4" PLYWOOD OR OSB GUSSET (23/32" RATED SHEATHING 48/24 EXP 1) - 4 gussets/plywood sheet TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL - 3 sheets of 3/4" plywood SCHEDULE: 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. NAILS - Nails 0.131 x 2.5 TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END Labor: DISTANCE. 2 Carpenters for 1 hrs each to layout, cut 2 Carpenters for 2 hrs each to attach new gussets in existing attic space 4-2-1 8-0-11 11-9-8 16-11-15 22-2-6 27-4-13 32-7-3 37-9-10 43-0-1 48-2-8 51-11-5 55-9-15 60-0-0 4-2-1 3-10-9 3-8-13 5-2-7 5-2-7 5-2-7 5-2-7 5-2-7 5-2-7 5-2-7 3-8-13 3-10-9 4-2-1 Scale = 1:106.3 Plate Offsets (X, Y): [2:0-0-8,0-5-7], [6:0-2-8,0-3-0], [14:0-2-8,0-3-0], [18:0-0-8,0-5-7], [24:0-5-0,0-6-4], [29:0-5-0,0-6-0], [37:0-1-13,0-1-0], [84:0-1-13,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.95 26-27 >758 360 MT20 197/144 Snow (Pf/Pg) 19.3/25.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -1.58 26-27 >455 240 M18AHS 142/136 TCDL 10.0 Rep Stress Incr NO WB 0.58 Horz(CT) 0.30 18 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-R BCDL 10.0 Weight: 1464 lb FT = 20% LUMBER BOT CHORD 2-33=-1847/17433, 32-33=-1847/17433, 2) All loads are considered equally applied to all plies, TOP CHORD 2x6 SP 2400F 2.0E 32-93=-2355/22375, 31-93=-2355/22375, except if noted as front (F) or back (B) face in the LOAD BOT CHORD 2x8 SP 2400F 2.0E 31-94=-2888/29443, 94-95=-2888/29443, CASE(S) section. Ply to ply connections have been WEBS 2x4 SPF No.2 30-95=-2888/29443, 30-96=-2888/29443, provided to distribute only loads noted as (F) or (B), OTHERS 2x4 SPF No.2 29-96=-2888/29443, 28-29=-2888/29443, unless otherwise indicated. SLIDER Left 2x6 SPF No.2 -- 2-1-15, Right 2x6 SPF 28-97=-3484/36110, 97-98=-3484/36110, 3) Unbalanced roof live loads have been considered for this No.2 -- 2-1-15 27-98=-3484/36110, 27-99=-3484/36110, design. 99-100=-3484/36110, 100-101=-3484/36110, 4) Wind: ASCE 7-16; Vult=120mph (3-second gust) BRACING 26-101=-3484/36110, 26-102=-3313/34039, Vasd=95mph; TCDL=6.0psf; BCDL=6.0psf; h=15ft; Cat. TOP CHORD Structural wood sheathing directly applied or 102-103=-3313/34039, 25-103=-3313/34039, III; Exp B; Enclosed; C-C Exterior(2E) -2-0-0 to 4-2-1, 6-0-0 oc purlins, except 24-25=-3313/34039, 24-104=-3313/34039, Interior (1) 4-2-1 to 11-11-4, Exterior(2R) 11-11-4 to 2-0-0 oc purlins (5-11-7 max.): 6-14. 23-104=-3313/34039, 23-105=-2909/29522, 20-5-1, Interior (1) 20-5-1 to 48-0-12, Exterior(2R) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 105-106=-2909/29522, 22-106=-2909/29522, 48-0-12 to 56-6-9, Interior (1) 56-6-9 to 62-0-0; cantilever bracing. 22-107=-2351/22461, 21-107=-2351/22461, left and right exposed ; end vertical left and right REACTIONS (lb/size) 2=9724/0-11-4, 18=9764/0-11-4 20-21=-1842/17510, 18-20=-1842/17510 exposed; Lumber DOL=1.33 plate grip DOL=1.33 Max Horiz 2=-14 (LC 7) WEBS 4-33=-1446/209, 4-32=-597/5592, 5) Truss designed for wind loads in the plane of the truss Max Uplift 2=-1080 (LC 7), 18=-1085 (LC 8) 5-32=-775/32, 5-31=0/770, 6-31=-695/7035, only. For studs exposed to wind (normal to the face), see Max Grav 2=9743 (LC 12), 18=9783 (LC 13) 7-31=-8904/829, 7-30=-85/1410, Standard Industry Gable End Details as applicable, or FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 7-28=-530/5898, 8-28=-404/74, consult qualified building designer as per ANSI/TPI 1. (lb) or less except when shown. 9-28=-3007/283, 9-27=-108/1603, TOP CHORD 2-3=-19137/2046, 3-85=-19170/2053, 11-26=-262/92, 12-26=-248/2772, 4-85=-19152/2062, 4-5=-23465/2537, 12-25=-117/1687, 12-23=-5986/545, 5-6=-24056/2526, 6-7=-22726/2398, 13-23=-429/5237, 13-22=-8821/817, 7-86=-33893/3413, 86-87=-33893/3413, 14-22=-699/7080, 15-22=0/846, 8-87=-33893/3413, 8-88=-33893/3413, 15-21=-847/39, 16-21=-598/5602, 9-88=-33893/3413, 9-10=-36072/3604, 16-20=-1440/209 10-11=-36072/3604, 11-89=-36072/3604, NOTES 12-89=-36072/3604, 12-90=-29522/3029, 1) 3-ply truss to be connected together with 10d (0.131"x3") 90-91=-29522/3029, 13-91=-29522/3029, nails as follows: 13-14=-22868/2414, 14-15=-24206/2542, Top chords connected as follows: 2x6 - 2 rows staggered 15-16=-23555/2547, 16-92=-19237/2071, at 0-9-0 oc. 17-92=-19254/2063, 17-18=-19222/2056 Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. June 5,2026 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com