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Home My WebLink About03 Structural_Connections_Rexburg 230517BASIS OF DESIGN 1.BUILDING CODE 2018 IBC 2.RISK CATEGORY II 3.GRAVITY DESIGN: DEAD LOADS: Roofs 20 psf Floors 30 psf Stairs 55 psf Fire suppression elements & piping included in loads above LIVE LOADS: Roofs 20 psf Floors 50 psf Partitions 15 psf Stairs and exitways 100 psf Balconies 75 psf Gym Mezzanine 100 psf SNOW LOADS: Snow load on ground, Pg 50 psf Snow load on flat roof, Pf 35 psf Exposure factor, Ce 1.0 Importance factor, Is 1.0 Thermal factor, Ct 1.0 4.WIND DESIGN Basic wind speed 105 mph (3s gust, Ultimate) 82 mph (3s gust, Nominal) Exposure C Internal pressure coefficient, GCpi ±0.18 Components and cladding (C&C) wind pressures: 5.SEISMIC DESIGN: Importance factor, Ie 1.0 Mapped Spectral response accelerations: Ss & S1 0.372 & 0.144 Site class D Spectral response coefficients: SDs & SD1 0.373 & 0.222 Seismic Design Category D Basic Seismic-Force-Resisting System Bearing wall systems Special reinforced masonry shear walls Design Base Shear Cs*W kips Seismic response coefficient, Cs 0.075 Response modification factor, R 5.0 Analysis procedure Equivalent Lateral Force 6.SOILS: Soil bearing pressure 3000 psf Minimum frost cover 36 inches 7.ABBREVIATIONS: EOR = Engineer of record. See professional stamp this page. UNO = Unless noted otherwise Nominal C&C Wind Pressures (psf) (0.6*W) Location Tributary area (ft²) < 10 50 100 500 Roof Negative Zone 1 -19.3 -16.3 -15.0 -12.1 Negative Zone 2 -25.4 -21.6 -20.0 -16.2 Negative Zone 3 -25.4 -21.6 -20.0 -16.2 Positive Zones: 1, 2, 3 10.0 10.0 10.0 10.0 Walls Negative Zone 4 -12.0 -10.8 -10.4 -10.0 Negative Zone 5 -14.8 -12.5 -11.5 -10.0 Positive Zones: 4, 5 11.1 10.0 10.0 10.0 Width of pressure coefficient zone:a = 5.2 ft GENERAL 1.THE GENERAL CONTRACTOR SHALL: A.Be familiar with the contract documents and insure that subcontractors are familiar with their portion of the work. Submit a written request to the Arch/EOR for approval before proceeding with any changes. B.Verifies site conditions and dimensions at the site. If they differ from the contract documents, notify the Arch/EOR prior to fabrication/construction of affected elements. Affected details may require redesign. C.Report to the Arch/EOR modifications made to the structure. D.Be responsible for safety and protection on and around the job site and adjacent properties. 2.THE GENERAL CONTRACTOR SHALL COORDINATE: A.And verify locations, weights and sizes of mechanical units, equipment, etc. prior to the fabrication and erecting of structural supporting elements. Report sizes and locations that differ from those shown on the drawings to the Arch/EOR for review. Additional framing maybe required. B.Roof, floor, and wall openings required for mechanical, etc. which are not shown on the structural drawings with the Arch/EOR. C.Any structural situation not covered by the drawings with the Arch/EOR. D.Doors, windows, walls, elevations, slopes, stairs, curbs, drains, recesses, depressions, railings, waterproofing, finishes, chamfers, kerfs, pads, landscape walls, trenches in slabs, etc. with the structural work. E.Inspections, testing, and structural observations as work proceeds. Notify the EOR 48 hours prior to any required structural observations. 3.CONTRACT DOCUMENTS & DRAWINGS: A.These structural notes complement the specifications and the drawings. B.Specific details, sections and notes shown on the drawings govern over these general notes and typical details. C.Contract documents take precedence over shop drawings, UNO. D.Apply typical or similar details, sections and notes to similar situations on the drawings where specific details are not referenced. E.Drawings and details have been prepared to visually represent information provided in scaled form. However, DO NOT scale plans or details for dimensional information. F.Refer to architectural drawings for dimensions. 4.BUILDING CODE COMPLIANCE: Construction, inspection, materials, testing, and workmanship shall conform to the requirements of the governing building code. 5.CONSTRUCTION SEQUENCE, SHORING, AND BRACING REQUIREMENTS: The general contractor is responsible for the method, means, and sequence of structural erection, UNO. He shall provide adequate temporary shoring or bracing for all structural elements until the entire structural system is completed. Design of shoring and bracing is by others at no additional cost to the owner. 6.OMISSIONS, CONFLICTS & DISCREPANCIES: A.Bring omissions, conflicts or discrepancies between the elements of the contract documents to the attention of the Arch/EOR before proceeding with work involved. B.In case of conflicts or discrepancies, follow the most stringent requirements as directed by the Arch/EOR. 7.COLD WEATHER CONSTRUCTION: A.For all concrete footing, foundations and masonry block, use concrete curing blankets (or approved equal) to prevent freezing and keep the concrete and masonry at an optimal curing temperature. Use insulation blankets or heated enclosures to maintain concrete and masonry temperatures above 50° degrees Fahrenheit for three to seven days. 8.MISCELLANEOUS: A.During and after construction, builder and/owner shall keep loads on the structure within the limits of this design. See Basis of Design. B.Site observations by WCA's field representative shall neither be construed as inspection nor approval of construction. C.Stairs shall be per the architectural drawings. Steel fabricator shall submit stair shop drawings for the Arch/EOR to review. D.The elevator manufacturer shall supply all elevator machinery support beams, guide rails, supports, etc. Submit shop drawings that identify elevator loads imposed onto the structure. Additional framing may be required to support these loads. 9.SUBMITTALS: A.Make submittals in a timely manner. WCA's review is for general compliance only and is not intended as approval. Contractor is responsible for verifying sizes, dimensions and elevations on submittals as related to the contract documents. B.Submit the following items for review prior to proceeding with the work: a. Construction submittals (shop drawings): Concrete material Certifications & mix designs. Masonry material Certifications, grout & mortar designs. Reinforcing steel Steel stairs Structural steel Wood joist and beams (Manufactured) Special loads on the structure Roof, floor and wall openings not shown on the drawings Welding procedures and certifications b. Deferred submittals: Wood truss's & calculations (Pre-fabricated)* Steel joist/girder Seismic bracing of fire suppression pipes Seismic attachment and bracing of roof top mechanical equipment Seismic bracing of suspended ceilings Seismic bracing of ducts and pipes *stamped by a professional engineer currently registered in the state of the project. C.Allow two weeks for the review of submittals by the EOR. D.Have EOR approved shop drawings & materials on site before construction of those components begins. E.Substitutions are not allowed unless approved by the EOR. Submit requests for structural substitutions to the Arch/EOR. CONCRETE (Concrete Cont.) 5.FOOTINGS: A.Bear footings on properly prepared materials. B.Center footings on the wall or column above, UNO. C.Bear exterior footings below the effects of frost. See Basis of Design. D.Provide 2x4 beveled key in continuous wall footings. E.Stagger footing construction joints from wall construction joints above by at least 6 feet. F.Provide corner bars in continuous footings at corners and intersections. G.Add (2) #6 or (3) #5 lengthwise top bars in addition to footing schedule reinforcement at continuous footings without concrete foundation walls directly above (door openings, etc.). H.DO NOT allow penetrations through any concrete footing. At utilities, step the footing down below the conflict and add a concrete wall, pier or column that extends to the footing. Consult with the EOR. I.Backfill bearing surfaces that are undermined during construction with a lean concrete mix (1000 psi min.). 6.SLABS ON GRADE (SOG): A.Minimum Interior slabs on grade requirements: 4 inches thickness. 4 inch layer of free-draining gravel base. #4 bars at 24" o.c. both ways, UNO. Chair rebar for proper placement. B.Place large areas of interior slabs-on-grade in strips not to exceed 120 feet in length nor 20 feet in width. Subdivide by construction or contraction (control) joints into roughly squares whose sides DO NOT exceed 10 feet in either direction. C.See Architectural for exterior slabs on grade, UN0. 7.WALLS: A.Place vertical reinforcing in the center of walls (UNO) unless each face (E.F.) is specified. When each face is specified, splice the horizontal reinforcing of each curtain at different locations. B.Dowel vertical reinforcing to the structure below and above with the same bar size and spacing, UNO. C.Terminate horizontal reinforcing at the ends of walls or openings with a standard hook or corner type bars. Provide corner bars of the size and spacing as the horizontal reinforcing at intersections and corners. D.Build penetrations into the wall before pouring concrete. Have the penetrations reviewed by the EOR prior to installation unless detailed on the plans. E.Provide drains at the base of retaining and basement walls. 8.COLUMNS: A.Splice vertical reinforcing a minimum length of 40 bar diameters. Splices shall occur at floor levels, UNO. B.Space lateral ties in columns at 1/2 the regular spacing but not more than 6 inches on center at the top and bottom of the column for a distance of 1/6 the clear column height, the minimum column plan dimension, or 18 inches, whichever is greater. C.At column cross-sectional changes, offset longitudinal bars at floor levels. Slope the inclined bars, at the offset, no more than 1 in 6. Provide lateral ties one foot below, above and thru the offset at 3" o.c., UNO. REINFORCING STEEL 1.CODES AND STANDARDS. Comply with: A.CRSI "Manual of Standard Practice". B.ACI "Detailing Manual", ACI 315 (or SP-66). 2.MATERIALS: A.New stock deformed rebar: ASTM A615, Grade 60, except as noted. a.Field bent dowels: ASTM A615, Grade 40 or ASTM A706, Grade 60, Low-Alloy Steel. Reduce spacing of grade 40 dowels by 1/3. b.Welded rebar: ASTM A706, Grade 60, Low-Alloy Steel. c.Deformed bar anchors (DBA's):See materials under section 'Structural Steel' B.Masonry joint wire: ASTM A82. C.Use mechanical splice couplers capable of developing 125% of the specified bar strength. 3.CONSTRUCTION: A.Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B.Use rebar free of loose flaky rust, scale, grease, oil, dirt, and other materials, which affect or impair bond. C.Place rebar continuous in walls, beams, columns, slabs, footings, etc. D.Minimum lap splices (Inches), for normal weight concrete and masonry, UNO: Concrete: Masonry: See schedule "MASONRY - MINIMUM BAR LAP LENGTHS" In suspended slabs and beams, make top bar splices at mid-spans and bottom bar splices at supports, UNO. E.Make cold bends. DO NOT use heat. Bends in the fabricator's shop, UNO. DO NOT unbend or rebend a previously bent bar. F.Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth 3" Exposed to earth or weather: #6 and larger 2" #5 and smaller 1-1/2" NOT exposed to earth or weather: Slabs, walls and joist, #11 & smaller 3/4" Beams, columns: Main reinforcing or ties 1-1/2" Slabs-On-Grade (SOG)Center of slab, UNO G.In masonry, place and position rebar according to the structural drawings while laying units. Secure against displacement at intervals not to exceed the following: #4 and smaller 6'-0" #5 and larger 10'-0" H.DO NOT weld reinforcing unless specifically noted. Use E-90XX electrodes and ASTM A706 reinforcing. Comply with AWS requirements. I.Use epoxy coated reinforcing when specifically noted. Increase lap splice lengths by a factor of 1.2. Concrete Development Lap Splice (inches) Bar Size Grade 60 28 Day Cylinder Concrete Strength (psi) 2500 3000 3500 4000 4500 5000 6000 #3 19 18 16 15 14 14 13 #4 25 24 22 20 19 18 17 #5 32 29 27 25 24 23 21 #6 38 35 32 30 28 27 25 #7 69 63 58 54 51 49 45 #8 78 72 66 62 59 56 51 #9 88 81 75 70 66 63 57 MASONRY 1.CODES AND STANDARDS: Comply with TMS 602, "Building Code Requirements for Masonry Structures". 2.MATERIALS: A.Concrete Masonry Units (CMU), ASTM C90, Lightweight or Medium weight B.Concrete Masonry compressive strength, f'm = 2000 psi. 1. Determine the compressive strength of concrete masonry using one of the following methods: a. Unit Strength Method, in accordance with TMS 602 Section 1.4B.2, meeting the concrete masonry compressive strength, f'm, as noted above b. Prism Test Method, in accordance with TMS 602 Section 1.4B.3, meeting the concrete masonry compressive strength, f'm, as noted above C.Mortar: Use Type "S". Mortar shall conform to the requirements of ASTM C270. Admixtures shall not be added to the mortar mix. D.Grout shall conform to the requirements of ASTM C476. For masonry assemblies with f'm > 2000 psi, provide grout compressive strength that equals or exceeds f'm. Determine the conpressive strength of grout in accordance with ASTM C1019. Do not use admixtures unless approved by the EOR. 3.CONSTRUCTION: A.Store masonry under cover at the job site. B.Fully bed face shells. C.Tool Mortar joints concave. D.DO NOT use mortar for grout. E.DO NOT use any frozen materials. F.Use either low or high lift grouting procedures. G.Consolidate grout by mechanical vibration during placing and reconsolidated after excess moisture has been absorbed but before workability is lost (45 minutes max.). H.Grout solid cells containing rebar, bolts, anchors, etc. I.Grout steel joist and steel beam pockets solid, UNO. J.Provide 1" of grout around bolts in side shells. K.DO NOT allow penetration through any beam, column, pier, or jamb without the EOR's approval. Otherwise, re-route penetrations at those locations. L.Prior to placing masonry, check with trades to insure proper placement of openings, block outs, sleeves, conduits, bolts, inserts, embeds, dowels, etc. 1.WALLS: A.Use running bond. Build corners and intersections as an integral unit. B.Dowel vertical reinforcing to the structure below and above with the same size bar and spacing, UNO. C.Place vertical reinforcing at the centerline of the wall unless each face (E.F.) is specified, UNO. D.Provide vertical reinforcing in grouted cells at corners and intersections. E.Terminate horizontal reinforcing at wall ends or openings with standard hooks or corner type bars. Provide corner bars of the same size bar and spacing as the horizontal reinforcing at corners and intersections. F.Make horizontal bars continuous where concrete walls, columns, or pilasters interfaces. Provide a key between the masonry and concrete. Grout key solid. G.Construct bond beams at the top course and at floor and roof diaphragm interfaces. H.Construct penetrations thru walls as they are being laid. Add 2-#5 bars in grouted cells on all sides of opening which exceed 24 inches in either direction, UNO. Extend vertical edge bars the full height of the wall between floor or roof support. Extend horizontal edge bars 24 inches beyond the opening edges. I.DO NOT place construction or expansion joints in beams, headers, columns or supports, UNO. 5.BEAMS: A.Build beams as an integral part of their supports. No toothing or doweling is permitted. Provide masonry units with one opened end (No back-to-back end shells). Grout beams solid the full depth as shown in the masonry beam schedule. B.Reinforcing in the masonry beam schedule is in addition to standard wall reinforcing. C.Place horizontal top bars in the top 4 inches of the beam and extend 72 bar diameters beyond the edge of the opening or terminate with a hook. Splice bars at mid-spans, UNO. D.Place horizontal bottom bars in the bottom 4 inches of the beam and extend 24 inches beyond the edge of the opening or terminate with a hook. Splice bars at supports, UNO. E.Hook vertical stirrups around bottom horizontal bars. Also hook them around the top horizontal bars or extend them into the wall above the beam a minimum of 48 bar diameters. Grout solid. 6.COLUMNS: Grout wall jambs (sides of openings) piers & columns solid the full height of member (floor to floor, etc.). Reinforce wall jambs with (2) #5 vertical bars for each grouted cell (one cell for each 4'-0" of span or portion thereof) with a #5 placed at each side face of the wall jamb, UNO. WOOD 1.CODES AND STANDARDS. Comply with: A.The ANSI/AF&PA "National Design Specification", (NDS). B.The grading requirements of the WWPA. C. Preservative Treatment requirements of the AWPA. 2.MATERIALS: (All materials shall be clearly marked) A.Structural lumber species and grade shall be as follows: a.Joists, beams or headers:'DF/L #2' or better. b.Posts and columns:'DF/L #1' or better. c.Studs: 'DF/L #2' or better. d.Sill plates:'DF/L #2' or better, treated. B.Manufactured joists: Trus-Joist or approved equal. C.Structural Glued-Laminated Timber: 24F-V4 for simple spans and 24F-V8 for continuous or cantilevered beams. D.Engineered Lumber: a.Structural Laminated-Veneer-Lumber (LVL): conform to the following minimum design values: Fb =2,600 psi. (Joist/Beam orientation) Fv =285 psi. E =2,000,000 psi. E.Wood structural panels shall be Exposure 1 Grade or better APA rated sheathing with exterior glue and conform to Standard PS 1-83, or PS 2-92. F.Wood connectors shall be Simpson Strong-Tie. 3.CONSTRUCTION: A.See plans for roof and floor joists sizes. Joists shall be laterally supported at bearing points by solid blocking or with metal hangers. B.Erect manufactured joists in accordance with the fabricator's commendations. Joists shall be able support the loads published in their design catalogs. C.Provide bridging at 8'-0" o.c. maximum spacing for dimensional lumber and LVL joists. Provide bridging in all other manufactured joists as per the manufacturer's recommendations. D.Fill all nail holes, round and triangular, in wood connectors (framing anchors, joist hangers, purlin anchors, etc.) with nails as specified by the manufacturer, UNO. E.Bolts and all-threads in wood connectors shall be machine rated bolts, A307 or better. F.Install washers under all bolt nuts. Make bolt holes only 1/32 to 1/16 inch larger than bolts. Tighten nuts snugly, but DO NOT crush the wood. DO NOT countersink bolts, UNO. G.Specified nails are common and shall correspond to the following diameters and lengths: 16d - 0.162Øx3-1/2"; 10d - 0.148Øx3"; 8d - 0.131Øx2-1/2" long) H.Minimum nailing of members: Conform to IBC, Table 2304.9.1, UNO. I.Nail built-up beams of 2x_ members 12" deep or less together with 0.162Øx3-1/2" nails at 12" o.c., staggered. Add (2) 0.162Øx3-1/2" common nails at supports. Bolt 2x_ members deeper than 12" together with 1/2" bolts at 16" o.c. staggered. Add (2) bolts at supports. UNO. J.All drilled holes and cut ends of preservative-treated and fire-retardant-treated wood shall be field treated with a preservative per AWPA Standards. K.Fasteners (including nuts and washers) in preservative-treated and fire-retardant-treated wood shall conform to IBC Section 2304.10.5, UNO. WOOD ROOF TRUSSES (PRE-FABRICATED) 1.PRODUCT: Design and fabricate roof trusses in accordance with the requirements of the Truss Plate Institute (TPI). Use galvanized metal gusset plates designed and manufactured per approval of "The Research Committee for the ICBO". 2.DESIGN: A.The truss manufacturer is responsible for the design and fabrication of the truss system and it's bracing requirements. B.Design trusses to support the loads listed under Basis of Design, this sheet. C.Consider the effects of eccentric loading in the design of heel joints. D.No stress increase for plate connectors is allowed. E.Submit complete calculations and shop drawings indicating member forces, stresses, lumber grades, dimensions, metal truss plate sizes and locations and bracing requirements for review prior to fabrication. 3.FABRICATION: A.Fabricate in jigs with accurately cut lumber. Provide full bearing at joints. B.Use kiln dried lumber. C.Position members as shown on the drawings, if provided. Otherwise follow the approved shop drawings. D.Press plates into members to obtain full penetration. DO NOT crush the wood. E.Balance plates on the joint as the stresses require. Provide a minimum bite of 2.5" length on each member. The minimum size of any connector shall be 12.5 square inches. F.Dimension connectors on the shop drawings for each joint. 4.ERECTION: A.Brace roof trusses in accordance with the "Lateral Bracing Requirements" of the TPI. B.Nail multiple trusses together with 16d at 12" o.c. on all chord and web members, minimum. See fabricators shop drawings for additional nailing requirements. STRUCTURAL STEEL (Structural Steel Cont.) 3.CONSTRUCTION: A.Fabricate in an approved fabricator's shop. B.Fabricate beams with incidental camber up, UNO. C.Use 6000 psi (minimum at 28-day) non-shrink liquid grout beneath bearing plates. Place grout per manufacturer's recommendations prior to loading member. D.Add deformed bar anchors to structural sections embedded in concrete or masonry, UNO. Use the same size and spacing as the adjacent reinforcing bars. Minimum length of bars shall be 48 bar diameters but not less than 24 inches. 4.BOLTED CONNECTIONS: A.Use 3/4" diameter bolts in Std. holes (bolt diameter + 1/16"), UNO. B.Steel-to-steel connections: Use ASTM A325 type "N" connections, UNO. C.Other connections: Use ASTM A307 bolts or better except for anchor rods, UNO. D.Use hardened washers beneath the turned element of the bolt or nut. Use beveled hardened washers where the outer face of bolted parts has a slope greater than one in twenty with respect to the plane normal to the bolts axis. At oversized holes, use hardened washers or plates at least 5/16" thick conforming to ASTM F436. E.Tighten bolts until all plies of the joint are in firm contact. Snug tight condition, UNO. F.Pretensioned bolts with Class A faying surfaces are required at all steel to steel connections for Moment Frames (SMF, IMF and OMF), Braced Frames (SCBR, OCBF and BRBF) and Eccentrically Braced Frames (EBF). G.Enlarge bolt holes by reaming. DO NOT torch cut. 5.WELDED CONNECTIONS: A.Perform welding and cutting by AWS certified welders in accordance with ANSI/AWS D1.1 (latest edition). B.For typical shop & field welds, use filler metals with nominal 70 ksi tensile strength having: a.Matching material for multiple pass welds. b.A diffusible hydrogen limit of H16 or less. c.A CVN toughness of 20 ft-lbs at 0 deg. F. C.For shop & field weld connections of lateral load resisting elements (all braced frames and all moment frames (demand critical welds)), use filler metals with nominal 70 ksi tensile strength having: a.Matching material for multiple pass welds. b.A diffusible hydrogen limit of H16 or less. c.A CVN toughness of 40 ft-lbs at 70 deg. F. D.Use pre-qualified procedures. E.Weld intersecting steel shapes together, which are not connected with bolts, with all-around fillet welds, UNO. F.Weld studs and DBA's according to Manufacturer's specs. G.Wherever possible use shop welds. The contractor shall coordinate field and shop welds between shop fabrication and the steel erector. H.Remove slag from welds. 6.Provide full depth web stiffeners at each side of all beams at all bearing points. A.Stiffener plates shall be the thickness called out below unless noted otherwise, and shall be welded both side with fillet welds all around: Flange width Stiffener thickness Weld size Less than 8 1/4”1/4”3/16” 8 1/4” - 12 1/4”3/8”1/4” 12 1/4” - 16 1/2” 1/2”5/16” 16 1/2” - 20 1/4”5/8” 3/8” GENERAL NOTES FOR STRUCTURAL SHEETS 4" 5" 6" 7" 12" 5" 6" 8" 10" 3/8" 1/2" 5/8" 3/4" 3/8" 1/2" 5/8" 3/4" 7/8" Not permitted unless specificly noted in drawings. #6 #5 #4 #3 #7 #6 #5 #4 #3 CMU (hollow) CMU (grouted) Concrete Embedment Length Threaded Rod Ø Rebar DowelS Embedment of Adhesive Anchors Base Material Notes: 1. Installation shall be in accordance with the manufacturer's recommendations and specifications. 2. Embedment length is into structure and not veneer, uno. 3. Rebar shall be deformed. FOUNDATIONS 1.SOILS REPORT: A.Foundations and retaining wall systems have been designed following the recommendations contained in a soils report prepared by: Materials Testing and Inspections MTI File Number: E190211g Dated: Nov. 6, 2019. Obtain a copy from the architect. This design assumes the recommendations contained in this report are being followed. B.If soil conditions vary from the report or if the report has been amended, etc., the contractor shall immediately inform the EOR. Foundations as shown on the drawings may require revision. 2.Soil preparation under footings and slabs-on-grade shall be in accordance with the soils report. 3.The general contractor is responsible for soil excavation, back fill and support of adjacent properties during earthwork. 4.All walls (except cantilevered retaining walls) shall be adequately brace against lateral movement prior to backfilling. Design and erection of bracing/shoring is the general contractor's responsibility. Bracing shall remain in place until supporting structural elements are in place and have attained full strength. If walls are not braced, DO NOT backfill until suspended floor is in place and concrete has attained full strength. STEEL DECK 1.PRODUCT: A.See plans for deck size and gauge, etc. B.Manufacture deck and accessories from cold rolled steel conforming to ASTM A653 or A1063 Grade 50 (galvanized G60), and conform to the Steel Deck Institute and AISC Standards. 2.CONSTRUCTION: A.Install deck with a minimum of 3 spans, UNO. Where such layout is impossible, decking must meet design criteria for simple span condition. B.Provide 2" minimum deck bearing and 4" lap at splice locations. Provide structural support (angles, etc.) around the perimeter of all deck openings. C.DO NOT bend or mar deck. D.Store decking off the ground with one end elevated. Cover with waterproof material and ventilate to avoid condensation. 3.DECK WELDING REQUIREMENTS: A.See plans for welding pattern. B.Weld to framing members with E60XX or E70XX electrodes. C.Use 3/4" diameter puddle welds. Penetrate all deck layers with weld metal and have proper fusion to the supporting steel. D.Crimp side seams before welding side laps or use Verco's Punchlok system w/ connections @ 12" o.c. max. Engage all layers of the deck material. (A standard button punch can NOT be used in place of Verco's Punchlok.) E.Overlap end laps at least 2" directly over a single steel support. Place welds 1" from the edge of the deck or more. F.Welds 3/8" x 1.5" long may replace 3/4" diameter welds. CONCRETE 1.CODES AND STANDARDS. Comply with the following Codes: A.ACI 301, "Specifications for Structural Concrete for Buildings". B.ACI 318, "Building Code Requirements for Reinforced Concrete". C.ACI 347, "Recommended Practice for Concrete Form Work". 2.MATERIALS shall conform to the following: A.Cement: ASTM C150, Portland Cement. B.Hard rock aggregates: ASTM C33 Lightweight aggregates: ASTM C330 C.Water shall be potable. D.Air entrainment: ASTM C260 E.Fly ash: ASTM C618 F.Calcium chloride SHALL NOT be used. 3.MIX DESIGNS: A.Place only one type of concrete at any given time. B.The maximum slump shall be 4" w/o plasticizer added. C.Use pea gravel and/or plasticizer in congested areas. D.Limit fly ash to 20% of the total cement. E.Concrete mixes shall conform to the following: 4.CONSTRUCTION: A.Mechanically vibrate concrete during placement. B.Prior to placing concrete, check with trades to insure proper placement of openings, block outs, sleeves, curbs, conduits, bolts, inserts, embeds, dowels, etc. Place anchor bolts and dowels prior to casting concrete, UNO. C.Form construction joints and bulkheads with a key way. Intentionally roughen contact surfaces (new or existing) at construction joints prior to casting adjacent pours, UNO. D.Add additional reinforcing too sides of floor and wall opening, equivalent to the bars cut by the opening with half to each side of the opening or (2) #5 bars, whichever is greater, UN0. Bars parallel to the principal reinforcing shall run full length of the span. End bars in the other direction with a standard hook. Add (2) #5 x 5'-0" diagonal bars at every corner. E.DO NOT allow penetrations through any beam, joist, column, pier, footing, or jamb without the EOR's approval. Otherwise, re-rout the penetration. Concrete Mix Designs Location f'c at 28 days (psi) Max W/C Ratio Max Aggregate Size Air Content (%) Exposure Classes Special Inspection & TestingFSC Footings 3500 0.50 3/4 3 +/-1 F1 S0 C0 Yes Foundation walls & grade beams 3500 0.50 3/4 3 +/-1 F1 S0 C1 Yes Slabs on Grade Interior 3000 0.50 1.5*0 to 2 F0 S0 C0 No Exterior 4000 0.45 1.5*6 +/-1 F1 S0 C1 No *Well-graded Aggregates required, follow ACI 302 for sand gradation. POST-INSTALLED ANCHORS 1.PRODUCT: Adhesive Anchors A.Adhesive for Concrete connections shall be: 1. HIT HY 200 (ESR-3187) by Hilti Corporation 2. Pure110+ (ESR-3298) by DeWalt 3. AC200+ (ESR-4027) by DeWalt 4. SET-3G (ESR-2508) by Simpson Strong Tie. 5. AT-XP (IAPMO UES ER-263) by Simpson Strong Tie. 6. Alternative epoxies may be used if an ESR approval for use in cracked concrete is submitted to the structural engineer prior to use. B.Adhesive for solid grouted concrete masonry & hollow block connections shall be: 1. HIT HY 270 (ESR-2682) by Hilti Corporation 2. AC100+ Gold (ESR-3200) by DeWalt 3. AT-XP (IAPMO 0281) by Simpson Strong C.Follow all of the manufacturer's recommendations and ESR for epoxy installation. 2.PRODUCT: Mechanical Anchors A.Mechanical Anchors for Concrete connections shall be: 1. Kwik Bolt TZ (ESR-1917) by Hilti Corporation 2. Power-Stud+ SD2 (ESR-2502) by DeWalt 3. Strong-Bolt (ESR-1771) by Simpson Strong Tie Inc. 4. Alternative mechanical anchors may be used if an ESR approval for use in cracked concrete is submitted to the structural engineer prior to use. B.Mechanical Anchors for Masonry Connections shall be: 1. Kwik Bolt 3 (ESR-1385) by Hilti corporation (grout filled masonry applications) 2. Power-Stud+ SD1 (ESR-2966) by DeWalt, (grout filled masonry applications) 3. Wedge-All (ESR-1396) by Simpson Strong Tie Inc. (grout filled masonry applications) C.Follow all of the manufacturer's recommendations and ESR for mechanical anchor installation. 3.PRODUCT: Screw Anchors A.Screw Anchors for Concrete connections shall be: 1. Kwik HUS-eZ (ESR-3027) by Hilti Corporation 2. Screw-Bolt (ESR-3889) by DeWalt 3. Titen HD (ESR-2713) by Simpson Strong Tie Inc. 4. Alternative screw anchors may be used if an ESR approval for use in cracked concrete is submitted to the structural engineer prior to use. B.Screw Anchors for grout filled Masonry connections shall be: 1. Kwik HUS-eZ (ESR-3056) by Hilti Corporation 2. Screw-Bolt (ESR-4027) by DeWalt 3. Titen HD (ESR-1056) by Simpson Strong Tie Inc. C.Follow all of the manufacturer's recommendations and ESR for screw anchor installation. 4.Installation requirements for Adhesive anchors: A.Adhesive anchors installed in horizontal to vertically overhead orientation to support sustained tension loads shall be done by a certified adhesive anchor installer (aai) as certified through aci/crsi (ACI 318 17.1.2). proof of current certification shall be submitted to the engineer for approval prior to commencement of installation. B.Adhesive anchors must be installed in concrete aged a minimum of 21 days (ACI 318 17.1.2). for installations sooner than 21 days consult adhesive manufacturer. C.If temperature of base material at time of adhesive installation is at 45 degrees (fahrenheit) or less, an Acrylic adhesive (Dewalt AC200+, Hilti HIT-HY200, Simpson AT-XP) is required. STEEL JOISTS AND JOIST GIRDERS 1.PRODUCT: Design, fabricate, and install open web joists, girders, and accessories in compliance with the "Standard Specifications of the Steel Joist Institute", AISC specifications and with product approval from the Steel Joist Institute. 2.DESIGN: A.The manufacturer is responsible for the design and fabrication of the joists, girders and their accessories. B.Design roof joist and girders to support the component and cladding uplift loads in addition to the vertical loads shown in the BASIS OF DESIGN section of these general notes. C.Design joists and girders to support mechanical units, special equipment, suspended loads and those loads specifically shown on the drawings. Coordinate with the contractor. D.Certificate of compliance must be submitted to the building official upon completion of fabrication in accordance with IBC 2206.5 3.FABRICATION AND ERECTION: A.Provide bridging as shown or called out on the framing plans. Include a horizontal line of bridging at the first bottom chord panel point of all roof joist. If additional bridging is required, show on the shop drawings and provide at no additional cost to the owner. Coordinate. B.DO NOT: a.Cut, drill, alter, modify, or omit any part of any joist or joist girder without written consent and direction from the manufacturer. b.Weld the bottom chords of joist girders to stabilizer plates, UNO. If required (See Plans), weld only after all dead load has been applied. c.Hang or place mechanical equipment, pipes or other concentrated loads on joists or girders unless positioned within 4" of a panel point or add (2) L2x2x1/4 angle braces between the load and the nearest opposite chord panel point. STRUCTURAL STEEL 1.CODES AND STANDARDS: Comply with: A.AISC "Specification for Structural Steel Buildings & Commentary". B.AISC "Code of Standard Practice" excluding sections 7.5.4, and 7.11.5. C.AWS "Structural Welding Code", exclude items conflicting with AISC. 2.MATERIALS SHALL CONFORM AS FOLLOWS: A.Wide Flange beams & columns:ASTM A992,Fy = 50 ksi. B.Rect. Hollow Structural Sections (HSS):ASTM A500,Gr. C, Fy = 50 ksi. B.Round Hollow Structural Sections (HSS):ASTM A500,Gr. C, Fy = 46 ksi. C.Pipe:ASTM A53,Gr. B, Fy = 35 ksi. D.Misc. shapes & plates:ASTM A36,Fy = 36 ksi. E.High strength bolts:ASTM F3125, Gr. A325, Fu = 120 ksi. Gr. A490, Fu = 150 ksi, use only where noted. F.Anchor rods:ASTM F1554, Gr. 36, Fy = 36 ksi. G.Other bolts:ASTM A307, Gr. A, Fy = 36 ksi. H.Welded anchors studs (WAS, HAS):ASTM A108,Fu = 65 ksi. I.Deformed bar anchors (DBA's):ASTM A496, Fy = 70 ksi, DO NOT substitute reinforcing for DBA's. GENERAL STRUCTURAL NOTES (GSN) S1.0 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision STATEMENT OF SPECIAL INSPECTIONS 1.The inspection requirements as noted on this sheet are required for the items that are specifically noted, designed and detailed in the structural documents. Refer to the current IBC, Chapter 17, the architectural drawings, and the geotechnical report for additional information and additional inspection requirements for non-structural items. 2.The project owner shall employ one or more special inspectors to provide inspections during construction on the types of work listed below. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official and/or EOR, for inspection of the particular type of construction or operation requiring special inspection. These inspections are in addition to the inspections required by the building department of the local jurisdiction. 3.Special inspectors shall keep records of inspections. The special inspector shall furnish inspection reports to the building official and to the EOR in responsible charge. Reports shall indicate that work inspected was done in conformance with approved construction documents. Discrepancies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the building official and to the EOR in responsible charge prior to the completion of that phase of the work. A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted at a point in time agreed upon by the permit applicant and the building official prior to the start of work. 4.Special inspections for each task shall be carried out in compliance with requirements per the current IBC and other material standards. 5.FABRICATION SHOP REQUIREMENTS A. Where fabrication of structural load bearing members and assemblies are being performed on the premises of a fabricators shop, special inspections required shall be provided in the shop during the fabrication process. This requirement may be excepted if the work is done on the premises of a fabricator registered and approved to perform such work without special inspection. A certificate shall be required to verify such approval. At completion of the fabrication, the approved fabricator shall submit a certificate of compliance to the building official stating that the work was performed in accordance with the approved construction drawings 6.TESTING: The owner will provide testing by qualified testing personnel for the following types of construction: Bolting: installation and correct torque and/or tension. Concrete: strength, slump, air, and temperature. (see Concrete Notes 3(E) on GSN for concrete items that require testing) Masonry: strength of mortar, grout, block, and prisms. Soils: compaction. Welding: type, size, length, and quality of shop and all field welds by approved methods. Ultrasonically test complete penetration welds. 7.THE CONTRACTOR SHALL: A.Coordinate testing. DO NOT proceed with subsequent work until inspections and testing has been approved. B.Copy inspection reports/testing results to the Arch/EOR and owner before work proceeds. C.Correct deficient work at no additional cost to the owner. STRUCTURAL OBSERVATIONS 1.Structural observations are not required for this project. STRUCTURAL STEEL INSPECTIONS ITEM FOR VERIFICATION & INSPECTION INSPECTION FREQUENCY DETAILED INSTRUCTIONS AND FREQUENCIES CONTINUOUS PERIODIC MATERIAL IDENTIFICATION PROCEDURES (AISC 360 N2): Material identification procedures shall comply with the requirements of Section 6.1 of the Code of Standard Practice and shall be monitored by the fabricators's quality control inspector ---- WELDING (AISC 360 N5): PRIOR TO WELDING (TABLE N5.4-1, AISC 360): Verify welding procedures (WPS) and consumable certificates X -- Material identification --X Verify type and grade of material Welder identification --X A system shall be maintained by which a welder who has welded a joint or member can be identified Fit-up groove welds --X Verify joint preparation, dimensions, cleanliness, tacking, and backing Access holes --X Verify configuration and finish Fit-up of fillet welds --X Verify alignment, gaps at root, cleanliness of steel surfaces, and tack weld quality and location DURING WELDING (TABLE N5.4-2, AISC 360): Use of qualified welders --X Verify that welders are appropriately qualified Control and handling of welding consumables --X Verify packaging and exposure control Cracked tack welds --X Verify that welding does not occur over cracked tack welds Environmental conditions --X Verify win speed is within limits as well as precipitation and temperature WPS followed --X Verify items such as settings on welding equipment, travel speed, welding materials, shielding gas type/flow rate, preheat applied, interpass temperature maintained, and proper position Welding techniques --X Verify interpass and final cleaning, each pass is within profile limitations, and quality of each pass AFTER WELDING (TABLE N5.4-3, AISC 360): Welds cleaned --X Verify that welds have been propyl cleaned Size, length, and location of welds X -- Welds meet visual acceptance criteria X -- Arc strikes X -- k-area X -- Backing & weld tabs removed X -- Repair activities X -- Document acceptance or rejection of welded joint/member X -- NONDESTRUCTIVE TESTING (SECTION N5.5, AISC 360): CJP welds (Risk Cat. II)--X Ultrasonic testing shall be performed on 10% of CJP groove welds in butt, T- and corner joints subject to transversely applied tension loading in materials 5/16-inch thick or greater. Testing rate must be increased if > 5% of welds tested have unacceptable defects CJP welds (Risk Cat. III or IV)X --A reduction in the rate of ultrasonic testing is allowed per Section N5.5e. Access holes (flange > 2”)X -- Welded joints subject to fatigue X -- BOLTING (AISC 360 N5): PRIOR TO BOLTING (TABLE N5.6-1, AISC 360): (Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360].) Certifications of fasteners X -- Fasteners marked --X Verify that fasteners have been marked in accordance with ASTM requirements Proper fasteners for joint --X Verify grade, type, and bolt length if threads are excluded from the shear plane Proper bolting procedure --X Verify proper procedure is used for the joint detail Connecting elements --X Verify appropriate faying surface condition and hole preparation, if specified, meet requirements Pre-installation verification testing --X Observe and document verification testing by installation personnel for fastener assemblies and methods used Proper storage --X Verify proper storage of bolts, nuts, washers, and other fastener components DURING BOLTING (TABLE N5.6-2, AISC 360): (Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360].) (Not required for pretensioned joints using turn-of-the-nut method with match-marking, direct-tension-indicators, or twist-off type tension control method [per Section N5.6(2) of AISC 360].) Fastener assemblies --X Verify that fastener assemblies are of suitable condition, paced in all holes, and washers are positioned as required Snug-tight prior to pretensioning --X Verify that joints are brought to snug-tight condition prior to pretensioning operation Fastener component --X Verify that fastener component is not turned by wrench prevented from rotating Pretensioned fasteners --X Verify that fasteners are Pretensioned in accordance with RCSC Specification, progressing systematically from the most rigid point toward the free edges AFTER BOLTING (TABLE N5.6-3, AISC 360): Document acceptance or rejection of bolted connections X -- WELDING OF REINFORCING STEEL (IBC TABLE 1705.2.2): Verification of weldability --X Verify weldability of reinforcing steel based upon carbon equivalent and in accordance with AWS D1.4 Reinforcing steel in intermediate or special moment frames, and boundary elements of special structural walls X -- Shear reinforcement X -- Other reinforcing steel --X Visually inspect all welds in accordance with AWS D1.4 CONCRETE CONSTRUCTION INSPECTIONS ITEM FOR VERIFICATION & INSPECTION INSPECTION FREQUENCY DETAILED INSTRUCTIONS AND FREQUENCIES CONTINUOUS PERIODIC Reinforcing steel, including prestressing tendons --X Verify prior to placing concrete that reinforcing is of specified type, grade and size; that it is free of oil, dirt and rust; that it is located and spaced properly; that hooks, bends, ties, stirrups and supplemental reinforcement are placed correctly; that lap lengths, stagger and offsets are provided; and that all mechanical connections are installed per the manufacturer's instructions and/or evaluation report Cast-in bolts & embeds --X Inspection of anchors or embeds cast in concrete is required when allowable loads have been increased or where strength design is used Post-installed anchors or dowels --X All post-installed anchors/dowels shall be specially inspected as required by the approved ICC-ES report Use of required mix design --X Verify that all mixes used comply with the approved construction documents; ACI 318: Ch. 4, 5.2-5.4; and IBC 1904.3, 1913.2, 1913.3 Concrete sampling for strength tests, slump, air content, and temperature X -- Concrete & shotcrete placement X -- Curing temperature and techniques --X Verify that the ambient temperature for concrete is kept at > 50°F for at least 7 days after placement. High-early-strength concrete shall be kept at > 50°F for at least 3 days. Accelerated curing methods may be used (see ACI 318: 5.11.3). The ambient temperature for shotcrete shall be > 40°F for the same period of time as noted for concrete. Shotcrete shall be kept continuously moist for at least 24 hours after shotcreting. All concrete materials, reinforcement, forms, fillers, and ground shall be free from frost. In hot weather conditions ensure that appropriate measures are taken to avoid plastic shrinkage cracking and that the specified water/cement ratio is not exceeded Pre-stressed concrete X -- Erection of precast concrete --X Verify that all precast elements are lifted, assembled and braced in accordance with the approved construction documents Strength verification --X Verify that adequate strength has been achieved prior to the removal of shores and forms or the stressing of post-tensioned tendons Formwork --X Verify that the forms are placed plumb and conform to the shapes, lines, and dimensions of the members as required by the approved construction documents Reinforcement complying with ASTM A 615 in special moment frames, special structural walls and coupling beams --X Verify that ASTM A 615 reinforcing steel used in these areas complies with ACI 318: 21.1.5.2 by means of certified mill test reports. If this reinforcing steel is to be welded chemical tests shall be performed in accordance with ACI 318: 3.5.2 Note: 1. See also Concrete Notes Section 3(E) on GSN sheet S1.0 for structural items that require inspections and testing. Misc concrete items, i.e. bollards, stair pans, garden curb etc., need not be inspected nor tested. MASONRY CONSTRUCTION INSPECTIONS (RISK CATEGORY I, II, III) ITEM FOR VERIFICATION & INSPECTION INSPECTION FREQUENCY DETAILED INSTRUCTIONS AND FREQUENCIES CONTINUOUS PERIODIC PRIOR TO CONSTRUCTION (ARTICLE 1.15, TMS-602/ACI 530.1-11): Review material certificates, mix designs, test results and construction procedures --X Verify that materials conform to the requirements of the approved construction documents. Mix design, test results, material certificates, and construction procedures should be submitted for review. Mortar mix designs shall conform to ASTM C 270 while grout shall conform to ASTM C 476. Material certificates shall be provided for the following: reinforcement; anchors, ties, fasteners, and metal accessories; masonry units; mortar and grout materials. Construction procedures for cold-weather or hot-weather construction shall be reviewed AS CONSTRUCTION BEGINS (TABLE 1.19.2, TMS-402/ACI 530): Proportions of site-prepared mortar --X Verify that mortar is of the type and color specified on the construction documents, that it conforms to ASTM C 270, and that it is mixed in accordance with Article 2.6 A of TMS-602/ACI 530.1-11 Construction of mortar joints --X Verify that mortar joints comply with Article 3.3 B of TMS-602/ACI 530.1-11 Grade and size of prestressing tendons and anchorages --X Verify that prestressing tendons comply with Article 2.4 B of TMS-602/ACI 530.1-11 and that anchorages, couplers, and end blocks comply with Article 2.4 H Location of reinforcement, connectors, and prestressing tendons and anchorages --X Verify that reinforcement is placed in accordance with Article 3.4 of TMS-602/ACI 530.1-11. Prestressing tendons shall be placed per Article 3.6 A Prestressing technique --X Verify that prestressing technique complies with Article 3.6 B of TMS-602/ACI 530.1-11 Properties of thin-bed mortar for AAC masonry --X Verify that mortar complies with Article 2.1 C of TMS-602/ACI 530.1-11 PRIOR TO GROUTING (TABLE 1.19.2, TMS-402/ACI 530-11): Grout space --X Verify that grout space is free of mortar droppings, debris, loose aggregate, and other deleterious materials and that cleanouts are provided per Article 3.2 D and 3.2 F of TMS-602/ACI 530.1-11 Grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages --X Verify that reinforcement, joint reinforcement, wall ties, anchor bolts and veneer anchors comply with the approved construction documents and Section 1.6 of TMS 402/ACI 530 Placement of reinforcement, connectors, and prestressing tendons and anchorages --X Verify that reinforcement, joint reinforcement, wall ties, anchor bolts and veneer anchors are installed in accordance with the approved construction documents and Articles 3.2 E, 3.4, and 3.6 A of TMS 602/ACI 530.1-11 Proportions of site-prepared grout and prestressing grout for bonded tendons --X Verify that grout is proportioned per ASTM C 476 and has a slump between 8-11 inches. Self-consolidated grout shall not be proportioned onsite. (see Articles 2.6 B and 2.4 G.1.b of TMS 602/ACI 530.1-11 Construction of mortar joints --X Verify that mortar joints are placed in accordance with Article 3.3 B of TMS 602/ACI 530.1-11 DURING MASONRY CONSTRUCTION: Size and location of structural elements --X Verify the locations of structural elements with respect to the approved plans and confirm that tolerances meet the requirements of Article 3.3 F of TMS 602/ACI 530.1-11 Type, size, and location of anchors, including other details of anchorage of masonry to structural members, frames, or other construction --X Verify that correct anchorages and connections are provided per the approved plans and Sections 1.16.4.3 and 1.17.1 of TMS 402/ACI 530-11 Welding of reinforcement X -- Preparation, construction, and protection of masonry during cold weather (<40°F) or hot weather (>90°F)--X Verify that cold-weather construction is performed in accordance with Article 1.8 C of TMS 602/ACI 530.1-11 and hot weather construction per Article 1.8 D of TMS 602/ACI 530.1-11 Application and measurement of prestressing force X -- Placement of grout and prestressing grout for bonded tendons is in compliance X -- Placement of AAC masonry units and construction of thin-bed mortar joints --X Verify that mortar is placed in accordance with Article 3.3 B.8 of TMS-602/ACI 530.1-11 Observation of grout specimens, mortar specimens, and/or prisms --X Confirm that specimens/prisms are performed as required by Article 1.4 of TMS-602/ACI 530.1-11 MINIMUM TESTING: Verification of Slump Flow and Visual Stability Index (VSI) for self-consolidating grout --X Compressive strength tests should be performed in accordance with ASTM C 1019 for slump flow and ASTM C 1611 for VSI Verification of f'm and f'AAC --X Determine the compressive strength for each wythe by the “unit strength method” or by the “prism test method” as specified in Article 1.4 B of TMS 602/ACI 530.1-11 prior to construction SOILS INSPECTIONS ITEM FOR VERIFICATION & INSPECTION INSPECTION FREQUENCY DETAILED INSTRUCTIONS AND FREQUENCIES CONTINUOUS PERIODIC Verify subgrade is adequate to achieve design bearing capacity --X Prior to placement of concrete Verify excavations extend to proper depth and material --X Prior to placement of compacted fill or concrete Verify that subgrade has been appropriately prepared prior to placing compacted fill --X Prior to placement of compacted fill Perform classification and testing of compacted fill materials --X All materials shall be checked at each lift for proper classifications and gradations not less than once for each 10,000ft² of surface area Verify proper materials, densities and lift thickness during placement and compaction.X -- Note: 1. The approved soils report and the construction documents shall be used to determine compliance WOOD CONSTRUCTION INSPECTIONS ITEM FOR VERIFICATION & INSPECTION INSPECTION FREQUENCY DETAILED INSTRUCTIONS AND FREQUENCIES CONTINUOUS PERIODIC High-load diaphragms --X Verify thickness and grade of sheathing, size of framing members at panel edges, nail/staple diameters and length, and the number of fastener lines and fastener spacing per approved plans Wood trusses spanning > 60-feet --X Verify that temporary and permanent truss bracing is installed in accordance with approved truss package Structural wood --X If fastener spacing is < 4”o.c.: Verify that proper nailing, bolting, anchoring and other fastening of shear walls, diaphragms, drag struts, braces, and holdowns VERIFICATION AND INSPECTIONS FOR THE STRUCTURAL DOCUMENTS SPECIAL INSPECTIONS & TESTING S1.1 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision METAL ROOF DECKS 1.SEE GENERAL NOTES: "STEEL DECK" FOR ADDITIONAL INFORMATION. 2.FLOOR DECK TYPE: W2 FORMLOK (COMPOSITE), 20 GAGE, GALVANIZED G60, 36" WIDE, 3" DEEP, HAVING MINIMUM I = 0.422 IN^4, +S = 0.323 IN^3 AND -S = 0.333 IN^3. TOTAL DECK AND CONCRETE DEPTH IS 4". NORMAL WEIGHT CONCRETE, REINFORCE CONCRETE WITH WIRE MESH 6x6-W4.0xW4.0 (or EQUAL MESH). 3.CONNECTIONS: FASTEN DECK TO SUPPORTING FRAMING MEMBERS WITH #14 SDI RECOGNIZED SCREWS: A.AT EVERY FLUTE & TWO AT PANEL LAPS (ONE EACH SIDE OF SEAM), 36/5 PATTERN. B.6" O.C. AT ALL SUPPORTS PARALLEL TO DECK CORRUGATIONS. C.FASTEN SIDE LAPS BY ONE OF THE FOLLOWING: a. #10 SDI RECOGNIZED SCREWS AT 12" O.C.. ENGAGE ALL LAYERS OF THE DECK MATERIAL. b. VERCO'S PUNCHLOK II SYSTEM W/ CONNECTIONS AT 12" O.C. MAX. ENGAGE ALL LAYERS OF THE DECK MATERIAL. (A STANDARD BUTTON PUNCH CAN NOT BE USED IN PLACE OF VERCO'S PUNCHLOK.) METAL FLOOR DECKS (STAIR LANDINGS) C.W. = CROSSWISE E.W. = EACH WAY L.W. = LENGTHWISE 1.ALL CONTINUOUS FOOTINGS ARE MARK FC2.0, U.N.O.. 2.BEAR FOOTINGS ON PROPERLY PREPARED MATERIAL, SEE SOILS REPORT. 3.BEAR EXTERIOR FOOTINGS BELOW THE EFFECTS OF FROST. 4.CENTER CONTINUOUS WALL FOOTINGS BELOW CENTER LINE OF THE WALL. 5.CENTER SPREAD OR SPOT FOOTINGS BELOW THE CENTER OF STRUCTURAL COLUMN ABOVE. 6.PROVIDE 2x4 BEVELED KEYWAYS IN CONTINUOUS WALL FOOTINGS. UNO 7.PROVIDE 3" CLEAR CONCRETE COVER AT BOTTOM REINF., UNO. 8.PROVIDE DOWELS WITH STANDARD HOOK FROM FOOTINGS TO ANY REINFORCED ELEMENT ABOVE. DOWEL SIZE TO MATCH VERTICAL REINFORCING IN ELEMENT ABOVE. UNO 9.ANY INCREASE IN THE SIZE OF FOOTINGS FOR CONSTRUCTION CONVENIENCE, MAY REQUIRE ADDITIONAL REINFORCING. COORDINATE WITH THE EOR 10.S - - - - - S, DENOTES AN ELEVATION STEP IN FOOTING, SEE DETAIL 4/S4.0 FOOTING SCHEDULE MARK SIZE BOTTOM REINFORCING TOP REINFORCINGWIDTHLENGTHTHICK FC2.0 2'-0"CONT.12"(3) #4 CONTINUOUS NONE FC2.5 2'-6"CONT.12"(4) #4 CONTINUOUS L.W. & #4 AT 18" O.C. C.W.NONE FC3.0 3'-0"CONT.12"(4) #4 CONTINUOUS L.W. & #4 AT 18" O.C. C.W.NONE FS2.0 2'-0"2'-0"12"#4 AT 9" O.C. E.W.NONE FS2.5 2'-6"2'-6"12"#4 AT 9" O.C. E.W.NONE FS3.0 3'-0"3'-0"12"#5 AT 9" O.C. E.W.NONE FS3.5 3'-6"3'-6"12"#5 AT 9" O.C. E.W.NONE FS4.0 4'-0"4'-0"12"#5 AT 9" O.C. E.W.NONE FS4.5 4'-6"4'-6"12"#5 AT 9" O.C. E.W.NONE FS5.0 5'-0"5'-0"12"#5 AT 9" O.C. E.W.NONE FS5.0u 5'-0"5'-0"16"#5 AT 6" O.C. E.W.#5 AT 6" O.C. E.W. FS5.5 5'-6"5'-6"12"#5 AT 9" O.C. E.W.NONE FS5.5u 5'-6"5'-6"16"#5 AT 6" O.C. E.W.#5 AT 6" O.C. E.W. FS6.0 6'-0"6'-0"12"#5 AT 9" O.C. E.W.NONE 1.TERMINATE ALL REINFORCING (BOTH VERTICAL AND HORIZONTAL) WITH A STANDARD HOOK, OR APPROVED EQUAL. 2.DO NOT SOLID GROUT WALLS UNLESS SPECIFICALLY NOTED ON PLANS. 3.SOLID GROUT ALL CELLS WITH REINFORCING AND/OR EMBEDS, TYPICAL. 4.LAY BLOCK IN RUNNING BOND, TYPICAL, UNO. (IF STACK BOND IS REQ'D. CONTACT EOR FOR REQ'D. REINF.) 5.TOOL MORTAR JOINTS CONCAVE, TYPICAL, UNO. 6.PROVIDE MINIMUM COVER FOR REINFORCING PER THE GENERAL NOTES. 7.PROVIDE CORNER BARS AT CORNERS AND INTERSECTING WALLS. 8.DOWEL TO THE STRUCTURE BELOW WITH BARS MATCHING THE VERTICAL WALL REINFORCING, UNO. 9.PLACE VERTICAL REINFORCING IN THE CENTER OF THE WALL UNLESS EACH FACE IS SPECIFIED. 10.REMOVE BACK-TO-BACK FACE SHELLS AT INTERSECTING WALLS. ALTERNATE REMOVED FACE SHELLS, COURSE BY COURSE. 11.ADD LADDER-TYPE JOINT REINFORCING OF 2-#9 WIRES (3-#9 WIRES WITH VENEER) AT 16" O.C. HORIZONTALLY IN ALL MASONRY WALLS. 12.SEE DETAIL 5 THRU 10/S4.0 FOR TYP. MASONRY WALL REQUIREMENTS MASONRY WALL SCHEDULE MARK THICK VERTICAL REINF.HORIZONTAL REINF.WALL CONSTRUCTION NOTES MW-1 8"(1) #5 AT 32" O.C.(2) #4 AT 48" O.C. MW-2 8"(1) #5 AT 32" O.C.(2) #4 AT 48" O.C.GROUT WALL SOLID MW-3 8"(1) #5 AT 32" O.C.(2) #4 AT 24" O.C.GROUT WALL SOLID MW-4 8"(1) #5 AT 24" O.C.(2) #4 AT 48" O.C. 24" 8" MASONRY PIER SCHEDULE MARK WIDTH LENGTH VERT. REINF.TIE SETS NOTES MP-1 8"1'-4"(4) #5 #3 AT 8" O.C. MP-2 8"1'-4"(4) #6 #3 AT 8" O.C. MP-3 8"2'-0"(6) #5 #3 AT 8" O.C. MP-4 20"2'-0"(4) #5 #3 AT 8" O.C. 1.SOLID GROUT ALL CELLS, TYPICAL. 2.COLUMN TIES: A.SINGLE BLOCK COLUMNS: PLACE TIES WITHIN THE MORTAR JOINT, UNO. B.MULTI WIDE BLOCK COLUMNS: PLACE TIES INSIDE OF FACE SHELLS 2" ABOVE OR BELOW MORTAR JOINTS. USE "H" BLOCK and/or NOTCH WEB MEMBERS AS REQUIRED. C.ADD (2) SETS OF TIES INSIDE THE FACE SHELLS AT THE TOP OF ALL COLUMNS TO ENCLOSE ANCHOR BOLTS, STUDS OR DBA'S WHEN THEY OCCUR. USE SAME TIE SIZE AS SCHEDULE. UNO. 3.REMOVE BACK-TO-BACK FACE SHELLS. ALTERNATE REMOVED FACE SHELLS, COURSE BY COURSE. 4.DOWEL VERTICAL PIER REINFORCEMENT TO STRUCTURE BELOW WITH MATCHING BARS. EXTEND VERTICAL REINFORCEMENT TO FOOTING. IF FOUNDATION WALL EXTENDS ABOVE FLOOR SLAB, ADD PIER TIES IN FOUNDATION WALL FROM FLOOR SLAB TO MASONRY PIER. 5.FOR BAR LAP OR SPLICE LENGTHS SEE THE GENERAL STRUCTURAL NOTES, SHEET S1.0. 6.DO NOT ALLOW PENETRATIONS THRU THE COLUMN. 7.HORIZONTAL WALL STEEL: A. AT PIERS WITHIN THE WALL, RUN HORIZONTAL WALL STEEL THRU THE COLUMN. B. AT PIERS AT THE END OF THE WALL OR AT WALL OPENINGS, RUN HORIZONTAL WALL STEEL THRU COLUMN TO THE FAR FACE OF PIER AND TERMINATE WITH A STD. HOOK. 16" 8" MP-1 & MP-2 MP-3 TYPE A: SINGLE CURTAIN AT WALL CENTERLINE VERT. REINF. CENTERED IN WALL HORIZ. REINF. VERT. REINF. EACH FACE TYPE B: DOUBLE CURTAIN HORIZ. REINF. MI N . C O V E R S E E GE N . N O T E S T Y P E . CONCRETE WALL SCHEDULE MARK THICKNESS VERTICAL REINF.HORIZONTAL REINF.NOTES CW-1 8"#4 AT 18" O.C.#4 AT 12" O.C.(2) #5 TOP & BOTTOM, TYPE 'A' CW-2 8"#4 AT 12" O.C.#4 AT 12" O.C.(2) #5 TOP & BOTTOM, TYPE 'A' CW-3 12"#4 AT 18" O.C. EACH FACE #4 AT 12" O.C. EACH FACE (2) #5 TOP & BOTTOM, TYPE 'B' CW-4 16"#4 AT 18" O.C. EACH FACE #4 AT 12" O.C. EACH FACE (2) #5 TOP & BOTTOM, TYPE 'B' CW-5 18"#4 AT 16" O.C. EACH FACE #4 AT 12" O.C. EACH FACE (2) #5 TOP & BOTTOM, TYPE 'B' CW-6 24"#4 AT 12" O.C. EACH FACE #4 AT 12" O.C. EACH FACE (2) #5 TOP & BOTTOM, TYPE 'B' CW-7 26"#4 AT 12" O.C. EACH FACE #4 AT 12" O.C. EACH FACE (2) #5 TOP & BOTTOM, TYPE 'B' 1.CONTRACTOR TO VERIFY ALL WALL THICKNESS W/ ARCHITECT. 2.PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTING WALLS, SEE DETAIL 2/S4.0. 3.WHEN A SINGLE CURTAIN OF REINFORCING IS SPECIFIED, PLACE THE VERTICAL REINFORCING IN THE CENTER OF THE WALL, TYPICAL, U.N.O.. 4.WHEN A DOUBLE CURTAIN OF REINFORCING IS SPECIFIED, PLACE EACH CURTAIN OF STEEL AT THE FACE OF THE WALL WITH MINIMUM COVER AS SPECIFIED IN THE GENERAL NOTES. PLACE THE VERTICAL REINFORCING CLOSEST TO THE FORMS, TYPICAL, U.N.O.. 5.PROVIDE DOWELS WITH STANDARD HOOKS TO THE STRUCTURE BELOW WITH SIZE AND SPACING TO ATTACH THE VERTICAL REINFORCING IN THE WALL ABOVE. 6.SPLICE VERTICAL REINFORCING AT FLOOR LEVELS ONLY, TYPICAL, U.N.O.. 7.SPLICES IN HORIZONTAL REINFORCING IN ONE CURTAIN SHALL BE STAGGERED FROM SPLICES IN THE OPPOSITE CURTAIN A MINIMUM OF FOUR FEET. 1.USE EXPOSURE 1 APA RATED SHEATHING WITH A MINIMUM SPAN INDEX OF 24/16. 2.ALL SHEATHING PANEL EDGES SHALL BE BLOCKED WITH A SINGLE COMMON BACK-UP MEMBER, TYPICAL. 3.WHEN BOTH FACES OF THE WALL ARE SHEATHED, STAGGER ALL JOINTS IN PLYWOOD, BOTH VERTICAL AND HORIZONTAL, ON ONE FACE OF WALL WITH THE JOINTS ON THE OTHER FACE OF THE WALL, TYPICAL. 4.ALL NAILS SHALL BE DRIVEN FLUSH WITH SURFACE OF SHEATHING. DO NOT UNDER OR OVER DRIVE NAILS. 5.USE COMMON NAILS AT SPACING SHOWN. CONTACT THE E.O.R. IF STAPLES ARE TO BE SUBSTITUTED. 6.IF STAPLES ARE USED INSTEAD OF NAILS, ALL SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO STUDS. 7.HORIZONTAL SPLICES IN SHEATHING SHALL NOT OCCUR AT HORIZONTAL JOINTS IN FRAMING. DO NOT PLACE JOINTS AT TOP EDGE OF TOP PLATE OR AT BOTTOM EDGE OF AN UPPER WALL SILL PLATE. 8.ANCHOR BOLTS SHALL INCLUDE STEEL PLATE WASHERS WITH A MINIMUM 0.229"x3"x3" IN SIZE. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. IF A SLOTTED WASHER IS USED PROVIDE A STANDARD CUT WASHER PLACED BETWEEN THE NUT AND SLOTTED WASHER. 9.ANCHOR BOLTS IN SILL PLATES SHALL BE PLACED SO AS NOT TO COINCIDE WITH THE LOCATION OF THE STUDS ABOVE. 10.ANCHOR BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF 7" INTO THE CONCRETE, UNO. 11.USING NAILS OTHER THAN THOSE SPECIFIED MAY RESULT IN THE DEMOLITION OF WORK AND FRAMING TO BE REPLACED. 11.ALL EXTERIOR WALLS NOT DESIGNATED SHALL BE MARK A. 12.SEE DETAIL 11/S4.0 FOR SHEAR WALL NAILING AT CORNERS AND ENDWALLS. PLYWOOD SHEAR WALL SCHEDULE MARK SHEATHING A.P.A. RATED NAILING SILL PLATE BOLTS AT FOUNDATION FRAMING AT ABUTTING PANEL JOINTSNAIL SIZE NAIL SPACING PANEL EDGES INTERMEDIATE SUPPORTS A 7/16 (1) SIDE 0.131"Øx2-1/2"6" O.C.12" O.C.2x w/ 5/8" Ø AT 32" O.C.2x_ B 7/16 (1) SIDE 0.131"Øx2-1/2"4" O.C.12" O.C.2x w/ 5/8" Ø AT 24" O.C.2x_ HD = HOLDOWN EMBED. = EMBEDMENT LENGTH INTO CONCRETE G & N = GLUE AND NAIL W/ 0.162Øx3-1/2" AT 6" O.C. STAGGERED D & E = DRILLED & EPOXY ANCHOR 1.WASHER REQUIRED UNDER ALL BOLT NUTS, INCLUDING NUTS ON ANCHOR BOLT. STUD SIZE REPRESENTS THE MINIMUM SIZE AND NUMBER OF STUDS REQUIRED AT HOLDOWN. 2.1 1/2" SPACE REQUIRED BETWEEN THE BOTTOM OF HOLDOWN AND WALL PLATE. TYPICAL ALL HOLDOWNS. 3.ALL STUDS ATTACHED TO HOLDOWN ARE REQUIRED TO BE NAILED WITH THE REQUIRED PANEL EDGE NAILING OR 4" O.C. MINIMUM WHICHEVER IS MORE RESTRICTIVE. 4.INSTALL HOLDOWN PER MANUFACTURER'S RECOMMENDATIONS, UNO. 5.ANY HOLDOWN MAY BE REPLACED WITH A HOLDOWN THAT FOLLOWS IN THE HOLDOWN SCHEDULE. 6.SEE DETAIL 12/S4.0 FOR TYPICAL HOLDOWN REQUIREMENTS, AND DETAIL 12/S4.1 FOR FLOOR-TIE STRAPPING REQUIREMENTS. SIMPSON STRONG-TIE HOLDOWN & FLOOR-TIE SCHEDULE MARK MODEL ANCHOR or TIE BOLT STUD SIZE (MINIMUM)HD to STUD CONNECTION HD-1 HDU2-SDS2.5 SIMPSON PAB5 ANCHOR (2) - 2x6 STUDS, G & N (6) 1/4x2-1/2 SDS SCREWS HD-2 HDU4-SDS2.5 SIMPSON PAB5 ANCHOR (2) - 2x6 STUDS, G & N (10) 1/4x2-1/2 SDS SCREWS HD-3 HDU4-SDS2.5 SIMPSON SB5/8x24 ANCHOR (2) - 2x6 STUDS, G & N (10) 1/4x2-1/2 SDS SCREWS FT-1 MST48 STEEL STRAP (2) - 2x6 STUDS, G & N (32) 0.162 x 2 1/2" NAILS FT-2 HDU4-SDS2.5 5/8"Ø THREADED STUD WELDED TO WF BEAM BLW. SEE DETAIL 13/S4.1 (2) - 2x6 STUDS, G & N (10) 1/4x2-1/2 SDS SCREWS TYPICAL BEAM SECTIONS TYPE A TOP REBAR ADDITIONAL HORIZ. (2) #4 AT 24"O.C. FOR TYPE A OR (1) #5 AT 24"O.C. REBAR FOR TYPE B. BOTTOM REBAR STIRRUPS, ALTERNATE DIRECTIONS. SEE SCHEDULE FOR SIZE & SPACING. TYPE B DE P T H WIDTH WIDTH DE P T H MASONRY BEAM SCHEDULE MARK WIDTH DEPTH TYPE HORIZONTAL. REINF.STIRRUPS MB-1 8"24"A (2) #5 BOTTOM NONE MB-2 8"32"A (2) #5 BOTTOM (2) #3 STIRRUPS AT 8" O.C. MB-3 8"40"A (2) #5 BOTTOM & (2) #5 TOP (2) #3 STIRRUPS AT 8" O.C. MB-4 8"56"A (4) #6 BOTTOM & (2) #5 TOP (2) #3 STIRRUPS AT 8" O.C. 1.SOLID GROUT ALL CELLS, TYPICAL. 2.USE OPEN ENDED UNITS THROUGHOUT MASONRY BEAM. BACK-TO-BACK END SHELLS ARE NOT ALLOWED. 3.TYPICAL HORIZONTAL REINFORCING DETAILING: A.SPLICE TOP BARS AT MID SPAN ONLY. B.EXTEND TOP BARS A MINIMUM OF 4'-0" BEYOND THE FACE THE OPENING OR TERMINATE WITH A STANDARD HOOK, UNO. C.SPLICE BOTTOM BARS AT SUPPORTS ONLY. D.EXTEND BOTTOM BARS A MINIMUM OF 24" BEYOND THE FACE OF THE OPENING OR TERMINATE WITH A STANDARD HOOK, UNO. 4.HOOK STIRRUPS AROUND HORIZONTAL TOP & BOTTOM BARS. PLACE THE FIRST STIRRUP 4" FROM THEIR SUPPORTS. 5.EXTEND VERTICAL WALL REINFORCING TO BOTTOM OF BEAM IN ADDITION TO BEAM STIRRUPS. 6.EXTEND THE END SUPPORTS VERTICAL STEEL THE FULL HEIGHT OF THE WALL. (LEVEL TO LEVEL) 7.PROVIDE VERTICAL WALL CONTROL JOINTS ABOVE BEAMS NEAR BEAM MID-SPANS ONLY, UNO. DO NOT PLACE CONTROL JOINTS AT OR NEAR FACE OF SUPPORTS OR EXTEND JOINTS THRU THE BEAMS. 8.DO NOT ALLOW PENETRATIONS THROUGH MASONRY BEAMS. 9.SEE GENERAL NOTES FOR ADDITIONAL INFORMATION. 1.THESE LAPS ARE REQUIRED IN ALL COLUMNS, WALLS AND BEAMS. LAP LENGTHS DO NOT APPLY TO HOOKS OR COLUMN TIES. 2.THE BAR COVER DISTANCE, K, SHALL BE TAKEN AS THE LEAST DIMENSION AS SHOWN HERE. 3.FOR BAR COVER DISTANCES, K, NOT SHOWN CONTACT E.O.R. 4.MINIMUM YIELD STRENTGH OF REINFORCEMENT; fy = 60,000psi. 5.MECHANICALLY SPLICE BARS GREATER THAN #9. 6.* NOT ALLOWED AS VERT. REINF IN LOW LIFT GROUTED WALLS. MASONRY - MINIMUM BAR LAP LENGTHS KKKK K K K K K # 3 BAR SIZE # 4 # 5 # 6 # 7 # 8 # 9 24"2" 2 1/2" 3" 3 1/2" 4" 24" 24" 24" 24" 27" 24" 24" 24" 24" 42" 34" 28" 24" 24" 85" * 68" * 56" * 48" 42" 115" * 92" * 77" * 66" * 58" * 161" * 129" * 107" * 92" * 80" * 204" * 163" * 136" * 116" * 102" * BA R C O V E R 'K ' F'm = 2000psi 1.BOUNDARIES EXIST AT ALL DIAPHRAGM-SHEAR WALL INTERFACES AND ALONG ALL STRUCTURAL ELEMENTS THAT TRANSFER DIAPHRAGM FORCES INTO THOSE WALLS. 2.THIS JOINT DETERMINES IF THE DIAPHRAGM IS BLOCKED OR UNBLOCKED. 3.SHEATHING ORIENTATION: LONG DIRECTION (STRONG AXIS) PERPENDICULAR TO FRAMING & SHORT DIRECTION (WEAK AXIS) PARALLEL TO FRAMING. 4.USING NAILS OTHER THAN THOSE SPECIFIED MAY RESULT IN THE DEMOLITION OF WORK AND FRAMING TO BE REPLACED. 5.SEE DETAIL 4/S4.1 FOR FRAMING AT SMALL OPENINGS IN ROOF SHEATHING. BLOCKING, IF REQ'D SEE TABLE ABOVE NAILING AT CONTINUOUS PANEL JOINTS, SEE NOTE 2. BLOCKING CUT AND FITTED BETWEEN JOIST AT ALL CONTINUOUS PANEL EDGES NAILING AT BOUNDARIES, SEE NOTE 1. NAILING IN "FIELD" ROOF JOISTS OR TRUSSES NAILING AT NON-CONTINUOUS PANEL JOINTS 4'x 8' PANELS (TYP.) NAILING AT BOUNDARIES, SEE NOTE 1. WOOD DIAPHRAGM NAILING AND SHEATHING SCHEDULE MARK SHEATHING REQUIREMENT NAILING REQUIREMENT THICK SPAN RATING NAIL SIZE NAIL SPACING BLOCKING REQ'DBOUNDARY ELEMENTS CONT. PANEL JOINTS NON-CONT. PANEL JOINTS FIELD WD-1 19/32"40/20 0.148"Øx3"6" O.C.N.A.6" O.C.12" O.C.NO WD-2 23/32"48/24 0.148"Øx3"6" O.C.N.A.6" O.C.12" O.C.NO MP-4 20" 24 " HORIZONTAL WALL REINFORCING TO RUN CONT. THROUGH 6" BLOCK 6" CMU BLOCK GROUT SOLID, INCLUDING CENTER 1.PROVIDE DOWELS WITH STANDARD HOOKS TO THE STRUCTURE BELOW TO MATCH THE VERTICAL REINFORCING IN THE COLUMN ABOVE, TYP., U.N.O. 2.PROVIDE A MINIMUM OF THREE SETS OF TIES IN THE TOP FIVE INCHES OF EVERY COLUMN, TYP., U.N.O. PROVIDE TIE SETS AT ONE-HALF THE SPACING SHOWN IN THE SCHEDULE FOR A MINIMUM OF 1/6 THE CLEAR SPAN, THE MAXIMUM CROSS SECTIONAL DIMENSION OF THE COLUMN, OR 18 INCHES, TOP AND BOTTOM. 3.PROVIDE CHAMFERS AT ALL CORNERS, COORD. WITH ARCH. 4.PENETRATIONS THROUGH CONCRETE COLUMNS IS NOT ALLOWED. 1 TIE PER SET 2" COVER TYP. CONCRETE PIER SCHEDULE MARK WIDTH LENGTH VERTICAL REINF.TIE SETS NOTES CP-1 24"2'-4"(8) #6 #4 AT 12" O.C. & (3) TIES IN TOP 5" CP-2 24"2'-6"(8) #6 #4 AT 12" O.C. & (3) TIES IN TOP 5" EXTEND TOP OF PIER ABOVE SLAB & SLOPE FRONT SIDE PER ARCH. CP-1 & CP-2 PROVIDE STANDARD 90° BEND AT OUTER HORIZONTAL BARS PROVIDE STANDARD 90° BEND AT OUTER HORIZONTAL BARS 1.SEE GENERAL NOTES: "STEEL DECK" FOR ADDITIONAL INFORMATION. 2.CONNECTIONS: WELD DECK TO SUPPORTING FRAMING MEMBERS WITH EITHER AN E60 OR E70 ELECTRODE WITH PUDDLE WELDS HAVING A FUSION AREA NOT LESS THAN 3/4" EFFECTIVE DIAMETER AS FOLLOWS (WELDS SHALL PENETRATE ALL LAYERS OF DECK AND HAVE PROPER FUSION TO THE SUPPORTING MEMBERS.): A.AT EVERY OTHER FLUTE & TWO AT PANEL LAPS (ONE EACH SIDE OF SEAM), 36/4 WELD PATTERN. B.12" O.C. AT ALL SUPPORTS PARALLEL TO DECK CORRUGATIONS. C.FASTEN SIDE LAPS BY ONE OF THE FOLLOWING: a. HSB TYPE DECK: TOP SEAM WELDS AT 18" O.C., CRIMP SIDE SEAMS BEFORE WELDING SIDE LAPS. ENGAGE ALL LAYERS OF THE DECK MATERIAL. b. PLB TYPE DECK: VERCO'S PUNCHLOK II SYSTEM W/ CONNECTIONS AT 18" O.C. MAX. ENGAGE ALL LAYERS OF THE DECK MATERIAL. (A STANDARD BUTTON PUNCH CAN NOT BE USED IN PLACE OF VERCO'S PUNCHLOK.) 3.ROOF DECK: VERCO TYPE HSB-36 OR PLB-36, 20 GAGE, GALVANIZED G60, 36" WIDE, 1.5" DEEP, HAVING MINIMUM I = 0.231 IN^4, +S = 0.230 IN^3 AND -S = 0.237 IN^3. 4.ALL ROOF DECKING TO BE THREE SPANS MINIMUM, U.N.O. 5.FOR DECK OPENINGS AT RTU'S, ROOF DRAINS ETC. SEE DETAIL(s) 8, 9 & 10/S5.1 SCHEDULES S1.2 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S2.0 LEVEL 1 - FOOTING & FOUNDATION PLAN 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 AA B B C C D D EE F F G G 4.5 4.5 7.8 7.8 6.3 6.4 6.4 7.2 7.26.65.6 1.3 1.3 7.7 7.7 F.9 F.9 F.2 F.2 F.8 F.8 F.7 F.7 A.3 B.3 B.3 1.8 E.7 3.22.41.91.7 A.2 S - - - - - - - - - - S S - - - - - - - - - - S S - - - - - - - - - - S S - - - - - - - - - - S S - - - - - - - - S FC2.0 SLAB FOOTING BELOW SHAFT WALL REFERENCE NOTES AND KEYNOTES 1.ALL CONT. FOOTINGS MODIFY AS REQ'D AT ARCH FEATURES. FOOTING TO EXTEND 6" FROM FACE OF FOUNDATION. REINFORCE WITH #4 BARS AT 12" O.C. EACH WAY, TYP. UNO. 2.SEE DETAIL 14/SS4.1 FOR SLAB FOOTING AT CONCRETE PITS. 3.4" CONCRETE SLAB ON 4" FREE- DRAINING GRAVEL. REINFORCE WITH #4 BARS AT 24" O.C. EACH WAY. PLACE IN CENTER OF SLAB. FOR CONTROL JOINTS & REINF. LAPS AND SPLICES, SEE DETAIL(S) 1 & 3/S4.0. 4. DENOTES HOLDOWN, SEE HOLDOWN SCHEDULE ON SHEET S1.2. 5.GUIDE RAIL SUPPORT: 3/8x4x12" EMBED PLATE (LONG DIM. PLACE HORIZONTAL) AT 48" O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., TYP. HD-# 3 3 3 3 2 11 1 1 1 1 1 1 2 2 FS5.0u FS5.5u FS5.0u TOP OF THESE THREE FOOTINGS IS 5'-0" (MIN.) BELOW TOP OF SLABFS5.0u FS5.0u FS5.0u MP - 1 MP- 1 MP- 2 M P - 2 MP- 1 MP- 1 M P - 1 MP - 3 MP - 1 MP - 3 MP - 1 MP - 1 MP- 1 FS5.5u FS5.0u HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-3 HD-2 HD-2 HD-2 HD-2 HD-2HD-2 2 S4.2 TYP. 14 S4.1 14 S4.1 1 S4.2 MW - 2 MW - 2 MW-2 MW-2 MW - 2 MW - 4 MW - 4 MW-1 MW-1 MW-1 MP - 1 MP - 1 MP - 1 MP - 1 MP-1 MP-1 MP- 1 M P - 1 CP- 2 HS S 4 x 4 x 3 / 1 6 H S S 4 x 4 x 3 / 1 6 HSS 4 x 4 x 3 / 1 6 H S S 4 x 4 x 3 / 1 6 H S S 4 x 4 x 1 / 4 HSS4x4x1/4 H S S 4 x 4 x 1 / 4 W8 x 2 4 HSS 5 x 5 x 1 / 4 HSS 4 x 4 x 1 / 4 H S S 5 x 5 x 1 / 4 HS S 5 x 5 x 1 / 4 HS S 6 x 6 x 5 / 1 6 HSS 5 x 5 x 1 / 4 HSS 5 x 5 x 5 / 1 6 HSS 5 x 5 x 5 / 1 6 HSS 5 x 5 x 5 / 1 6 HS S 5 x 5 x 5 / 1 6 HS S 5 x 5 x 5 / 1 6 HS S 5 x 5 x 5 / 1 6 HS S 5 x 5 x 5 / 1 6 HS S 5 x 5 x 5 / 1 6 HSS 5 x 5 x 1 / 4 FS4.0 FS4.0 FS4.0 FS2.0 FS3.5 FS4.0 FS4.0 FS4.0 FS4.0 FS5.0 FS4.5 FS5.5 FS4.0 FS5.5 FS6.0 FS5.0 FS5.0 FS2.0 FS4.0 FS2.0 FS2.0 FS2.0 FS2.5 FS2.5 FS3.0 MP - 1 MP- 1 MP - 1 MP-1 MP - 1 MP-1 FS3.0FS3.0 FS3.0FS3.0 MW-1 FS3.0 FS3.0FS3.0 FS3.0 FS4.5 FS4.5 CW - 2 CW - 2 CW - 2 FC 3 . 0 2 FC 3 . 0 FS4.0 FS4.0 FS4.0 FS4.0 CW - 2 CP- 1 MP- 4 CP - 1 MP- 4 CP - 1 MP- 4 CP - 1 MP- 4 W8 x 3 1 CP - 2 W8x 3 1 1 1 1 1 MW-1 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.5 FC2.0 1 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC2.0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 FC 2 . 0 1 CW-1 CW-1 CW - 1 CW - 1 CW-1 CW-1 CW-3 CW-1 CW-1 CW-5 CW - 5 CW - 5 CW - 5 CW - 6 CW-5 CW - 1 CW-1CW-1 CW-3 CW-3 CW-3 CW-3 CW-3 CW-3CW-3 CW-4 CW-3 CW-3 CW - 3 CW - 3 CW - 3 CW - 3 CW - 3 CW - 3 CW - 3 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW - 1 CW-1 CW-1 CW-1 CW-1 CW - 1 CW - 1 CW - 1 CW-1 CW-1 CW-1CW-1CW-1CW-1CW-1 CW-1 CW-1 CW-1 CW-1 CW-1 CW-1 2 S4.2 TYP. FC 2 . 0 FC 2 . 0 FC 2 . 0 8 S4.3 TYP. 9 S4.2TYP. 5 S4.3 TYP. 5 S4.2 TYP. 10 S4.2 TYP. 13 S4.3TYP. 13 S4.3TYP. 4 S4.3 TYP. CW - 3 9 S4.3 TYP.10 S4.3 TYP. 15 S4.2 TYP. 15 S4.2 TYP. 15 S4.2 TYP. 4 S4.3 TYP. 16 S4.2 FC2.0 16 S4.2 16 S4.2 8 S4.2 TYP. 13 S4.2 TYP. 7 S4.2TYP. 6 S4.2 FC2.0 6 S4.3 6 S4.3 7 S4.3 3 S4.3 10 S4.2 CW - 7 CW - 3 4 S4.2 TYP. 10 S4.2 TYP. 11 S4.3 TYP. 1 S4.3 TYP. 14 S4.2 TYP. 5 S4.2 TYP. 11 S4.2 TYP. 11 S4.2 TYP. 4 S4.2TYP. 5 2 S4.3 TYP. CW-3 12 S4.2 TYP. MP - 3 FS5.0 FS5.0 FC 2 . 0 CW-3 FS5.5u FS5.5u 5'-4" 3 3 LEVEL 1 FOOTING & FOUNDATION PLAN S2.0 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S3.0 LEVEL 2 - FLOOR FRAMING PLAN 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 AA B B C C D D EE F F G G 4.5 4.5 7.8 7.8 6.3 6.4 6.4 7.2 7.26.65.6 1.3 1.3 7.7 7.7 F.9 F.9 F.2 F.2 F.8 F.8 F.7 F.7 A.3 B.3 B.3 1.8 E.7 3.22.41.91.7 A.2 MB-3MB-2 MB - 1 W18x55 (DRAG)W14x22 (DRAG)W14x34 (DRAG)W16x36 (DRAG) W16x36 (DRAG) W12x19 (DRAG)MB-1 MB-1 MB-3 MB-3 MB-1 MB - 2 (2) 1 3/4x9 1/2" LVL W12x19 (DRAG)W14x26 (DRAG)W14x22 (DRAG)W14x34 (DRAG)W16x36 (DRAG) MB-3 HS S 8 x 4 x 1 / 4 HS S 8 x 4 x 1 / 4 HS S 8 x 4 x 1 / 4 HS S 8 x 4 x 1 / 4 MB - 1 HSS12x6x1/4 (3) 2x8(3) 1 3/4x7 1/4" LVL(3) 2x8 HSS12x2x1/4 HS S 6 x 4 x 3 / 8 HSS12x4x1/4 W14x22 (DRAG) 3 1 / 8 x 1 5 " G L B ( D R A G ) 3 1 / 8 x 1 5 " G L B (D R A G ) W12x19 (DRAG) W12x19 (DRAG)3 1 / 8 x 1 5 " G L B ( D R A G ) 3 1 / 8 x 1 5 " G L B ( D R A G ) MB - 1 3 1 / 8 x 1 5 " G L B ( D R A G ) W1 4 x 2 2 3 1 / 8 x 1 5 " G L B (D R A G ) ROOF & FLOOR TRUSS NOTES SNOW DRIFTING 1.DESIGN TRUSSES PER IBC 2018. 2.DO NOT CHANGE TRUSS LAYOUT FROM THAT SHOWN WITH OUT EOR APPROVAL. 3.ALL LOADS ARE TO BE APPLIED WITH IBC SECTION 1605.3.1 BASIC LOAD COMBINATIONS FOR ASD. 4.DESIGN JOIST FOR A LIVE LOAD DEFLECTION OF L/240 FOR ROOF TRUSSES, AND L/360 FOR FLOOR TRUSSES. 5.DESIGN TRUSSES FOR A WIND UPLIFT PER THE DESIGN CRITERIA ON SHEET S1.0. 6.GENERAL CONTRACTOR TO COORDINATE LOCATION OF HVAC UNITS W/ ARCH & JOIST MANUFACTURER. 7.RTU'S SHOWN ARE FOR REFERENCE ONLY, VERIFY LOCATION WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. RTU WEIGHTS SHOWN ARE THE MINIMUM DESIGN LOAD, IF ACTUAL LOAD IS GREAT INCREASE AS NEEDED, IF ACTUAL LOAD IS LESS DO NOT DECREASE DESIGN LOAD SHOWN. INDICATES SNOW DRIFT IN ADDITION TO UNIFORM ROOF SNOW LOAD, SEE APPROPRIATE DRIFT DIAGRAM AND PLAN FOR LOCATION. LOAD IN PSF LENGTH 0 PSF # DRIFT CASE A 35 psf 7'-0" DRIFT CASE B 50 psf 10'-0" DRIFT CASE C 52 psf 11'-0" DRIFT CASE D 68 psf 14'-0" LOAD LENGTH REFERENCE NOTES AND KEYNOTES 1.SEE "WOOD FRAMING NOTES" ON SHEET S1.2 FOR ADDITIONAL WOOD FRAMING REQUIREMENTS. 2. DENOTES SHEAR WALL AND TYPE, SEE SHEAR WALL SCHEDULE. 3. DENOTES SIMPSON CS14 STRAPS, SEE DETAIL 5/S4.1 (STRAPPING MAY BE PLACED ON THE INSIDE OF THE WALL AT STEEL CANOPY LOCATIONS). STRAPPING IS REQUIRED AT BOTH TOP AND BOTTOM OF ALL OPENINGS. 4.UNLESS NOTED OTHERWISE, PROVIDE (2) #5 JAMB BARS AT EACH OPENING. 5.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. SEE FRAMING NOTE FOR ADDITIONAL REQUIREMENTS. 6.SEE DETAIL 6/S4.1 FOR WOOD STUD CONNECTIONS TO STEEL COLUMNS. 7.GUIDE RAIL SUPPORT: 3/8x4x12" EMBED PLATE (LONG DIM. PLACE HORIZONTAL) AT 48" O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., TYP. 8. DENOTES SIMPSON LTTP2 WALL ANCHOR AT 96" O.C., SEE DETAIL 11/S4.4 & 13/S4.4. 9. DENOTES SIMPSON LTTP2 WALL ANCHOR AT 96" O.C. ALONG WITH A SIMPSON CS14 STRAP EXTENDING 12'-0" FROM FACE OF WALL, SEE DETAIL 9/S4.4 & 10/S4.4. 10. DENOTES SIMPSON HDU5-SDS2.5 ANCHOR, SEE DETAIL 10/S4.6. 11. DENOTES SIMPSON CMST12 DRAG STRAP BY 78" LONG, CENTERED AT WF BEAM, USE A MINIMUM OF (40) 0.162Øx2 1/2" NAILS EACH END. SEE DETAIL 12 & 13/S4.5. 12.SECURE STAIR STRINGERS TO DBL RIM JOIST WITH L3x3x1/4 AND (3) 5/8"Ø x 4" LAG SCREWS. 13.NORMAL WEIGHT CONCRETE ON W2 STEEL DECK, TOTAL SLAB DEPTH IS 4", SEE SCHEDULE. TYPICAL AT LANDINGS 14.WOOD SHEATHING/DIAPHRAGM, WD-1 15.WOOD SHEATHING/DIAPHRAGM, WD-2 WITH 1 1/2" GYPCRETE (COORD. WITH ARCH.) 16.TYPICAL STAIR STRINGERS, HSS12x2x1/4 17.PROVIDE GIRDER TRUSS FRAMING AROUND HVAC SHAFT. 18.WIDE FLANGE COLUMN BRACING, SEE DETAIL 11/S4.6 B B B B B B B B B B B B B B B B B B B B B # B B A A 3 3 3 3 3 3 3333 3 3 3 3 3 3 3 FT-1 FT-1FT-1 FT-1 FT-1 FT-1 FT-1 FT-1 FT-1 FT-1 3 MEZZANINE BEARING AND SHEAR WALLS 2x6 AT 12" O.C. AT 16" O.C. 1 1 / 2 x 7 1 / 4 " L S L 1 . 5 E S T U D S A T 1 2 " O . C . 1 1/2x7 1/4" LSL 1.5E STUDS AT 12" O.C. 1 1 / 2 x 7 1 / 4 " L S L 1 . 5 E S T U D S A T 1 2 " O . C . 3 (2) T (3) KS (2 ) T (3 ) K S (2 ) T (3 ) K S (2 ) T (3 ) K S (2 ) T (3) K S (2) T (3) K S MW - 4 MW - 4 MW - 4 MW-4 MW-4 MW - 4 MW - 4 MW-1 MW-1 MW-1 MW-1 MW-1 MW-3 MW-3 MW - 3 MW - 3 MW - 2 MW - 2 MW-2 MW-2 MW-2 MW - 2 MP - 1 MP- 1 MP- 2 M P - 2 MP- 1 MP- 1 M P - 1 M P - 3 M P - 1 MP - 3 MP - 1 MP - 1 MP-1 MP - 1 MP - 1 MP - 1 MP - 1 MP-1 MP-1 4 4 4 4 4 5 5 5 5 PRESS PLATE WOOD FLOOR TRUSSES AT 24" O.C. UNO MAXIMUM DEPTH OF 18", COORD. W/ ARCH. FOR ACTUAL DEPTH HS S 6 x 4 x 3 / 8 HS S 1 2 x 4 x 1 / 4 C A N O P Y M E M B E R S NOTES: 1.APPLY TYPICAL OR SIMILAR DETAILS, SECTIONS AND NOTES TO SIMILAR SITUATIONS ON THE DRAWINGS WHERE SPECIFIC DETAILS ARE NOT REFERENCED. 2.DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM. DO NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. 3.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 4.SEE DETAIL 3/S4.1 FOR PARTITION WALL BRACING 5.SEE DETAIL 4/S4.1 FOR FRAMING AT SMALL OPENINGS (VENTS AND ROOF DRAINS, ETC) WOOD WALL FRAMING: 1.WALL STUDS SHALL MEET THE FOLLOWING a) EXTERIOR WALLS, SHALL BE FRAMED WITH 2x6 STUDS AT 16"O.C., MIN. UNO. (SEE PLAN WHERE 12" SPACING IS REQUIRED b) TALL WALL AT "WAITING, 104" (ENTRY AT GRIDS 6.3-7 AND A-C, SEE PLAN FOR NOTED AREAS), SHALL BE FRAMED WITH 1 1/2x7 1/4" LSL 1.5E AT 12" O.C. (ENGINEERED LUMBER), NO SUBSTITUTIONS ARE ALLOWED. c) INTERIOR FLOOR BEARING AND SHEAR WALLS SHALL BE FRAMED WITH 2x6 STUDS AT 16" O.C., UNO 2.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. 3.WHERE ADDITIONAL TRIMMER OR KING STUDS ARE REQ'D THE FOLLOWING IS TO BE USED FOR THE NOTATION OF THE MEMBERS: (#)T= # OF TRIMMERS, (#)KS = # OF KING STUDS 4.SEE DETAIL 2/S4.1 FOR CONNECTORS AT WOOD BEAMS AND HEADERS. DOUBLE TOP PLATE NAILING: (SEE DETAIL 1/S4.1) 1.TOP PLATE SPLICES TO BE 48" MINIMUM IN LENGTH. 2.TOP PLATE NAILING WITHIN SPLICE IS TO BE (32) 0.148"Øx3" LONG NAILS ON EACH SIDE OF EACH SPLICE. NAILS ARE TO BE EQUALLY SPACED. 3.TOP PLATE NAILING OUTSIDE OF SPLICES IS TO BE 0.148"Øx3" LONG NAILS AT 12"O.C., STAGGERED. WOOD BEAM AND WOOD COLUMN NOTES: 1.UNLESS NOTED OTHERWISE ALL WOOD BEAMS SHALL BE SUPPORTED BY A MINIMUM OF (2) 2x DF#2 OR BTR. 2.BUILT-UP BEAMS ARE TO BE SPIKING TOGETHER AT EACH LAMINATION (EACH PLY) AS PER THE FOLLOWING: 6" DEEP: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 8" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 10" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 12-16" DEEP: (4) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 3.ALL COLUMNS ARE TO BE CONTINUOUS FROM BEAM TO FOUNDATION. WOOD COLUMNS MAY BE SPLICED AT FLOOR LOCATIONS PROVIDED THAT SOLID BLOCKING IS INSTALLED TO TRANSFER LOAD AROUND FLOOR JOIST. 4.BUILT-UP COLUMN (MULTIPLE 2x STUDS) ARE TO BE SPIKED TOGETHER AS PER THE FOLLOWING: 2x4'S: (1) ROW OF 0.148"Øx3" LONG NAILS AT 6" O.C. STAGGERED 1" ABOUT CENTERLINE. 2x6'S: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 8" O.C. STAGGERED 1-1/2" FROM EDGES WOOD FRAMING NOTES: MB-2 MB-1 MB-1 MB-2 MB-1 MB - 2 MB - 1 H S S 1 4 x 4 x 1 / 4 H S S 1 4 x 4 x 1 / 4 H S S 1 4 x 4 x 1 / 4 2x6 JOIST AT 24" O.C. HSS10x2x1/4 HS S 1 0 x 2 x 1 / 4 HS S 1 0 x 2 x 1 / 4 2x6 JOIST AT 24" O.C. HS S 1 0 x 2 x 1 / 4 HS S 1 0 x 2 x 1 / 4 W8 x 3 1 W8 x 3 1 W8 x 3 1 W8 x 3 1 W12x19 (DRAG) MP - 1 MP- 1 MP - 1 MP-1 M P - 1 MP-1 MW-1 MW-1 MW-1 MW-1 MW-1 MW - 1 MW - 1 MW - 1 MW - 1 MW - 1 MB-4 MB - 2 5 MP-1 (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 MW - 4 MW - 4 MW - 4 MW - 4 H S S 1 4 x 4 x 1 / 4 MP- 4 MP- 4 MP- 4 MP- 4 (2 ) 2 x 8 (2 ) 2 x 1 0 (2 ) 2 x 1 0 (2) 2x10 9 1 / 2 " T J I 2 1 0 A T 2 4 " O . C . W1 8 x 4 0 ( D R A G ) 5 (2 ) 2 x 8 (2 ) 2 x 8 (2 ) 2 x 8 14" TJI 560 AT 16" O.C.14" TJI 210 AT 16" O.C. 9 1/2" TJI 210 AT 24" O.C. HSS12x4x1/4 SNOW DRIFT D 11 7/8" TJI 210 AT 24" O.C. (2) 1 3/4x9 1/2" LVL (3 ) T (3 ) K S (3 ) T (3 ) K S 6 6 6 6 7 7 MP - 3 W1 2 x 1 6 ( D R A G ) W1 2 x 1 6 ( D R A G ) W1 2 x 1 6 ( D R A G ) 8 9 9 8 9 9 9 9 9 10 11 11 11 11 11 11 88 12 S4.5 TYP. AT DRAGS 9 S4.5 TYP. 11 S4.5 TYP. 4 S4.6 TYP. 3 S4.6 TYP. HSS10x2x1/4 1 S4.6TYP. 16 S4.3 TYP. 15 S4.5 TYP. 2 S4.6 TYP. 15 S4.7 11 S4.4 TYP. 10 S4.4 TYP. MW - 3 8 S4.6 9 S4.6 TYP. 6 S4.6 7 S4.6 TYP. 5 S4.6 TYP. HS S 1 2 x 4 x 1 / 4 9 9 8 16 S4.4 TYP. 6 S4.5 5 S4.5 TYP. (2 ) 2 x 8 2 S4.4 TYP. AT LANDING 1 S4.4 TYP. AT LANDING 14 S4.3 TYP. 15 S4.4 TYP. 10 S4.4 TYP. MW - 2 16 S4.3 TYP. 7 S4.5 TYP. (SIM) 15 S4.7 13 S4.4 TYP. 14 S4.4 TYP. 3 1 / 8 x 1 5 " G L B ( D R A G ) 9 S4.4 4 S4.4 6 S4.4 5 S4.4 7 S4.4 8 S4.4 TYP. 5 S4.4 TYP. HSS6x4x1/4 14 S4.3 TYP.15 S4.3 TYP. 12 S4.4 10 S4.4 TYP. 11 S4.4 TYP. 10 S4.4 TYP. 10 S4.5 W1 0 x 2 2 11 7 / 8 " T J I 2 1 0 A T 2 4 " O . C . W1 2 x 1 9 ( D R A G ) 3 S4.5 TYP. 15 S4.4 TYP. 13 S4.6 15 S4.6 TYP. 14 S4.6 12 S4.6 1212 9 S4.4 9 S4.4 11 S4.4 TYP. (2) 2x8 14 14 14 131316 16 15 15 13 13 13 16 16 16 16 14 17 (2 ) 1 3 / 4 x 9 1 / 2 " L V L 8 S4.5 8 S4.5 18 11 13 S4.5 TYP. AT DRAGS (3 ) 1 3 / 4 x 1 4 " L V L FT-1 11 S4.5 TYP. 1 S4.8 TYP. AT CMU CORNERS W/ DRAGS 15 3 3 LEVEL 2 FLOOR FRAMING PLAN S3.0 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S3.1 EVENT CENTER - ROOF FRAMING PLAN 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 AA B B C C D D EE F F G G 4.5 4.5 7.8 7.8 6.3 6.4 6.4 7.2 7.26.65.6 1.3 1.3 7.7 7.7 F.9 F.9 F.2 F.2 F.8 F.8 F.7 F.7 A.3 B.3 B.3 1.8 E.7 3.22.41.91.7 A.2 ROOF & FLOOR TRUSS NOTES SNOW DRIFTING 1.DESIGN TRUSSES PER IBC 2018. 2.DO NOT CHANGE TRUSS LAYOUT FROM THAT SHOWN WITH OUT EOR APPROVAL. 3.ALL LOADS ARE TO BE APPLIED WITH IBC SECTION 1605.3.1 BASIC LOAD COMBINATIONS FOR ASD. 4.DESIGN JOIST FOR A LIVE LOAD DEFLECTION OF L/240 FOR ROOF TRUSSES, AND L/360 FOR FLOOR TRUSSES. 5.DESIGN TRUSSES FOR A WIND UPLIFT PER THE DESIGN CRITERIA ON SHEET S1.0. 6.GENERAL CONTRACTOR TO COORDINATE LOCATION OF HVAC UNITS W/ ARCH & JOIST MANUFACTURER. 7.RTU'S SHOWN ARE FOR REFERENCE ONLY, VERIFY LOCATION WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. RTU WEIGHTS SHOWN ARE THE MINIMUM DESIGN LOAD, IF ACTUAL LOAD IS GREAT INCREASE AS NEEDED, IF ACTUAL LOAD IS LESS DO NOT DECREASE DESIGN LOAD SHOWN. INDICATES SNOW DRIFT IN ADDITION TO UNIFORM ROOF SNOW LOAD, SEE APPROPRIATE DRIFT DIAGRAM AND PLAN FOR LOCATION. LOAD IN PSF LENGTH 0 PSF # DRIFT CASE A 35 psf 7'-0" DRIFT CASE B 50 psf 10'-0" DRIFT CASE C 52 psf 11'-0" DRIFT CASE D 68 psf 14'-0" LOAD LENGTH SN O W D R I F T D SN O W D R I F T B SN O W D R I F T B SN O W D R I F T B SNOW DRIFT B SN O W D R I F T A SN O W D R I F T A REFERENCE NOTES AND KEYNOTES 1.SEE "WOOD FRAMING NOTES" ON SHEET S1.2 FOR ADDITIONAL WOOD FRAMING REQUIREMENTS. 2. DENOTES SHEAR WALL AND TYPE, SEE SHEAR WALL SCHEDULE. 3.C3x5 CHORD STRAPPING, PLACED AS NOTED ON PLAN. SEE DETAIL 7/S4.1. 4.SEE DETAIL 6/S4.1 FOR WOOD STUD CONNECTIONS TO STEEL COLUMNS. 5.GUIDE RAIL SUPPORT: 3/8x4x12" EMBED PLATE (LONG DIM. PLACE HORIZONTAL) AT 48" O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., TYP. 6.1.5" B-DECK STEEL DECK, SEE SCHEDULES 7.ROOF HATCH, SEE DETAIL 8/S4.1 FOR FRAMING B B B B B B B # 1 1 / 2 x 7 1 / 4 " L S L 1 . 5 E S T U D S A T 1 2 " O . C . 1 1/2x7 1/4" LSL 1.5E STUDS AT 12" O.C. 1 1 / 2 x 7 1 / 4 " L S L 1 . 5 E S T U D S A T 1 2 " O . C . MW - 4 MW - 4 MW - 4 MW-4 MW-4 MW - 4 MW - 4 MW-1 MW-1 MW-1 MW-1 MW-1 MW - 2 MW-3 MW-3 MW - 3 MW - 3 MW - 2 MW - 2 MW-2 MW-2 MW-2MW - 2 MW - 2 5'-8" NOTES: 1.APPLY TYPICAL OR SIMILAR DETAILS, SECTIONS AND NOTES TO SIMILAR SITUATIONS ON THE DRAWINGS WHERE SPECIFIC DETAILS ARE NOT REFERENCED. 2.DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM. DO NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. 3.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 4.SEE DETAIL 3/S4.1 FOR PARTITION WALL BRACING 5.SEE DETAIL 4/S4.1 FOR FRAMING AT SMALL OPENINGS (VENTS AND ROOF DRAINS, ETC) WOOD WALL FRAMING: 1.WALL STUDS SHALL MEET THE FOLLOWING a) EXTERIOR WALLS, SHALL BE FRAMED WITH 2x6 STUDS AT 16"O.C., MIN. UNO. (SEE PLAN WHERE 12" SPACING IS REQUIRED b) TALL WALL AT "WAITING, 104" (ENTRY AT GRIDS 6.3-7 AND A-C, SEE PLAN FOR NOTED AREAS), SHALL BE FRAMED WITH 1 1/2x7 1/4" LSL 1.5E AT 12" O.C. (ENGINEERED LUMBER), NO SUBSTITUTIONS ARE ALLOWED. c) INTERIOR FLOOR BEARING AND SHEAR WALLS SHALL BE FRAMED WITH 2x6 STUDS AT 16" O.C., UNO 2.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. 3.WHERE ADDITIONAL TRIMMER OR KING STUDS ARE REQ'D THE FOLLOWING IS TO BE USED FOR THE NOTATION OF THE MEMBERS: (#)T= # OF TRIMMERS, (#)KS = # OF KING STUDS 4.SEE DETAIL 2/S4.1 FOR CONNECTORS AT WOOD BEAMS AND HEADERS. DOUBLE TOP PLATE NAILING: (SEE DETAIL 1/S4.1) 1.TOP PLATE SPLICES TO BE 48" MINIMUM IN LENGTH. 2.TOP PLATE NAILING WITHIN SPLICE IS TO BE (32) 0.148"Øx3" LONG NAILS ON EACH SIDE OF EACH SPLICE. NAILS ARE TO BE EQUALLY SPACED. 3.TOP PLATE NAILING OUTSIDE OF SPLICES IS TO BE 0.148"Øx3" LONG NAILS AT 12"O.C., STAGGERED. WOOD BEAM AND WOOD COLUMN NOTES: 1.UNLESS NOTED OTHERWISE ALL WOOD BEAMS SHALL BE SUPPORTED BY A MINIMUM OF (2) 2x DF#2 OR BTR. 2.BUILT-UP BEAMS ARE TO BE SPIKING TOGETHER AT EACH LAMINATION (EACH PLY) AS PER THE FOLLOWING: 6" DEEP: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 8" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 10" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 12-16" DEEP: (4) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 3.ALL COLUMNS ARE TO BE CONTINUOUS FROM BEAM TO FOUNDATION. WOOD COLUMNS MAY BE SPLICED AT FLOOR LOCATIONS PROVIDED THAT SOLID BLOCKING IS INSTALLED TO TRANSFER LOAD AROUND FLOOR JOIST. 4.BUILT-UP COLUMN (MULTIPLE 2x STUDS) ARE TO BE SPIKED TOGETHER AS PER THE FOLLOWING: 2x4'S: (1) ROW OF 0.148"Øx3" LONG NAILS AT 6" O.C. STAGGERED 1" ABOUT CENTERLINE. 2x6'S: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 8" O.C. STAGGERED 1-1/2" FROM EDGES WOOD FRAMING NOTES: SNOW DRIFT D 6'-0"6'-0"5'-4"6'-0"6'-0"5'-4" SNOW DRIFT B 6'-0"6'-0"5'-8" 6'-0"6'-0"3'-8" SINGLE PITCH 28-±40LH(330/210) AT 6'-0" O.C. (SLOPE TOP CHORD 1/4", BOTTOM CHORD TO REMAIN FLAT) 18K(330/210) AT 6'-0" O.C. (PROVIDE 5" JOIST SHOES ±1 2 " 9'-0"9'-0" W8 x 1 0 W8 x 1 0 W8 x 1 0 ADD LOAD BLW WALL: D= 350plf, S= 400plf ADD LOAD BLW WALL: D= 350plf, S= 400plf D= 2 . 1 k i p S= 2 . 4 k i p D= 2 . 1 k i p S= 2 . 4 k i p D= 2 . 1 k i p S= 2 . 4 k i p D= 2 . 1 k i p S= 2 . 4 k i p D= 2 . 1 k i p S= 2 . 4 k i p ±1 2 " 9'-0" 3 9'-0" MW-1 MW-1 MW-1 MW-1 MW-1 MW - 3 MW - 1 MW - 1 MW - 1 4 4 4 4 STEEL ROOF JOISTS 1.JOIST AND JOIST GIRDER DESIGN PER IBC 2018. 2.ALL LOADS ARE TO BE APPLIED WITH IBC SECTION 1605.3.1 BASIC LOAD COMBINATIONS FOR ASD. 3.DESIGN JOIST FOR A LIVE LOAD DEFLECTION OF L/240, TOTAL LOAD DEFLECTION OF L/180. 4.DESIGN JOIST AND GIRDERS FOR A NET WIND UPLIFT PER GENERAL NOTE SHEET S1.0. 5.PROVIDE HORIZONTAL AND CROSS BRIDGING PER SJI. 6.PROVIDE UPLIFT BRIDGING PER GENERAL NOTE SHEET S1.0, AND SJI. 7.GENERAL CONTRACTOR TO COORDINATE WEIGHTS OF RTU UNITS W/ ARCH & JOIST MANUFACTURER. 8.SEE DETAIL 11/S4.1 FOR TYPICAL UPLIFT BRIDGING. 9.SEE DETAIL 12/S4.1 FOR ADDITIONAL FRAMING AT CONCENTRATED LOADS. 10.DESIGN JOIST/JOIST SHOES CONNECTED TO CMU WITH A 1.8 kip AXIAL LOAD (0.7E - SEISMIC OUT-OF-PLANE FORCE). DESIGN JOIST TO TRANSFER LOAD THROUGH THE JOIST SHOE AND INTO THE TOP CHORD. 5 5 W18x46 3 S4.7 2 S4.7 TYP. 1 S4.7 TYP. AT DECKING 4 S4.7 TYP. AT JOISTS 5 S4.7 TYP. 1 S4.7 TYP. AT DECKING 11 S4.7TYP. MW - 1 15 S4.7 TYP. 14 S4.7 12 S4.7TYP. 3 HD-2 HD-2 FT-2 FT-2 W8x10W8x10 W8x10 W8x10 6 7 13 S4.7 1000 lb 1000 lb EVENT CENTER ROOF FRAMING PLAN S3.1 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision (2) 2x8 1 S3.2 LEVEL 3 - FLOOR & ROOF FRAMING PLAN 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 AA B B C C D D EE F F G G 4.5 4.5 7.8 7.8 6.3 6.4 6.4 7.2 7.26.65.6 1.3 1.3 7.7 7.7 F.9 F.9 F.2 F.2 F.8 F.8 F.7 F.7 A.3 B.3 B.3 1.8 E.7 3.22.41.91.7 A.2 MB-1 HS S 8 x 4 x 1 / 4 HS S 8 x 4 x 1 / 4 MB-1 MB - 1 W18x50 (DRAG)W14x22 (DRAG)W14x34 (DRAG)W16x36 (DRAG) W16x36 (DRAG)MB-1 MB-1 MB-1 (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 MB-2MB-2 MB-1 MB-1 MB-1 MB-1 MB-1 MB - 1 MB - 1 MB - 1 MB - 1 (1) 1 3/4x11 7/8" LVL (1) 1 3/4x11 7/8" LVL (1) 1 3/4x11 7/8" LVL (1) 1 3/4x11 7/8" LVL HS S 8 x 4 x 1 / 4 HS S 8 x 4 x 1 / 4 W16x57 (DRAG) W12x19 (DRAG)W14x30 (DRAG)W14x22 (DRAG)W14x34 (DRAG)W16x36 (DRAG) HS S 5 x 5 x 3 / 1 6 HS S 5 x 5 x 3 / 1 6 (2) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL (1 ) 1 3 / 4 x 1 1 7 / 8 " L V L (1 ) 1 3 / 4 x 1 1 7 / 8 " L V L (1 ) 1 3 / 4 x 1 1 7 / 8 " L V L (2) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL W14x22 (DRAG) 3 1 / 8 x 1 5 " G L B ( D R A G ) 3 1 / 8 x 1 5 " G L B ( D R A G ) 3 1 / 8 x 1 5 " G L B ( D R A G ) W12x19 (DRAG) W12x19 (DRAG)3 1 / 8 x 1 5 " G L B ( D R A G ) 3 1 / 8 x 1 5 " G L B ( D R A G ) HSS 5 x 5 x 3 / 1 6 MB - 1 W1 6 x 4 0 ROOF & FLOOR TRUSS NOTES SNOW DRIFTING 1.DESIGN TRUSSES PER IBC 2018. 2.DO NOT CHANGE TRUSS LAYOUT FROM THAT SHOWN WITH OUT EOR APPROVAL. 3.ALL LOADS ARE TO BE APPLIED WITH IBC SECTION 1605.3.1 BASIC LOAD COMBINATIONS FOR ASD. 4.DESIGN JOIST FOR A LIVE LOAD DEFLECTION OF L/240 FOR ROOF TRUSSES, AND L/360 FOR FLOOR TRUSSES. 5.DESIGN TRUSSES FOR A WIND UPLIFT PER THE DESIGN CRITERIA ON SHEET S1.0. 6.GENERAL CONTRACTOR TO COORDINATE LOCATION OF HVAC UNITS W/ ARCH & JOIST MANUFACTURER. 7.RTU'S SHOWN ARE FOR REFERENCE ONLY, VERIFY LOCATION WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. RTU WEIGHTS SHOWN ARE THE MINIMUM DESIGN LOAD, IF ACTUAL LOAD IS GREAT INCREASE AS NEEDED, IF ACTUAL LOAD IS LESS DO NOT DECREASE DESIGN LOAD SHOWN. INDICATES SNOW DRIFT IN ADDITION TO UNIFORM ROOF SNOW LOAD, SEE APPROPRIATE DRIFT DIAGRAM AND PLAN FOR LOCATION. LOAD IN PSF LENGTH 0 PSF # DRIFT CASE A 35 psf 7'-0" DRIFT CASE B 50 psf 10'-0" DRIFT CASE C 52 psf 11'-0" DRIFT CASE D 68 psf 14'-0" LOAD LENGTH SN O W D R I F T B HANG FASCIA BEAM, (1) 1 3/4x11 7/8" LVL FROM TRUSS EXTENSION POINT LOAD: D= 280lb, S= 490lb REFERENCE NOTES AND KEYNOTES 1.SEE "WOOD FRAMING NOTES" ON SHEET S1.2 FOR ADDITIONAL WOOD FRAMING REQUIREMENTS. 2. DENOTES SHEAR WALL AND TYPE, SEE SHEAR WALL SCHEDULE. 3. DENOTES SIMPSON CS14 STRAPS, SEE DETAIL 5/S4.1 (STRAPPING MAY BE PLACED ON THE INSIDE OF THE WALL AT STEEL CANOPY LOCATIONS). STRAPPING IS REQUIRED AT BOTH TOP AND BOTTOM OF ALL OPENINGS. 4.UNLESS NOTED OTHERWISE, PROVIDE (2) #5 JAMB BARS AT EACH OPENING. 5.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. SEE FRAMING NOTE FOR ADDITIONAL REQUIREMENTS. 6.SEE DETAIL 6/S4.1 FOR WOOD STUD CONNECTIONS TO STEEL COLUMNS. 7.GUIDE RAIL SUPPORT: 3/8x4x12" EMBED PLATE (LONG DIM. PLACE HORIZONTAL) AT 48" O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., TYP. 8. DENOTES SIMPSON LTTP2 WALL ANCHOR AT 96" O.C., SEE DETAIL 11/S4.4. 9. DENOTES SIMPSON LTTP2 WALL ANCHOR AT 96" O.C. ALONG WITH A SIMPSON CS14 STRAP EXTENDING 12'-0" FROM FACE OF WALL, SEE DETAIL 10/S4.4. 10. DENOTES SIMPSON MST48 WALL STRAP, CENTERED AT COLUMN, SEE DETAIL 2/S4.8. 11. DENOTES SIMPSON HDU5-SDS2.5 WALL ANCHOR, SEE DETAIL 10/S4.6. 12.SEE DETAIL 3/S4.4 FOR WOOD BEAM TO STEEL COLUMN CONNECTION. 13.HSS FALSE BRACE, COORD. WITH ARCH. AND SEE DETAIL 12/S4.3. 14. DENOTES SIMPSON CMST12 DRAG STRAP BY 78" LONG, CENTERED AT WF BEAM, USE A MINIMUM OF (40) 0.162Øx2 1/2" NAILS EACH END. SEE DETAIL 12 & 13/S4.5. 15.WIDE FLANGE COLUMN BRACING, SEE DETAIL 11/S4.6 16.NORMAL WEIGHT CONCRETE ON W2 STEEL DECK, TOTAL SLAB DEPTH IS 4", SEE SCHEDULE. TYPICAL AT LANDINGS 17.WOOD SHEATHING/DIAPHRAGM, WD-1 18.WOOD SHEATHING/DIAPHRAGM, WD-2 WITH 1 1/2" GYPCRETE (COORD. WITH ARCH.) 19.WOOD SHEATHING/DIAPHRAGM, WD-2 WITH NO GYPCRETE. 20.TYPICAL STAIR STRINGERS, HSS12x2x1/4 21.PROVIDE GIRDER TRUSS FRAMING AROUND HVAC SHAFT. 22.1.5" B-DECK STEEL DECK, SEE SCHEDULES # B B B B B B B B B B B B B B B B A A 3 3 3 3 3 3 3 3 33333 3 3 3 3 3 HD-1 HD-1 HD-1 HD-1 HD-1 HD-1 HD-1 HD-1 HD-1 HD-2 HD-2 FT-1 FT-1 FT-1 FT-1 FT-1FT-1 FT-1 FT-1 FT-1 FT-1 FT-1 FT-1 FT-2 FT-2 FT-2 HD-1 (2) T (3) KS (2) T (3) KS (2 ) T (3 ) K S (2) T (3) K S (2) T (3) K S MW - 4 MW - 4 MW - 4 MW-4 MW-4 MW - 4 MW - 4 MW-1 MW-1 MW-1 MW-1 MW-1 MW-3 MW-3 MW - 3 MW - 3 MW - 2 MW - 2 MW-2 MW-2 MW-2MW - 2 MW - 2 MP - 1 MP- 1 MP- 2 M P - 2 MP- 1 MP- 1 M P - 1 M P - 3 MP - 3 M P - 1 MP-1 MP-1 M P - 1 4 4 4 4 4 5 5 5 5 HSS4x4x1/4 HS S 4 x 4 x 1 / 4 HS S 4 x 4 x 1 / 4 HS S 4 x 4 x 1 / 4 3 1 / 8 x 1 5 " G L B (D R A G ) 3 1 / 8 x 1 5 " G L B (D R A G ) W12x19 (DRAG) W12x19 (DRAG) PRESS PLATE WOOD FLOOR TRUSSES AT 24" O.C. UNO MAXIMUM DEPTH OF 18", COORD. W/ ARCH. FOR ACTUAL DEPTH 3 HS S 4 x 4 x 1 / 4 PROVIDE (3) 2x8 IN NON-BEARING WALL BELOW 6'-8"6'-8" SINGLE PITCH 28-±42LH(330/210) AT 6'-0" O.C. (SLOPE TOP CHORD 1/4", BOTTOM CHORD TO REMAIN FLAT) 4 NOTES: 1.APPLY TYPICAL OR SIMILAR DETAILS, SECTIONS AND NOTES TO SIMILAR SITUATIONS ON THE DRAWINGS WHERE SPECIFIC DETAILS ARE NOT REFERENCED. 2.DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM. DO NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. 3.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 4.SEE DETAIL 3/S4.1 FOR PARTITION WALL BRACING 5.SEE DETAIL 4/S4.1 FOR FRAMING AT SMALL OPENINGS (VENTS AND ROOF DRAINS, ETC) WOOD WALL FRAMING: 1.WALL STUDS SHALL MEET THE FOLLOWING a) EXTERIOR WALLS, SHALL BE FRAMED WITH 2x6 STUDS AT 16"O.C., MIN. UNO. (SEE PLAN WHERE 12" SPACING IS REQUIRED b) TALL WALL AT "WAITING, 104" (ENTRY AT GRIDS 6.3-7 AND A-C, SEE PLAN FOR NOTED AREAS), SHALL BE FRAMED WITH 1 1/2x7 1/4" LSL 1.5E AT 12" O.C. (ENGINEERED LUMBER), NO SUBSTITUTIONS ARE ALLOWED. c) INTERIOR FLOOR BEARING AND SHEAR WALLS SHALL BE FRAMED WITH 2x6 STUDS AT 16" O.C., UNO 2.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. 3.WHERE ADDITIONAL TRIMMER OR KING STUDS ARE REQ'D THE FOLLOWING IS TO BE USED FOR THE NOTATION OF THE MEMBERS: (#)T= # OF TRIMMERS, (#)KS = # OF KING STUDS 4.SEE DETAIL 2/S4.1 FOR CONNECTORS AT WOOD BEAMS AND HEADERS. DOUBLE TOP PLATE NAILING: (SEE DETAIL 1/S4.1) 1.TOP PLATE SPLICES TO BE 48" MINIMUM IN LENGTH. 2.TOP PLATE NAILING WITHIN SPLICE IS TO BE (32) 0.148"Øx3" LONG NAILS ON EACH SIDE OF EACH SPLICE. NAILS ARE TO BE EQUALLY SPACED. 3.TOP PLATE NAILING OUTSIDE OF SPLICES IS TO BE 0.148"Øx3" LONG NAILS AT 12"O.C., STAGGERED. WOOD BEAM AND WOOD COLUMN NOTES: 1.UNLESS NOTED OTHERWISE ALL WOOD BEAMS SHALL BE SUPPORTED BY A MINIMUM OF (2) 2x DF#2 OR BTR. 2.BUILT-UP BEAMS ARE TO BE SPIKING TOGETHER AT EACH LAMINATION (EACH PLY) AS PER THE FOLLOWING: 6" DEEP: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 8" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 10" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 12-16" DEEP: (4) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 3.ALL COLUMNS ARE TO BE CONTINUOUS FROM BEAM TO FOUNDATION. WOOD COLUMNS MAY BE SPLICED AT FLOOR LOCATIONS PROVIDED THAT SOLID BLOCKING IS INSTALLED TO TRANSFER LOAD AROUND FLOOR JOIST. 4.BUILT-UP COLUMN (MULTIPLE 2x STUDS) ARE TO BE SPIKED TOGETHER AS PER THE FOLLOWING: 2x4'S: (1) ROW OF 0.148"Øx3" LONG NAILS AT 6" O.C. STAGGERED 1" ABOUT CENTERLINE. 2x6'S: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 8" O.C. STAGGERED 1-1/2" FROM EDGES WOOD FRAMING NOTES: HS S 5 x 5 x 3 / 1 6 SNOW DRIFT B SNOW DRIFT B SN O W D R I F T D MB-1MB-1 9 1/2" TJI 210 AT 24" O.C. W2 4 x 5 5 ( D R A G ) (3 ) 2 x 8 (3 ) 2 x 8 B B B B 1 3 / 4 x 7 1 / 4 " L V L A T 1 6 " O . C . 2x8 AT 24" O.C. 2x 8 A T 2 4 " O . C . 2x8 JOIST AT 24" O.C. STRUCTURAL FASCIA, (1) 1 3/4x11 7/8" LVL SECURE TO TRUSSES WITH HANGERS CANT. OUT TO SUPPORT END JOIST FRAME END OF EYEBROW WITH 2x8 JOIST AT 24" O.C. (2) 1 3/4x11 7/8" LVL (2 ) 2 x 8 (2) T (3) K S B5 MP- 1 (3 ) 2 x 1 0 (3 ) 2 x 1 0 (2) 1 3/4x9 1/2" LVL 5 (2) 2x8 6 6 6 6 STEEL ROOF JOISTS 1.JOIST AND JOIST GIRDER DESIGN PER IBC 2018. 2.ALL LOADS ARE TO BE APPLIED WITH IBC SECTION 1605.3.1 BASIC LOAD COMBINATIONS FOR ASD. 3.DESIGN JOIST FOR A LIVE LOAD DEFLECTION OF L/240, TOTAL LOAD DEFLECTION OF L/180. 4.DESIGN JOIST AND GIRDERS FOR A NET WIND UPLIFT PER GENERAL NOTE SHEET S1.0. 5.PROVIDE HORIZONTAL AND CROSS BRIDGING PER SJI. 6.PROVIDE UPLIFT BRIDGING PER GENERAL NOTE SHEET S1.0, AND SJI. 7.GENERAL CONTRACTOR TO COORDINATE WEIGHTS OF RTU UNITS W/ ARCH & JOIST MANUFACTURER. 8.SEE DETAIL 11/S4.1 FOR TYPICAL UPLIFT BRIDGING. 9.SEE DETAIL 12/S4.1 FOR ADDITIONAL FRAMING AT CONCENTRATED LOADS. 10.DESIGN JOIST/JOIST SHOES CONNECTED TO CMU WITH A 1.8 kip AXIAL LOAD (0.7E - SEISMIC OUT-OF-PLANE FORCE). DESIGN JOIST TO TRANSFER LOAD THROUGH THE JOIST SHOE AND INTO THE TOP CHORD. 7 7 W1 2 x 1 6 ( D R A G ) W1 2 x 1 6 ( D R A G ) W1 2 x 1 6 ( D R A G ) W1 2 x 1 6 ( D R A G ) 8 8 8 9 9 9 9 9 9 10 10 11 12 13 13 13 14 14 14 14 14 14 14 15 11 S4.5 TYP. 2 S4.7 TYP. 15 & 16 S4.7 4 S4.7 TYP. AT JOIST 1 S4.7 TYP. AT DECKING 8 S4.9 TYP. 5 S4.9 TYP. 5 S4.7 TYP. 4 S4.7 TYP. AT JOIST (1) 1 3/4x11 7/8" LVL (2) 1 3/4x11 7/8" LVL 6 S4.7 TYP. 7 S4.7 TYP. HD-1 11 S4.4 TYP. 88 13 S4.8 TYP. 11 S4.8 TYP. 9 S4.5 TYP. 11 S4.5 TYP. 2 S4.4 TYP. AT LANDING 1 S4.4 TYP. AT LANDING 14 S4.3 TYP. 15 S4.4 TYP. 10 S4.4 TYP. 16 S4.4 TYP. 9 S4.7 (3 ) 2 x 8 (2 ) 2 x 8 5 S4.5 TYP. SIM. 8 S4.7 8 S4.7 SIM. 12 S4.4 10 S4.7 3 S4.5 TYP.4 S4.5 TYP. 16 S4.6 TYP. 2 S4.5 16 S4.4 TYP. (2 ) 1 3 / 4 x 9 1 / 2 " L V L 1 S4.5 10 S4.4 TYP. MW - 3 16 S4.3 TYP. 15 S4.7 10 S4.4 TYP. 11 S4.4 TYP. 11 S4.4 TYP. 10 S4.4 TYP. 11 S4.4 TYP. 19 A A 17 17 17 22 16 16 20 20 18 16 16 20 20 19 18 21 12 S4.5 TYP. AT DRAGS 13 S4.5 TYP. AT DRAGS 3 S4.7 2 S4.8 TYP. 1 S4.8 TYP. AT CMU CORNERS W/ DRAGS 1000 lb 1000 lb 3 3 LEVEL 3 FLOOR & ROOF FRAMING PLAN S3.2 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S3.3 ROOF FRAMING PLAN 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 AA B B C C D D EE F F G G 4.5 4.5 7.8 7.8 6.3 6.4 6.4 7.2 7.26.65.6 1.3 1.3 7.7 7.7 F.9 F.9 F.2 F.2 F.8 F.8 F.7 F.7 A.3 B.3 B.3 1.8 E.7 3.22.41.91.7 A.2 MB-1 HS S 8 x 4 x 1 / 4 MB-1MB-1 MB - 1 W16x40 (DRAG)W12x19 (DRAG)W14x22 (DRAG)W14x26 (DRAG) W14x26 (DRAG) W12x19 (DRAG) W14x34 (DRAG)MB-1 MB-1 MB-1 MB - 1 (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 (2) 1 3/4x9 1/2" LVL (2) 2x8 (2) 2x8 (2) 2x8 (2) 2x8 (2) 1 3/4x9 1/2" LVL (2) 2x8 (2 ) 2 x 8 (2 ) 2 x 8 (2 ) 2 x 8 (2 ) 2 x 8 (2 ) 2 x 8 (2 ) 2 x 8 (3 ) 2 x 1 0 W14x22 (DRAG)W12x19 (DRAG)W12x19 (DRAG)W14x22 (DRAG)W14x26 (DRAG) W12x19 (DRAG) W12x19 (DRAG) W1 2 x 1 6 ( D R A G ) 3 1 / 8 x 1 3 1 / 2 " G L B ( D R A G ) 3 1 / 8 x 1 3 1 / 2 " G L B (D R A G ) W1 2 x 1 6 ( D R A G ) 3 1 / 8 x 1 3 1 / 2 " G L B ( D R A G ) 3 1 / 8 x 1 3 1 / 2 " G L B ( D R A G ) W1 2 x 1 6 ( D R A G ) W12x19 (DRAG) W1 4 x 3 4 W1 2 x 1 6 ( D R A G ) 3 1 / 8 x 1 3 1 / 2 " G L B ( D R A G ) 3 1 / 8 x 1 3 1 / 2 " G L B ( D R A G ) ROOF & FLOOR TRUSS NOTES SNOW DRIFTING 1.DESIGN TRUSSES PER IBC 2018. 2.DO NOT CHANGE TRUSS LAYOUT FROM THAT SHOWN WITH OUT EOR APPROVAL. 3.ALL LOADS ARE TO BE APPLIED WITH IBC SECTION 1605.3.1 BASIC LOAD COMBINATIONS FOR ASD. 4.DESIGN JOIST FOR A LIVE LOAD DEFLECTION OF L/240 FOR ROOF TRUSSES, AND L/360 FOR FLOOR TRUSSES. 5.DESIGN TRUSSES FOR A WIND UPLIFT PER THE DESIGN CRITERIA ON SHEET S1.0. 6.GENERAL CONTRACTOR TO COORDINATE LOCATION OF HVAC UNITS W/ ARCH & JOIST MANUFACTURER. 7.RTU'S SHOWN ARE FOR REFERENCE ONLY, VERIFY LOCATION WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. RTU WEIGHTS SHOWN ARE THE MINIMUM DESIGN LOAD, IF ACTUAL LOAD IS GREAT INCREASE AS NEEDED, IF ACTUAL LOAD IS LESS DO NOT DECREASE DESIGN LOAD SHOWN. INDICATES SNOW DRIFT IN ADDITION TO UNIFORM ROOF SNOW LOAD, SEE APPROPRIATE DRIFT DIAGRAM AND PLAN FOR LOCATION. LOAD IN PSF LENGTH 0 PSF # DRIFT CASE A 35 psf 7'-0" DRIFT CASE B 50 psf 10'-0" DRIFT CASE C 52 psf 11'-0" DRIFT CASE D 68 psf 14'-0" LOAD LENGTH SNOW DRIFT D SNOW DRIFT D SNOW DRIFT D SNOW DRIFT D SN O W D R I F T C SN O W D R I F T C SN O W D R I F T C SN O W D R I F T C SN O W D R I F T C SN O W D R I F T C PARAPET BRACING, SEE DETAILS REFERENCE NOTES AND KEYNOTES 1.SEE "WOOD FRAMING NOTES" ON SHEET S1.2 FOR ADDITIONAL WOOD FRAMING REQUIREMENTS. 2. DENOTES SHEAR WALL AND TYPE, SEE SHEAR WALL SCHEDULE. 3. DENOTES SIMPSON CS14 STRAPS, SEE DETAIL 5/S4.1 (STRAPPING MAY BE PLACED ON THE INSIDE OF THE WALL AT STEEL CANOPY LOCATIONS). STRAPPING IS REQUIRED AT BOTH TOP AND BOTTOM OF ALL OPENINGS. 4.UNLESS NOTED OTHERWISE, PROVIDE (2) #5 JAMB BARS AT EACH OPENING. 5.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. SEE FRAMING NOTE FOR ADDITIONAL REQUIREMENTS. 6.SEE DETAIL 6/S4.1 FOR WOOD STUD CONNECTIONS TO STEEL COLUMNS. 7.GUIDE RAIL SUPPORT: 3/8x4x12" EMBED PLATE (LONG DIM. PLACE HORIZONTAL) AT 48" O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., TYP. 8. DENOTES SIMPSON LTTP2 WALL ANCHOR AT 96" O.C., SEE DETAIL 4/S4.8. 9. DENOTES SIMPSON LTTP2 WALL ANCHOR AT 96" O.C. ALONG WITH A SIMPSON CS14 STRAP EXTENDING 12'-0" FROM FACE OF WALL, SEE DETAIL 5/S4.8. 10. DENOTES SIMPSON MST48 WALL STRAP, CENTERED AT COLUMN, SEE DETAIL 2/S4.8. 11.HSS FALSE BRACE, COORD. WITH ARCH. AND SEE DETAIL 12/S4.3. 12. DENOTES SIMPSON CMST12 DRAG STRAP BY 78" LONG, CENTERED AT WF BEAM, USE A MINIMUM OF (40) 0.162Øx2 1/2" NAILS EACH END. SEE DETAIL 12 & 13/S4.5. 13.WIDE FLANGE COLUMN BRACING, SEE DETAIL 11/S4.6 14.NORMAL WEIGHT CONCRETE ON W2 STEEL DECK, TOTAL SLAB DEPTH IS 4", SEE SCHEDULE. TYPICAL AT LANDINGS 15.WOOD SHEATHING/DIAPHRAGM, WD-1 16.TYPICAL STAIR STRINGERS, HSS12x2x1/4 17.PROVIDE GIRDER TRUSS FRAMING AROUND HVAC SHAFT. 18. DENOTES SIMPSON CS14 STRAP 96" LONG AND SPACED AT 96" O.C., SEE DETAIL 9/S4.8. # B B B B B A A A A A A A A A A B B B B B B B A A A A A A A A 3 3 3 3 3 3 3 3 3 33 3 333 3 3 3 3 3 3 3 3 3 3 3 3 3 MW-3 MW-3 MW - 3 MW - 3 MW - 2 MW-1 MW - 2 MW-2 MW-2 MW-2 MW - 2 MW - 2 4 4 5 5 5 5 5 5 5 5 2x8 AT 24" O.C. PRESS PLATE WOOD ROOF TRUSSES AT 24" O.C. UNO MAXIMUM DEPTH OF 18", COORD. W/ ARCH. FOR ACTUAL DEPTH 2x 8 A T 2 4 " O . C . 3 1 / 8 x 1 3 1 / 2 " G L B (D R A G ) (2) 2x8 SN O W D R I F T C HS S 1 2 x 2 x 3 / 1 6 HSS8x3x3/16 HSS8x3x3/16 HSS8x3x3/16 HSS8x3x3/16 HSS8x3x3/16HSS8x3x3/16 NOTES: 1.APPLY TYPICAL OR SIMILAR DETAILS, SECTIONS AND NOTES TO SIMILAR SITUATIONS ON THE DRAWINGS WHERE SPECIFIC DETAILS ARE NOT REFERENCED. 2.DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM. DO NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. 3.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 4.SEE DETAIL 3/S4.1 FOR PARTITION WALL BRACING 5.SEE DETAIL 4/S4.1 FOR FRAMING AT SMALL OPENINGS (VENTS AND ROOF DRAINS, ETC) WOOD WALL FRAMING: 1.WALL STUDS SHALL MEET THE FOLLOWING a) EXTERIOR WALLS, SHALL BE FRAMED WITH 2x6 STUDS AT 16"O.C., MIN. UNO. (SEE PLAN WHERE 12" SPACING IS REQUIRED b) TALL WALL AT "WAITING, 104" (ENTRY AT GRIDS 6.3-7 AND A-C, SEE PLAN FOR NOTED AREAS), SHALL BE FRAMED WITH 1 1/2x7 1/4" LSL 1.5E AT 12" O.C. (ENGINEERED LUMBER), NO SUBSTITUTIONS ARE ALLOWED. c) INTERIOR FLOOR BEARING AND SHEAR WALLS SHALL BE FRAMED WITH 2x6 STUDS AT 16" O.C., UNO 2.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. 3.WHERE ADDITIONAL TRIMMER OR KING STUDS ARE REQ'D THE FOLLOWING IS TO BE USED FOR THE NOTATION OF THE MEMBERS: (#)T= # OF TRIMMERS, (#)KS = # OF KING STUDS 4.SEE DETAIL 2/S4.1 FOR CONNECTORS AT WOOD BEAMS AND HEADERS. DOUBLE TOP PLATE NAILING: (SEE DETAIL 1/S4.1) 1.TOP PLATE SPLICES TO BE 48" MINIMUM IN LENGTH. 2.TOP PLATE NAILING WITHIN SPLICE IS TO BE (32) 0.148"Øx3" LONG NAILS ON EACH SIDE OF EACH SPLICE. NAILS ARE TO BE EQUALLY SPACED. 3.TOP PLATE NAILING OUTSIDE OF SPLICES IS TO BE 0.148"Øx3" LONG NAILS AT 12"O.C., STAGGERED. WOOD BEAM AND WOOD COLUMN NOTES: 1.UNLESS NOTED OTHERWISE ALL WOOD BEAMS SHALL BE SUPPORTED BY A MINIMUM OF (2) 2x DF#2 OR BTR. 2.BUILT-UP BEAMS ARE TO BE SPIKING TOGETHER AT EACH LAMINATION (EACH PLY) AS PER THE FOLLOWING: 6" DEEP: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 8" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 10" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 12-16" DEEP: (4) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 3.ALL COLUMNS ARE TO BE CONTINUOUS FROM BEAM TO FOUNDATION. WOOD COLUMNS MAY BE SPLICED AT FLOOR LOCATIONS PROVIDED THAT SOLID BLOCKING IS INSTALLED TO TRANSFER LOAD AROUND FLOOR JOIST. 4.BUILT-UP COLUMN (MULTIPLE 2x STUDS) ARE TO BE SPIKED TOGETHER AS PER THE FOLLOWING: 2x4'S: (1) ROW OF 0.148"Øx3" LONG NAILS AT 6" O.C. STAGGERED 1" ABOUT CENTERLINE. 2x6'S: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 8" O.C. STAGGERED 1-1/2" FROM EDGES WOOD FRAMING NOTES: 6 66 6 6 6 7 7 8 8 8 8 9 9 9 9 9 9 10 6 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 13 7 S4.8 TYP. 6 S4.8 TYP. 5 S4.8 TYP. 4 S4.8 TYP. 9 S4.8 10 S4.8 3 S4.8 TYP. 11 S4.5 TYP. 6 S4.8 TYP. 6 S4.8 TYP.8 S4.8 TYP. 2 S4.4 TYP. AT LANDING 1 S4.4 TYP. AT LANDING 14 S4.3 TYP. HS S 8 x 4 x 1 / 4 5 S4.8 TYP. 4 S4.8 TYP. 5 S4.8 TYP. 4 S4.8 TYP. 7 S4.8 TYP. (2 ) 1 3 / 4 x 9 1 / 2 " L V L 2 S4.9 3 4 S4.9 TYP. 3 (3 ) 2 x 1 0 1 S4.9 3 S4.9 TYP. (2) 1 3/4x9 1/2" LVL HSS12x2x3/16 16 S4.3 TYP. 15 15 17 14 14 16 16 12 S4.5 TYP. AT DRAGS 13 S4.5 TYP. AT DRAGS 11 S4.5 TYP. 2 S4.8TYP. 18 18 1 S4.8 TYP. AT CMU CORNERS W/ DRAGS W12x19 (DRAG) 500 lb 800 lb 800 lb 800 lb 3 3 ROOF FRAMING PLAN S3.3 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S3.4 TOP OF STAIRS - ROOF FRAMING PLAN 1 2 2 3 3 4 4 5 5 6 6 7 7 8 AA B B C C D D EE 4.5 7.8 7.8 6.3 6.4 6.4 1.3 7.7 A.3 B.3 B.3 1.8 A.2 MB-1 MB-1MB-1 W8x15 HOIST 2 S3.4 TOP OF STAIRS - UPPER ROOF FRAMING PLAN 4 5 6 4.5 6.4 6.4 D D EE REFERENCE NOTES AND KEYNOTES 1.SEE "WOOD FRAMING NOTES" ON SHEET S1.2 FOR ADDITIONAL WOOD FRAMING REQUIREMENTS. 2. DENOTES SHEAR WALL AND TYPE, SEE SHEAR WALL SCHEDULE. 3.UNLESS NOTED OTHERWISE, PROVIDE (2) #5 JAMB BARS AT EACH OPENING. 4.GUIDE RAIL SUPPORT: 3/8x4x12" EMBED PLATE (LONG DIM. PLACE HORIZONTAL) AT 48" O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., TYP. 5.SIMPSON HDU2-SDS2.5 ANCHORS, SEE DETAIL 14/S4.8. PLACE WITHIN 12" OF MASONRY CORNER, ON ALONG GRIDS D AND E 6.HSS FALSE BRACE, COORD. WITH ARCH. AND SEE DETAIL 12/S4.3. 7.WOOD SHEATHING/DIAPHRAGM, WD-1 8.1.5" B-DECK STEEL DECK, SEE SCHEDULES 9. SIMPSON LTTP2 WALL ANCHOR AT 96" O.C., SEE DETAIL 14/S4.8. # A A A MW-3 MW-3 MW - 3 MW - 3 MW - 2 MW-1 MW-2 MW - 2 3 3 9 1/2" TJI 210 AT 24" O.C. 9 1/2" TJI 110 AT 24" O.C. NOTES: 1.APPLY TYPICAL OR SIMILAR DETAILS, SECTIONS AND NOTES TO SIMILAR SITUATIONS ON THE DRAWINGS WHERE SPECIFIC DETAILS ARE NOT REFERENCED. 2.DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM. DO NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. 3.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 4.SEE DETAIL 3/S4.1 FOR PARTITION WALL BRACING 5.SEE DETAIL 4/S4.1 FOR FRAMING AT SMALL OPENINGS (VENTS AND ROOF DRAINS, ETC) WOOD WALL FRAMING: 1.WALL STUDS SHALL MEET THE FOLLOWING a) EXTERIOR WALLS, SHALL BE FRAMED WITH 2x6 STUDS AT 16"O.C., MIN. UNO. (SEE PLAN WHERE 12" SPACING IS REQUIRED b) TALL WALL AT "WAITING, 104" (ENTRY AT GRIDS 6.3-7 AND A-C, SEE PLAN FOR NOTED AREAS), SHALL BE FRAMED WITH 1 1/2x7 1/4" LSL 1.5E AT 12" O.C. (ENGINEERED LUMBER), NO SUBSTITUTIONS ARE ALLOWED. c) INTERIOR FLOOR BEARING AND SHEAR WALLS SHALL BE FRAMED WITH 2x6 STUDS AT 16" O.C., UNO 2.UNLESS NOTED OTHERWISE ALL WOOD BEAMS AND HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) TRIMMERS AND (2) KING STUDS, EACH END, U.N.O. 3.WHERE ADDITIONAL TRIMMER OR KING STUDS ARE REQ'D THE FOLLOWING IS TO BE USED FOR THE NOTATION OF THE MEMBERS: (#)T= # OF TRIMMERS, (#)KS = # OF KING STUDS 4.SEE DETAIL 2/S4.1 FOR CONNECTORS AT WOOD BEAMS AND HEADERS. DOUBLE TOP PLATE NAILING: (SEE DETAIL 1/S4.1) 1.TOP PLATE SPLICES TO BE 48" MINIMUM IN LENGTH. 2.TOP PLATE NAILING WITHIN SPLICE IS TO BE (32) 0.148"Øx3" LONG NAILS ON EACH SIDE OF EACH SPLICE. NAILS ARE TO BE EQUALLY SPACED. 3.TOP PLATE NAILING OUTSIDE OF SPLICES IS TO BE 0.148"Øx3" LONG NAILS AT 12"O.C., STAGGERED. WOOD BEAM AND WOOD COLUMN NOTES: 1.UNLESS NOTED OTHERWISE ALL WOOD BEAMS SHALL BE SUPPORTED BY A MINIMUM OF (2) 2x DF#2 OR BTR. 2.BUILT-UP BEAMS ARE TO BE SPIKING TOGETHER AT EACH LAMINATION (EACH PLY) AS PER THE FOLLOWING: 6" DEEP: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 8" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 16" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 10" DEEP: (3) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 12-16" DEEP: (4) ROWS OF 0.148"Øx3" LONG NAILS AT 12" O.C. STAGGERED & EQUALLY SPACED & EACH SIDE. 3.ALL COLUMNS ARE TO BE CONTINUOUS FROM BEAM TO FOUNDATION. WOOD COLUMNS MAY BE SPLICED AT FLOOR LOCATIONS PROVIDED THAT SOLID BLOCKING IS INSTALLED TO TRANSFER LOAD AROUND FLOOR JOIST. 4.BUILT-UP COLUMN (MULTIPLE 2x STUDS) ARE TO BE SPIKED TOGETHER AS PER THE FOLLOWING: 2x4'S: (1) ROW OF 0.148"Øx3" LONG NAILS AT 6" O.C. STAGGERED 1" ABOUT CENTERLINE. 2x6'S: (2) ROWS OF 0.148"Øx3" LONG NAILS AT 8" O.C. STAGGERED 1-1/2" FROM EDGES WOOD FRAMING NOTES: 4 4 12 S4.8 TYP. 11 S4.8 TYP. 5 5 5 5 6 15 S4.8 TYP. 14 S4.8 TYP. 15 S4.7 TYP. AT HOIST 16 S4.8 TYP. 16 S4.8 TYP. A A 7 7 8 9 9 TOP OF STAIRS ROOF FRAMING PLAN S3.4 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 2'-6 " M I N . S EQ.EQ. 1 7 7 5 6 4 2 2 3 KEYNOTES: 1.CONCRETE FOUNDATION WALL, SEE PLAN 2.FOOTING REINFORCING, SEE PLAN & SCHEDULE 3."Z" SHAPED BARS TO MATCH SIZE & SPACING OF FOOTING REINFORCING 4.STEP IN FOOTING, SEE PLAN FOR LOCATION. INDIACED BY: "S- - - - - - - -S" 5.FOOTING, SEE PLAN & SCHEDULE 6.(2) #6 DIAGONAL BARS 7.TOP OF FOOTING, SEE ARCH. 4 S4.0 TYP. FOOTING STEP S B 2"2" EQ . 2T / 5 T T/ 3 T/10 T/ 5 2T / 5 EQ . A PLAN "A-A""B-B" CONTROL JOINTCONSTRUCTION JOINT POUR #2 10'10' 10 ' 10 ' A B B B POUR #2 POUR #1 POUR #1 2 3 S4.0 SLAB ON GRADE JOINT 1 4 5 3 1 KEYNOTES: 1.SLAB REINFORCING 2.MAX. WIDTH OF POUR = 20'-0" 3.1/8" FIBERBOARD STRIP, ZIP STRIP, OR SAW CUT, SEE SPECIFICATIONS. AT EXPOSED SLOT WITH SLAB, USE 1/4" JOINT SEALER. 4.FOR SLABS LEFT EXPOSED, PROVIDE 1/4" WIDE SLOT FILLED WITH JOINT SEALER. 5.MAX. LENGTH OF POUR WITHOUT CONTROL JOINT = 10'-0" COORDINATE JOINT LOCATIONS WITH ARCHITECTS REQUIREMENTS CONCRETE OR MASONRY NOTE: LA P L E N G T H S , SE E P L A N N O T E S DOUBLE CURTAIN SINGLE CURTAIN 2 S4.0 CONCRETE OR MASONRY WALL CORNER REINF. HOOKED ENDS MAY BE REPLACED WITH CORNER BARS LA P L E N G T H S , SE E P L A N N O T E S KEYNOTES: 1.GROUT SOLID (3) CELLS AT CORNER, U.N.O. 2.MASONRY WALL, SEE PLAN 3.(3) #5 BARS TYP. @ CORNERS, U.N.O. 4.CORNER BARS TO MATCH SIZE AND SPA. OF HORIZ. REINF. IN WALL. SEE PLAN FOR REINF. IN ALL MASONRY PIERS NOTE: A.ALL CELLS ARE SHOWN AS FULLY GROUTED. THIS REPRESENTS BOND BEAM CELLS 8 S4.0 MASRONY WALL CORNERS (TYP) - PLAN VIEW 1 4 2 23 9 S4.0 VERTICAL MASONRY WALL JAMBS (TYP) - PLAN VIEW KEYNOTES: 1.180° HOOK, SEE DETAIL 1/S4.0 2.MASONRY WALL, SEE PLAN 3.FACE OF OPENING 4.JAMB STEEL (2) VERTS. PER CELL (ONE EACH FACE) EXTEND FULL HEIGHT OF WALL BETWEEN LEVELS, TYP 5.JAMB LENGTH VARIES ONE CELL PER EACH 4'-0" LENGTH OF OPENING OR PORTION THEREOF TYP., U.N.O. 6.TIES PER "MASONRY PIER SCHEDULE" NOTE: A.IN LIEU OF THE 180° HOOK IN NOTE 1, IT IS PERMITTED TO PROVIDE A 90° VERTICAL BEND, SEE DETAIL 1/S4.0 B.ALL CELLS ARE SHOWN AS FULLY GROUTED. THIS REPRESENTS BOND BEAM CELLS 5 2 3 4 1 1 2 1 / 2 " MA X 2 1 / 2 " MA X 6 6 10 S4.0 MASONRY WALLS - PLAN VIEW KEYNOTES: 1.VERTICAL REINF., TYP 2.HORIZONTAL REINF., TYP 3.MASONRY WALL, SEE PLAN NOTE: A.ALL CELLS ARE SHOWN AS FULLY GROUTED. THIS REPRESENTS BOND BEAM CELLS "D" DOUBLE VERT. DOUBLE HORIZ. "C" DOUBLE VERT. SINGLE HORIZ. "B" SINGLE VERT. DOUBLE HORIZ. "A" SINGLE VERT. SINGLE HORIZ. 2 1 EQ.EQ.EQ.EQ. 33 SP A C I N G - S E E G E N R E A L NO T E S A N D / O R S C H E D U L E 2 1/2" MAX 2 1/2" MAX2 1/2" MAX2 1/2" MAX 2 1 EQ.EQ. KEYNOTES: 1.SAW-CUT JOINT 1" DEEP FULL HEIGHT OF WALL. FILL JOINT WITH MORTAR OR CAULK 2.RUN HORIZ. WALL REINF. CONTINUOUS THRU JOINT. DO NOT CUT ANY REINF. 3.TYP. VERTICAL WALL REINF. IN CELL EACH SIDE OF CONTROL JOINT NOTES: A.PROVIDE VERTICAL CONTROL JOINTS AT 20' O.C. (MAXIMUM) IN CMU WALLS AND 50' O.C. IN ATLAS BRICK WALLS, U.N.O. ON THE DRAWINGS. CONTROL JOINTS ARE ONLY ALLOWED IN MASONRY BEAMS, COLUMNS, OR JAMBS AS SHOWN (CONTROL JOINTS IN CONTINUOUS WALLS ARE SIMILAR TO OPTION 2) B.IF CONTROL JOINT IS SPECIFIED IN MASONRY BEAM/LINTEL THEN, CONTROL JOINTS SHALL BE LOCATED AT MID-SPAN & SHALL HAVE MORTAR TO FILL COMPLETE HEAD JOINT. DO NOT CUT REINF. AT BOND BEAMS OR DESIGNATED MASONRY BEAMS/LINTELS C.SEE ARCH. FOR ADDITIONAL CONTROL JOINT REQUIREMENTS 5 S4.0 VERTICAL MASONRY WALL CONTROL JOINT 3 1 2 PLAN VIEW OF CONTROL JOINT ELEVATION VIEW CONTROL JOINT LOCATIONS @ STORE FRONT PIERS 8" MIN. STORE FRONT OPENINGS OPTION 2: PLACE CONTROL JOINT AT CENTERLINE OF PIER or WALL (DO NOT CUT ANY REINFORCING STEEL) OPTION 1: PLACE CONTROL JOINT AT CENTERLINE OF MASONRY LINTEL (DO NOT CUT ANY REINFORCING STEEL) OPTION 3: PLACE CONTROL JOINT AS SHOWN, OFFSET 8" MIN. FROM EDGE OF MASONRY LINTEL (DO NOT CUT ANY REINFORCING STEEL) 6 S4.0 TYP. MASONRY WALL ELEVATION FLOOR LINE (2) #4 BARS (AT 6" WALLS PLACE BARS IN SEPARATE CELLS, ONE ON TOP OF THE OTHER) PARAPET ROOF LINE (2) #4 BARS TOP OF WALL PARAPET SE E SC H E D U L E 24" TYP. SEE MASONRY PIER SCHEDULE FOR PIERS LINTEL BEAMS-GROUT SOLID MIN. 24" PAST OPENING SEE SCHEDULES FOR SIZE WHERE FULL EXTENSION IS NOT POSSIBLE, TERMINATE BARS WITH STANDARD HOOK AROUND VERT. BAR. TERMINATE ALL HORIZ. STEEL WITH STANDARD HOOK AROUND VERT. BAR SE E S H E E T S1 . 0 ( G S N ) FO R L A P L E N G T H S (2) #5 @ DECK BEARING (AT 6" WALLS PLACE BARS IN SEPARATE CELLS, ONE ON TOP OF THE OTHER) WHERE PARAPETS DO NOT EXTEND ABOVE ROOF LINE FOR STD. LAP LENGTH PROVIDE STD. HOOK NOTE: TERMINATE ALL HORIZ. STEEL WITH STANDARD 180° HOOKS (90° ARE PERMITTED FOR HORIZ. STEEL WHEN TERMINATING IN A MASONRY PIER WITH TIES) KEYNOTES: 1.THE MAX. SPACING OF VERT. AND HORIZ. REINFORCING IN THE SHADED PIER SHALL BE THE SMALLEST OF ONE-THIRD THE LENTH OF THE PIER, ONE-THIRD THE HEIGHT OF THE PIER PER THE MASONRY WALL SCHEDULE 7 S4.0 MASONRY WALL REINFORCING DETAIL H MASONRY WALL SEGMENT L OPENING OPENING 1 12 S4.0 TYPICAL HOLDOWN SCHEDULE KEYNOTES: 1.WALL SHEATHING, SEE PLAN 2.HOLDOWN, SEE PLAN 3.WOOD STUD WALL 4.CONCRETE WALL, SEE PLAN 5.WOOD ATTACHMENT, SEE HOLDOWN CONNECTION SCHEDULE 6.EDGE NAILING, SEE SHEAR WALL SCHEDULE 7.WOOD POST, SEE HOLDOWN SCHEDULE 8.WOOD FLOOR JOIST SECTION APLAN HHDQ HOLDOWNS SECTION CPLAN HTT; HDU; PHD; LTT; HDQ HOLDOWN SECTION D SECTION EPLAN HPAHD, STHD AND STHDRJ HOLDOWN SECTION B 1 2 3 4 56 1 7 1 3 2 3 1 2 3 4 3 1 2 4 8 1 2 3 4 8 1 5 3 4 2 1 2 5 6 7 1 3 3 1 3 3 1 7 6 2 A - B - D - C - E - 11 S4.0 TYPICAL SHEAR SHEATHING AT WALL INTERSECTION EXTERIOR SHEATHING AT CORNER INTERIOR SHEATHING AT CORNER 6 6 6 6 KEYNOTES: 1.EDGE NAILING PER SHEAR WALL SCHEDULE. 2.WALL SHEATHING AS OCCURS. 3.LOCATION OF STRAP AT END OF SHEAR WALL, SEE PLAN FOR TYPE OF STRAP. 4.FULL HEIGHT WOOD STUD TYP. 5.0.162"Øx3 1/2" FACE NAIL AT 16" O.C.. 6.DISTANCE FROM CORNERS TO CENTER OF STRAP EQUALS WIDTH OF WALL (MAX.). 7.0.162"Øx3 1/2" FACE NAIL AT 6" O.C.. 1 3 2 5 4 32 3 4 21 5 3 D2 = 6d for #6 thru #8 STIRRUP & TIE HOOKS (TYP.) LAP SPLICE d1 ** = #6 thru #8 * = #3 thru #5 6d MIN . 3" d1 o r d 2 "D2" 135° MI N . "D2" d2 > d1 d1 WIRE TIED 6 6d * 12 d * * 1 3" OFFSET SPLICE d1 o r d 2 D1 = 6d for #3 thru #8 D1 = 8d for #9 thru #11 (#11 bar Max. for MASONRY) d D2 = 4d for #3 thru #5 "D1""D1""D1"d STD. HOOKS AND BENDS (TYP.) D1 = 10d for #14 and #18 4d 12 d "D1" MIN. 2-1/2" 1 S4.0 TYPICAL HOOKS & BENDS SEE LAP SCHEDULE SEE LAP SCHEDULE FRAMING DETAILS S4.0 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S4.1 TYPICAL WALL TOP PLATE SPLICE DETAIL KEYNOTES: 1.0.148"Øx3" NAILS, "DOUBLE TOP PLATE NAILING" NOTE FRAMING PLANS 2.TYPICAL TOP CHORD SPLICE 3.DOUBLE TOP PLATE 4.WALL STUDS, SEE PLAN 48" MIN. SPLICE WITHIN SPLICE, SEE "DOUBLE TOP PLATE NAILING" NOTE ON FRAMING PLANS OUTSIDE OF SPLICE, SEE "DOUBLE TOP PLATE NAILING" NOTE ON FRAMING PLANS WITHIN SPLICE, SEE "DOUBLE TOP PLATE NAILING" NOTE ON FRAMING PLANS 2 3 4 48" MIN. SPLICE 2 1 2 S4.1 TYPICAL HEADER DETAIL 2x6"2x4" KEYNOTES: 1.KING STUDS, SEE FRAMING NOTES FOR REQ'D # OF STUDS 2.2x6" BLOCK, MIN. 24" O.C. 3.TRIMMER STUD 4.DOUBLE TOP PLATE. SEE TYPICAL DETAIL 1/S4.1 5.HEADER, SEE PLAN (PROVIDE PLYWOOD FILLER AT REQ'D) 6.2x_ CRIPPLE (AS NEEDED) 7.SHEATHING, SEE PLAN 8.PROVIDE SIMPSON LCE4 OR SIMILAR EA. SIDE OF MEMBER 9.TRIMMER, SEE FRAMING NOTES FOR REQ'D # OF STUDS 10.SHIM, AS NEEDED 11.PROVIDE SQUASH BLOCKING ABOVE HEADER WHERE COLUMN EXISTS ABOVE 11 2 3 4 6 5 7 8 9 1 1 7 3 5 5 10 10 11 4 S4.1 FRAMING AT SMALL DECK OPENINGS KEYNOTES: 1.SIMPSON LUS28 OR EQUIVALENT HANGER, FULLY NAILED 2.ROOF SHEATHING, SEE PLAN & SCHEDULE 3.ROOF JOIST, SEE PLAN 4.(2) 2x8 BEAM 5.WEB FILLER REQ'D AT HANGERS 1 2 4 1 2 4 4 3 3 S4.1 TYP. PARTITION WALL BRACE PARALLEL/ PERPENDICULAR TO TRUSS KEYNOTES: 1.WOOD JOIST/TRUSS, SEE PLAN (PROVIDE WEB FILLER WHERE REQ'D FOR CONNECTIONS) 2.SIMPSON DTC AT 48" O.C. 3.2x_ AT 16" O.C. PARTITION WALL 4.2x6 BLOCKING W/ SIMPSON LS30, EACH END, ALTERNATING SIDES 5.ROOF SHEATHING, SEE PLAN 6.0.148"Øx3" NAILS AT 6" O.C. 1 2 12 3 5 5 4 3 6 5 5 S4.1 LATERAL TIES AT OPENINGS KEYNOTES: 1.STORE FRONT OPENING 2.TRIMMER STUDS, SEE PLAN 3.SHEATHING NOT SHOWN FOR CLARITY (NOTE SHEATHING SHOULD GO BETWEEN BLOCKING & STRAP 4.3x BLOCKING, TYP. 5.SIMPSON STRAP, SEE PLAN, FULLY NAILED (WHERE SHEATHING IS REQ'D ON BOTH SIDES OF THE WALL, STRAP IS ALSO REQ'D ON BOTH SIDES OF THE WALL) 6.KING STUDS, SEE PLAN 7.BEAM, SEE PLAN EXTEND STRAP INTO WALL 32" MIN. EXTEND STRAP ONTO HEADER 24" EXTEND STRAP INTO WALL 32" MIN. EXTEND STRAP ONTO HEADER 24" STORE FRONT OPENING, STRAPPING AT TOP ONLY WINDOW OPENING, STRAPPING AT TOP AND BOTTOM 1 4 2 75 63 1 4 2 75 63 4 5 6 S4.1 TYPICAL SHEAR WALL CONSTRUCTION AT STEEL COLUMN KEYNOTES: 1.FIELD NAILING PER SHEAR WALL SCHEDULE 2.FULL HEIGHT STUDS AT EACH SIDE OF COLUMN UNLESS NOTED OTHERWISE ON PLANS - SECURE TO COLUMN WITH 5/8"Ø THREADED STUDS AT 18" O.C. 3.EDGE NAILING AT ALL SHEATHING PANEL 4.HOLD DOWN TO FOUNDATION W/ REQ'D ANCHOR BOLT AT END OF WALL 5.SILL ANCHOR FASTENERS TO FOUNDATION PER SHEAR WALL SCHEDULE 6.CONTINUOUS SILL PLATE 7.WALL SHEATHING PER SHEAR WALL SCHEDULE 8.BLOCKING AT ALL PANEL EDGES 9.WALL STUDS AT 16" O.C. 10.STEEL COLUMN AND BASEPLATE, SEE PLAN AND DETAILS 5 4 9 6 8 7 10 1 2 3 14 S4.1 DETAIL KEYNOTES: 1.6" PIT SLAB, REINFORCE WITH #4 AT18" O.C. E.W. 2.CONC. WALL, SEE PLAN 3.CONC. SLAB ON GRADE, SEE PAL 4.#4 CORNER BARS AT 24" O.C. NOTES: A.CONC. WALL SHOWN MONOLITHIC WITH SLAB, BUT MAYBE PLACED IN SEPARATE CONC. POURS VA R I E S , C O O R D . WI T H A R C H . 6" 6" 1 2 3 4 8" SECTION A-A SECTION B-B B A BRACE23/16 21/4 1 1/4 2 DECK OPENING LLV (TYP.) 1/4 SE E P L A N 4 5 2 1 1 3 KEYNOTES: 1.STEEL ROOF JOIST (TYP.) 2.L6x4x5/16 ANGLE (LLV) 3.2x2x1/4" ANGLE BRACE FROM ANGLE BEARING TO BOTTOM CHORD PANEL POINT (NOT REQ'D IF ANGLE BEARS AT TOP CHORD PANEL POINT) 4.L3x3x1/4 FROM 1'-0" TO 3'-0" SPAN 5.L6x4x5/16 FROM 3'-0" TO 10'-0" SPAN. NOTE: A.USE THIS DETAIL AT OPENINGS 12" OR GREATER. OPENINGS LESS THAN 12" SHALL BE REINFORCED WITH 16 GAUGE PLATE, 10" LARGER THAN OPENING IN ALL DIRECTIONS & FASTENED TO DECK @ 6"O.C. B.IF ROOF TOP UNITS ARE NOT SHOWN ON THE FRAMING PLAN, CONTRACTOR IS TO COORDINATE WEIGHTS AND LOCATIONS WITH JOIST SUPPLIER. C.SECURE ROOF CURB TO STEEL DECK WITH #12 SCREWS AT 12" O.C. MIN. (COORD. WITH CURB SUPPLIER FOR ADDITIONAL REQUIREMENTS) 8 S4.1 TYP. RTU SUPPORT WITH OR WITH-OUT DECK OPENING 21/41/4 1 21/4 23/16 11 S4.1 TYPICAL UPLIFT BRIDGING DIAGRAM - ROOF ONLY KEYNOTES: 1.WELD UPLIFT BRIDGING LOCATED WITHIN 6" OF THE FIRST BOTTOM CHORD PANEL POINT AT EACH END OF JOIST 2.SEE ROOF FRAMING PLAN FOR ADDITIONAL BRIDGING EQUAL EQUAL EQUAL EQUAL 1 1 >6" >6" P= CONCENTRATED LOAD P= CONCENTRATED LOAD 2 2 12 S4.1 CONCENTRATED LOAD - JOIST REINFORCEMENT 2" LEGS MIN.3/16 1 3/16 7 S4.1 DETAIL KEYNOTES: 1.ROOF DECK, SEE PLAN 2.DECK CONNECTION, SEE DETAILING 3.CHANNEL, SEE PLAN 4.MASONRY WALL, SEE PLAN 12" MAX 2 1 3 4 3/4 DECK WELD6 10 S4.1 TYP. PIPE SLEEVE THROUGH ROOF DECK PLAN VIEW KEYNOTES: 1.18 GA. PLATE WITH #10 SHEET METAL SCREWS @ 6"O.C. EACH WAY 2.METAL ROOF DECK 3.PIPE SLEEVE 12" SQ. < 4"Ø 24" SQ. < 8"Ø 36" SQ. < 12"Ø 1 2 3 9 S4.1 TYP. ROOF DRAIN FRAMING (PLAN VIEW) KEYNOTES: 1.ANGLE FRAME L3x3x1/4" 2.OPEN WEB STEEL JOIST OR BEAM 3.ROOF DRAIN OPENINGS 4.COPE VERT. LEG OF ANGLE NOTES: A.WELD ROOF DECK TO ANGLE FRAME CASE A CASE B 3/16TYP. 3/16TYP. 2 2 2 2 3 3 1 4 4 3/16TYP. 3/16TYP. 1 KEYNOTES: 1.STEEL ROOF JOIST, SEE PLAN 2.ADDITIONAL L2x2x1/4 DIAGONAL WEB MEMBER AT EACH SIDE OF JOIST. NOTES: A.WHEN CONCENTRATED LOADS ON JOISTS ARE LOCATED MORE THAN 6" FROM THE PANEL POINTS. ADDITIONAL WEB MEMBERS (ONE EACH SIDE OF JOIST) SHALL BE FIELD WELDED FROM THE POINT OF LOAD TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD. P >/=300lbs. B.JOIST DESIGNED TO PROVIDE 300lb. BEND CHECK ON TOP AND BOTTOM CHORD 12 S4.1 DETAIL 13 TYPICAL HOLDOWN DETAIL AT WF BEAM S4.1 KEYNOTES: 1.WF BEAM, SEE PLAN 2.WEB STIFFENERS, SEE GSN 3.WALL STUDS, SEE PLAN 4.WALL SHEATHING, SEE PLAN AND SCHEDULE 5.SILL PLATE 6.SIMPSON ANCHOR, SEE PLAN AND SCHEDULE 7.THREAD ROD, SEE HOLDOWN SCHEDULE KEYNOTES: 1.FLOOR TIE STRAP, FULLY NAILED PER SCHEDULE 2.HOLDOWN STUDS, SEE SCHEDULE FOR NAILING OF MULTIPLE STUDS WHERE REQ'D 3.FLOOR FRAMING, COORDINATE WITH PLAN 12 2 3 1/4TYP. CJP 1 2 34 5 6 7 FRAMING DETAILS S4.1 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision C COLUMNL CO L U M N LC 3 2 1 KEYNOTES: 1.INTERIOR COLUMNS, SEE PLAN 2.(2) #5x4'-0" WHEN NO CONTROL JOINT OCCURS @ CORNER 3.ISOLATION JOINT 3 S4.2 ISOLATION JOINT 4 S4.2 DETAIL 7 2 3 41 6 5 8 1/4 1 2 35 4 KEYNOTES: 1.STEEL COLUMN, SEE PLAN 2.BASE PLATE COL. WIDTH + 6" x COL. DEPTH + 6" WITH (4) 3/4"Ø ANCHOR RODS ON 1-1/2" NON SHRINK GROUT WITH LEVELING NUTS. EXTEND ANCHOR RODS TO BOTTOM STEEL IN FOOTINGS THICKNESS: COLUMNS AT GRIDS B-4, C-2, C-3, D-2 AND D-3 USE 1" THICK ALL OTHER COLUMNS USE 3/4" THICK 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.FOOTING, SEE PLAN AND SCHEDULE FOR SIZE AND REINF. 5.2'-4" SQUARE ISOLATION NO REINF. REQ'D. POUR AFTER DEAD LOADS ARE IN PLACE NOTES: A.COORDINATE TOP OF FOOTING AND TOP OF SLAB WITH ARCH. 2 S4.2 DETAIL 3 S4.2 3" T O B O T T O M O F S T E E L SE E A R C H . 1 S4.2 DETAIL 1 2 35 4 3 S4.2 1/4 3", TYP. KEYNOTES: 1.STEEL COLUMN, SEE PLAN 2.3/4" THICK BASE PLATE WITH (4) 3/4"Ø ANCHOR RODS ON 1-1/2" NON SHRINK GROUT WITH LEVELING NUTS. EXTEND ANCHOR RODS 8" INTO CONCRETE FOOTINGS 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.FOOTING, SEE PLAN AND SCHEDULE 5.2'-4" SQUARE ISOLATION NO REINF. REQ'D. POUR AFTER DEAD LOADS ARE IN PLACE NOTES: A.COORDINATE TOP OF FOOTING AND TOP OF SLAB WITH PLAN AND ARCH. 1/4 1/2", TYP. 1 1 / 2 " 3" T O B O T T O M O F S T E E L SE E A R C H . 9 S4.2 DETAIL FR O S T D E P T H SE E ' G S N ' 6" MI N . 1 2 3 4 5 6 7 8 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 15 S4.2 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLANS 2.SLAB ON GRADE, SEE PLANS 3.FOOTING, SEE PLAN OPTION A OPTION B 1 1 2 2 3 3 8" 8" 14 S4.2 DETAIL SEE SCHEDULE SE E SC H E D U L E 1 2 KEYNOTES: 1.FOOTING, SEE PLAN AND SCHEDULE 2.CONCRETE SLAB, SEE PLAN 3.WALL STUDS, SEE PLAN 4.WALL SHEATHING, SEE PLAN AND SCHEDULES 5.REQ'D PANEL EDGE NAILING 3 4 5 KEYNOTES: 1.EXTERIOR SLAB, SEE ARCH 2.(2) #5 CONT. BOTTOM 3.#4 DOWELS AT 24" O.C. 4.CONCRETE SLAB ON GRADE, SEE PLAN 5.CONCRETE FOUNDATION WALL, SEE PLAN 6.(2) #5 EXTEND 2'-0" PAST EDGE OF OPENING, EACH SIDE 7.FOOTING, SEE PLAN AND SCHEDULE 8.#4x4'-0" LONG DOWELS AT 24" O.C. 9.WALL OR STOREFRONT BEYOND 5 S4.2 DETAIL 7 2 3 41 6 5 8 9 9 KEYNOTES: 1.EXTERIOR SLAB, SEE ARCH 2.(2) #5 CONT. BOTTOM 3.#4 DOWELS AT 24" O.C. 4.CONCRETE SLAB ON GRADE, SEE PLAN 5.CONCRETE FOUNDATION WALL, SEE PLAN 6.(2) #5 EXTEND 2'-0" PAST EDGE OF OPENING, EACH SIDE 7.FOOTING, SEE PLAN AND SCHEDULE 8.#4x4'-0" LONG DOWELS AT 24" O.C. 9.WALL OR STOREFRONT BEYOND 7 S4.2 ELEVATOR PIT DETAIL6 S4.2 DETAIL 10 S4.2 DETAIL FR O S T D E P T H SE E ' G S N ' 6" MI N . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.PROVIDE 12" BLOCK AT BASE OF WALL, REINFORCE PER 8" WALL ABOVE AND ENSURE REINFORCING IS CENTERED IN 8" WALL 10.PROVIDE (2) #4 CONT. IN TOP COURSE OF 12" BLOCK 11 S4.2 DETAIL FR O S T D E P T H SE E ' G S N ' 6" MI N . 12 S4.2 DETAIL 13 S4.2 DETAIL KEYNOTES: 1.WATER STOP 2.(2) #5 CONT. TOP AND BOTTOM 3.#5 DOWELS AT 12" O.C. 4.MASONRY WALL, SEE PLAN 5.KEY WAY 6.12" THICK CONCRETE FOOTING SEE PLAN OUT TO OUT DIMENSIONS AND REINFORCE WITH #5 BARS AT 12" O.C. TOP AND BOTTOM 7.CONCRETE WALL, SEE PLAN 8.CONCRETE SLAB, SEE PLAN 9.MASONRY WALL, SEE PLAN ELEVATOR PIT SEE ARCH. 12" 1 3 3 5 6 7 8 2 4 KEYNOTES: 1.FOOTING, SEE PLAN AND SCHEDULE 2.CONCRETE SLAB, SEE PLAN 3.WALL STUDS, SEE PLAN 4.WALL SHEATHING, SEE ARCH 5.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. 6.MASONRY WALL, SEE PLAN 7.ELEVATOR SHAFT, SEE PLAN AND DETAIL 7/S4.2 1 2 3 4 5 6 7 1 2 5 4 6 7 8 10 9 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.SINGLE COURSE OF 8" BLOCK 10.WALL STUDS, SEE PLAN 11.WALL SHEATHING, SEE ARCH 12.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. 13.SIMPSON HGA AT 48" O.C. VERTICALLY, AT EACH WALL STUD. SECURE TO STUDS WITH NAILS PER SIMPSON AND TITEN MASONRY SCREWS TO CMU WALL 1 22 3 4 5 6 7 8 9 10 11 12 13 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.PROVIDE MW-1 AT ARCH. FEATURE 10.WALL STUDS, SEE PLAN 11.WALL SHEATHING, SEE ARCH 12.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. 13.CONTRACTOR MAY POUR SOLID CONCRETE PEDESTAL AS A SUBSTITUTE FOR CONT. FOUNDATION WALL CONTACT EOR FOR FURTHER INFO. 1 2 3 4 5 6 8 6 7 7 2 9 12 13 11 1 2 3 4 5 6 8 6 7 7 2 9 10 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.PROVIDE MW-1 AT ARCH. FEATURE 10.CONTRACTOR MAY POUR SOLID CONCRETE PEDESTAL AS A SUBSTITUTE FOR CONT. FOUNDATION WALL CONTACT EOR FOR FURTHER INFO. KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 x CONT. TOP OF WALL 3.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 4.EXTERIOR SLAB, SEE ARCH. 5.FOUNDATION WALL, SEE SCHEDULE 6.FOOTING, SEE PLAN AND SCHEDULE FOR SIZE AND REINF. 1 2 3 4 5 6 8' - 0 " M A X . 16 S4.2 DETAIL 8 S4.2 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.SINGLE COURSE OF 8" BLOCK 10.WALL STUDS, SEE PLAN 11.WALL SHEATHING, SEE ARCH 12.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. 13.CONTRACTOR MAY POUR SOLID CONCRETE PEDESTAL AS A SUBSTITUTE FOR CONT. FOUNDATION WALL CONTACT EOR FOR FURTHER INFO. 1 2 3 4 5 6 8 6 7 7 9 13 2 1211 ELEVATOR PIT, SEE PLAN AND DETAIL 7/S4.2 FRAMING DETAILS S4.2 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision KEYNOTES: 1.WALL STUDS, SEE PLAN 2.WALL SHEATHING, SEE PLAN AND SCHEDULES 3.REQ'D PANEL EDGE NAILING 4.WALL FINISHES, SEE ARCH 5.SILL PLATE, SEE SHEAR WALL SCHEDULE FOR SIZE AND ANCHOR ROD SPACING 6.CONCRETE SLAB, SEE PLAN 7.#4 DOWELS AT 24" O.C. 8.CONCRETE WALL, SEE PLAN 9.(2) #5 x CONT. TOP & BOTTOM 10.FOOTING, SEE PLAN AND SCHEDULE 6" MI N . FR O S T D E P T H , S E E ' G S N ' 1 2 3 4 5 6 7 89 10 5 S4.3 DETAIL 6 S4.3 DETAIL 6" MI N . FR O S T D E P T H , S E E ' G S N ' KEYNOTES: 1.WALL STUDS, SEE PLAN 2.WALL SHEATHING, SEE PLAN AND SCHEDULES 3.REQ'D PANEL EDGE NAILING 4.WALL FINISHES, SEE ARCH 5.SILL PLATE, SEE SHEAR WALL SCHEDULE FOR SIZE AND ANCHOR ROD SPACING 6.CONCRETE SLAB, SEE PLAN 7.#4 DOWELS AT 24" O.C. 8.CONCRETE WALL, SEE PLAN 9.(2) #5 x CONT. TOP & BOTTOM 10.FOOTING, SEE PLAN AND SCHEDULE 11.2x4 FEATURE STUDS AT 16" O.C. 12.0.148"Øx3" NAILS AT 12" O.C. FROM THE BACK SIDE OF THE SHEATHING INTO FEATURE STUDS 1 2 3 4 5 6 7 89 10 11 2 3 12 4 S4.3 DETAIL FR O S T D E P T H , S E E ' G S N ' 1/4 KEYNOTES: 1.CONCRETE SLAB, SEE PLAN 2.CONCRETE WALL, SEE PLAN 3.(4) #5 BARS WITH #3 TIES AT TOP 5" AND 12" O.C. REMAINDER 4.STEEL COLUMN, SEE PLAN 5.BASE PLATE W/ (4) 3/4"Ø HEX HEADED ANCHOR RODS WITH 8" MIN. EMBEDMENT ON 1-1/2" NON SHRINK GROUT WITH LEVELING NUTS AT HSS5x5: 5 1/2x3/4x11" AT HSS6x6: 6 1/2x3/4x12" 6.THREADED STUDS, SEE DETAIL 6/S4.1 7.WALL SHEATHING, SEE PLAN NOTES: A.PROVIDE SHAPED PLATES AT WALL CORNERS 1'-4" 1 1/2", TYP. 1 3 3 4 5 6 7 13 S4.3 STAIR LANDING DETAIL SEE SCHEDULE SE E SC H E D U L E KEYNOTES: 1.FOOTING, SEE PLAN AND SCHEDULE FOR SIZE AND REINF. 2.STAIR STRINGER, HSS12x4x1/4 (TYPICAL AT ALL STAIR STRINGERS), COORD. WITH ARCH 3.L3x3x1/4 by 7" LONG W/ (2) 3/4"Ø DRILL AND EPOXY ANCHORS OR TITEN SCREW TYPE ANCHORS1/4 W/ 1" RETURN ON VERTICAL EDGE 7 4" 1 1/2" 3 2 1 1 S4.3 DETAIL 2 S4.3 DETAIL 3 S4.3 DETAIL 7 S4.3 DETAIL 8 S4.3 DETAIL 9 S4.3 DETAIL 10 S4.3 DETAIL 11 S4.3 DETAIL KEYNOTES: 1.MASONRY PIER, SEE PLAN (INSIDE FACE SHELLS MAYBE REMOVED IF NEEDED) 2.PROVIDE 6" BLOCK ON ONE SIDE, SEE PIER SCHEDULE 3.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 4.PROVIDE 8" BOTTOM COURSE BELOW 6" BLOCK 5.PROVIDE 10" BOTTOM COURSE BELOW 8" BLOCK 6.GROUT INSIDE OF PIER SOLID FOR STEEL COLUMN ABOVE 7.EXTERIOR SLAB, SEE ARCH. 8.FOUNDATION PIER, SEE SCHEDULE 9.FOOTING, SEE PLAN AND SCHEDULE FOR SIZE AND REINF. 1 2 3 3 5 4 16 7 8 9 FR O S T D E P T H SE E ' G S N ' KEYNOTES: 1.DOWEL LENGTHWISE FOOTING REINFORCING INTO FOUNDATION WALL 2.THICKEN AND STEP INTERIOR FOOTING TO BEAR ON EXTERIOR FOOTING. CONTRACTOR OPTION TO STEP FOOTING (AS SHOWN BY DASHED LINES), IF STEPPED FOOTING OPTION IS USED PROVIDE 8" CONCRETE WALL REINFORCED PER GSN NOTES: A.FOR ITEMS SHOWN BUT NOT LISTED SEE DETAIL(s) 9 & 15/S4.2 15 S4.2 2 1 1 2 3 4 5 6 7 8 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.WALL STUDS, SEE PLAN 10.WALL SHEATHING, SEE ARCH 11.REQUIRED PANEL EDGE NAILING 12.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. FR O S T D E P T H SE E ' G S N ' 6" MI N . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.DOWELS TO MATCH VERT. REINF. IN MASONRY WALL 3.LADDER-TYPE JOINT REINFORCING, MASONRY WALL SCHEDULE 4.CONCRETE SLAB, SEE PLAN 5.#4 DOWELS AT 24" O.C. 6.CONCRETE WALL, SEE PLAN 7.(2) #5 x CONT. TOP & BOTTOM. 8.FOOTING, SEE PLAN AND SCHEDULE 9.SINGLE COURSE OF 12" BLOCK 10.2x4 WALL STUDS AT 16" O.C. 11.WALL SHEATHING, SEE ARCH 12.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. 13.SIMPSON HGA AT 48" O.C. VERTICALLY, AT EACH WALL STUD. SECURE TO STUDS WITH NAILS PER SIMPSON AND TITEN MASONRY SCREWS TO CMU WALL 1 22 3 4 5 6 7 8 9 10 11 12 13 9 10 11 12 KEYNOTES: 1.CONCRETE SLAB, SEE PLAN 2.#4 DOWELS AT 24" O.C. 3.CONCRETE WALL, SEE PLAN 4.(2) #5 x CONT. TOP & BOTTOM. 5.FOOTING, SEE PLAN AND SCHEDULE 6.WALL STUDS, SEE PLAN 7.WALL SHEATHING, SEE ARCH 8.REQUIRED PANEL EDGE NAILING 9.SILL PLATE WITH 5/8"Ø ANCHORS AT 32" O.C. 1 2 34 5 6 6 7 7 8 8 9 9 KEYNOTES: 1.WALL STUDS, SEE PLAN 2.WALL SHEATHING, SEE PLAN 3.CONC. WALL, SEE PLAN 4.CONC. SLAB ON GRADE, SEE PLAN 5.FOOTING, SEE PLAN AND SCHEDULE 6.#4 DOWELS AT 24" O.C. 7.EXT. SLAB ON GRADE, SEE ARCH. 8.(2) COURSES 6" MASONRY, EXTEND FOUNDATION WALL REINFORCING INTO BLOCK 9.CONCRETE BENCH, COORD. WITH ARCH. 10.#4 DOWELS AT 18" O.C. 11.(1) #4 CONT. TOE BAR 1 2 3 3 5 4 7 8 9 6 10 11 KEYNOTES: 1.WALL STUDS, SEE PLAN 2.WALL SHEATHING, SEE PLAN 3.REQUIRED PANEL EDGE NAILING 4.SILL PLATE AND ANCHORS, SEE SCHEDULES 5.CONC. WALL, SEE PLAN 6.CONC. SLAB ON GRADE, SEE PLAN 7.FOOTING, SEE PLAN AND SCHEDULE 8.#4 DOWELS AT 24" O.C. 9.EXT. SLAB ON GRADE, SEE ARCH. 1 2 3 4 1 2 3 4 5 6 5 8 9 1/4 12 " KEYNOTES: 1.WALL STUDS, SEE PLAN 2.WALL SHEATHING, SEE PLAN 3.CONC. PIER, SEE PLAN AND SCHEDULE 4.FOOTING, SEE PLAN AND SCHEDULE 5.EXT. SLAB ON GRADE, SEE ARCH. 6.(1) COURSES 8" MASONRY, EXTEND FOUNDATION PIER REINFORCING INTO BLOCK 7.STEEL COLUMN, SEE PLAN 8.3/4" THICK BASE PLATE, SEE DETAIL 1/S4.2 FOR DIMENSIONS, OVER 1 1/2" NON-SHRINK GROUT 9.(4) 3/4"Ø ANCHORS WITH 12" EMBEDMENT. PROVIDE 1/4" PLATE AT EMBEDED END, MATCH COLUMN BASE PLATE DIMENSIONS 1 2 3 4 5 6 6 7 8 9 1/4 2 1/4 2 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.HSS BEAM, SEE PLAN 3.(2) #5 BARS CONT. AT DECK BEARING 4.GROUT SOLID FOR (2) FULL COURSES (16" MIN.) BELOW JOISTS. REINF. WITH (2) #4 x 36" LONG AT BOTTOM 5.BEARING PLATE 5x5/8x10" WITH (2) 3/4"Ø by 12" D.B.A. NOTE: A.GROUT POCKET SOLID AFTER ERECTION B.FLOOR, ROOF or CANOPY FRAMING NOT SHOWN, COOD. WITH PLANS AND DETAILS FOR ADDITIONAL REQUIREMENTS 1 2 3 4 5 KEYNOTES: 1.HSS BEAM, SEE PLAN 2.3/16" CONT. BENT PLATE DECK ANGLE 3.CONCRETE ON STEEL DECK, SEE PLAN 4.#4 D.B.A.S AT 24" O.C. TYP.1/4 1/4 KEYNOTES: 1.COLUMN, SEE PLAN 2.HSS BEAM, SEE PLAN NOTES: A.CONCRETE ON STEEL DECK AND DECK ANGLES NOT SHOWN 1 2 3 X X X X 3/4 DECK WELD 14 S4.3 DETAIL 15 S4.3 DETAIL 16 S4.3 DETAIL 1/4 2@12 1/4 2@12 1 2 3 4 12 S4.3 DETAIL AS REQ'D FOR FINISHES AS R E Q ' D F O R F I N I S H E S KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.ROOF JOIST/TRUSS, SEE PLAN 3.WALL STUDS, SEE FRAMING NOTES 4.WALL SHEATHING, SEE PLAN & SCHED. 5.6"Ø STD PIPE BRACE 6.3/8" SHAPPED PLATE 7.3/8" CAP PLATE 8.(2) 3/8"Ø SHAPED PLATES WITH 3/4" THRU BOLT 9.3/8" PLATES, BUILT OUT TO FINISHES 10.2x12 BLOCK WITH SIMPSON LS30 EACH END 11.(4) 5/8"Ø THREADED STUDS 12.2x BLOCKING WITH SIMPSON LS30 EACH END, SECURE 2X12 BLOCK WITH 0.162"Øx3 1/2" NAILS AT 4" O.C. NOTES: A.WHERE BRACE CONNECTS TO MASONRY WALL, USE SINGLE EMBED PLATE PER DETAIL 12/S4.7 8" , T Y P . 1 2 3 4 5 6 7 8 9 9 10 10 11 11 12 12 FRAMING DETAILS S4.3 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 9 S4.4 DETAIL 3 S4.4 DETAIL KEYNOTES: 1.STEEL COL. SEE PLAN 2.WOOD BEAM, SEE PLAN 3.3/16"xREQ'D. "U" PLATE WITH (2) 5/8"Ø THRU BOLTS 1/2" 4" 1 1/2" 1 1 / 2 " 3" 3" 1 1/4 2 3 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.SIMPSON STRAP, SEE PLAN. ALIGN WITH ANCHOR 6.2x6 FLAT BLOCKING 7.FLOOR JOIST, SEE PLAN 8.4x10 EMBED PLATE AT 32"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED 9.L6x4x5/16 CONT. DECK ANGLE 10.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 1/4 4 1/4 4 2 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHEDULE 2.REQUIRED PANEL BOUNDARY NAILING 3.ROOF JOIST, SEE PLAN 4.WALL STUDS, SEE PLAN 5.WALL SHEATHING, SEE PLAN AND SCHEDULE 6.REQUIRED PANEL EDGE NAILING1 2 3 3 4 5 6 1 S4.4 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.CONC. ON STEEL DECK, SEE PLAN 3.#4 DOWELS AT 24" O.C. 4.(2) #5 BARS CONT. AT DECK BEARING 5.3/8x4x10" EMBED PLATE AT 32" O.C. WITH (2) 3/4"Øx5" W.A.S. 6.L5x3x5/16 CONT. DECK ANGLE (VERTICAL LEG OF ANGLE MUST BE TURNED DOWN) 3/4 DECK WELD 1/4 4" 1/4 4" 1 3 2 6 5 4 X X X X 2 S4.4 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.CONC. ON STEEL DECK, SEE PLAN 3.#4 DOWELS AT 24" O.C. 4.(2) #5 BARS CONT. AT DECK BEARING 5.3/8x4x10" EMBED PLATE AT 32" O.C. WITH (2) 3/4"Øx5" W.A.S. 6.L3x3x5/16 CONT. DECK ANGLE (VERTICAL LEG OF ANGLE MUST BE TURNED DOWN) 3/4 DECK WELD 1/4 4" 1/4 4" 1 3 2 6 5 4 X X X X 4 S4.4 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.CONT. RIMBOARD W/ SIMPSON LS30 AT 32" O.C. 9.FLOOR JOIST, SEE PLAN, W/ SIMPSON H3 AT 32" O.C. MAX. (PROVIDE WEB FILLER AS REQ'D) 10.NON-STRUCTURAL WALL STUDS, COORD. WITH ARCH. 1 7 2 8 6 5 3 4 9 KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.PROVIDE DBL RIM CONT. RIMBOARD W/ SIMPSON LS30 AT 32" O.C. (DBL REQUIRED FOR STRAIR STRINGER CONNECITONS) 9.FLOOR JOIST, SEE PLAN 10.JOIST BLOCKING AT 24" O.C. W/ SIMPSON H3 (PROVIDE WEB FILLER AS REQ'D) 11.(4) 0.148"Øx3" AT EACH BLOCK 12.NON-STRUCTURAL WALL STUDS, COORD. WITH ARCH. 1 4 7 12 2 8 6 5 3 4 10 9 5 S4.4 DETAIL 6 S4.4 DETAIL 10 KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY FASTENERS, #8 SCREWS AT 6" O.C. 3.HSS BEAM, SEE PLAN 4.FLOOR JOIST, SEE PLAN, W/ SIMPSON BA3.56 JOIST HANGERS 5.NON-STRUCTURAL WALL STUDS, COORD. WITH ARCH. 7 S4.4 DETAIL 1 2 3 4 5 8 S4.4 DETAIL 1/4 KEYNOTES: 1.HSS BEAM, SEE PLAN (AT END OF BEAM PROVIDE 1/4" END PLATE) 2.HSS COLUMN SEE PLAN 1 2 1 3 45 6 7 8 9 10 10 S4.4 DETAIL 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.SIMPSON STRAP, SEE PLAN. ALIGN WITH ANCHOR 6.2x6 FLAT BLOCKING 7.FLOOR TRUSS, SEE PLAN 8.4x10 EMBED PLATE AT 32"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED 9.L6x4x5/16 CONT. DECK ANGLE 10.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 1/4 4 1/4 4 2 1 3 45 6 7 8 9 10 11 S4.4 DETAIL 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.FLOOR TRUSS, SEE PLAN, WITH SIMPSON BA3.56 HANGER (COORD. WITH TRUSS MANUFACTURER) 6.4x10 EMBED PLATE AT 24"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED 7.L6x4x5/16 CONT. DECK ANGLE 8.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 1/4 4 1/4 4 2 1 3 4 5 6 7 8 12 S4.4 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.FLOOR SHEATHING, SEE PLAN 3.FLOOR TRUSS, SEE PLAN 4.2x4 CONT. RIBBON BOARD 5.SECURE TRUSS TO TOP PLATE WITH (2) 0.162"Øx3 1/2" NAILS 6.WALL STUDS, SEE FRAMING NOTES 7.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 8.WALL SHEATHING, COORD. WITH ARCH. 9.MECH. SHAFT, COORD. WITH ARCH. 10.SIMPSON A35 AT EACH TRUSS 12 3 4 5 6 7 8 9 13 S4.4 DETAIL 14 S4.4 DETAIL 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.FLOOR TRUSS, SEE PLAN, WITH SIMPSON BA3.56 HANGER (COORD. WITH TRUSS MANUFACTURER) 6.FLOOR JOIST, SEE PLAN, WITH SIMPSON BA3.56 HANGER 7.DBL 4x10 EMBED PLATE AT 24"O.C. WITH (2) 3/4"Ø D.B.A. CONNECTING EACH PLATE 8.L6x4x5/16 CONT. DECK ANGLE 9.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 1 2 3 34 4 5 6 7 8 8 9 9 1 2 3 34 4 5 6 7 8 8 9 9 15 S4.4 DETAIL 16 S4.4 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.2x4 CONT. RIBBON BOARD 9.FLOOR TRUSS, SEE PLAN, W/ SIMPSON A35 AT EACH TRUSS 10.SECURE TRUSS TO TOP PLATE WITH (2) 0.162"Øx3 1/2" NAILS 12 3 3 45 6 6 7 8 9 10 KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.FLOOR TRUSS, SEE PLAN 1 2 3 3 4 5 6 7 8 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.GLB DRAG, SEE PLAN, WITH SIMPSON HWPH3.25 HANGER 6.FLOOR JOIST, SEE PLAN, WITH SIMPSON BA3.56 HANGER 7.DBL 4x10 EMBED PLATE AT 24"O.C. WITH (2) 3/4"Ø D.B.A. CONNECTING EACH PLATE 8.L6x4x5/16 CONT. DECK ANGLE 9.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. FRAMING DETAILS S4.4 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 7 S4.5 STEEL BEAM AT STEEL BEAM KEYNOTES: 1.CONN. PLATE SEE SCHEDULE (THIS DETAIL), WHERE BEAMS DO NOT OCCUR ON OPP. SIDE OR ARE OFFSET BY MORE THAN 16" PROVIDE 3/8" WEB STIFFENER OPP. SIDE OF BEAM 2.WF BEAM, SEE PLAN 3.CONNECTION BOLTS, SEE SCHED. TYPICAL CONNECTIONS: 3/4"Ø A325 BEAMS NOTED AS "DRAG": 1"Ø A490 NOTES: A.AT ALL "DRAG" CONNECTIONS PROVIDE: a) WELDS ARE TO BE DEMAND CRITICAL WELDS. b) BOLTS ARE TO BE PRETENSIONED BOLTS WITH CLASS A FAYING SURFACES. BEAM SIZE PLATE SIZE # BOLTS W8, W10 5/16"2 35/16"W12, W14 43/8"W16 53/8"W18 63/8"W21, W24 73/8"W27 83/8"W30 93/8"W33 1 1/2" 3 1/2"2 3 1 1 1 / 2 " T Y P . 3" TY P . 1 1 / 2 " T Y P . 1/4TYP. 1 S4.5 DETAIL 2 S4.5 DETAIL 3 S4.5 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.2x4 CONT. RIBBON BOARD 9.FLOOR TRUSS, SEE PLAN, W/ SIMPSON A35 AT EACH TRUSS 10.SECURE TRUSS TO TOP PLATE WITH (2) 0.162"Øx3 1/2" NAILS 11.7 1/4" LVL STUDS, SEE PLAN 12 3 11 45 6 6 7 8 9 10 4 S4.5 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT EACH BLOCK 9.CANTILEVERED FLOOR TRUSS, SEE PLAN, W/ SIMPSON A35 AT EACH TRUSS 10.SECURE TRUSS TO TOP PLATE WITH (2) 0.162"Øx3 1/2" NAILS NOTES: A.COORD. WITH ARCH. FOR EYEBROW/SOFFIT FINISHES. KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.FLOOR TRUSS, SEE PLAN 9.7 1/4" LVL STUDS, SEE PLAN 1 2 3 9 4 5 6 7 8 KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 4.WALL SHEATHING, SEE PLAN & SCHED. 5.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 6.2x4 CONT. RIBBON BOARD 7.WOOD BEAM, SEE PLAN. NOTCH BEAM FOR CONT. RIBBON BOARD 8.PROVIDE CONT. SQUASH BLOCKS/TRIMMERS BELOW BEAM WITH A SINGLE KING STUD EACH SIDE. SECURE TO BEAM SIM TO DETAIL 2/S4.1 1 2 2 3 4 5 6 7 8 12 3 3 4 5 6 6 7 8 9 10 8 S4.5 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHEDULE 2.FLOOR JOIST, SEE PLAN 3.FLOOR TRUSS, SEE PLAN 4.WF BEAM, SEE PLAN 5.SIMPSON ITS JOIST HANGER 6.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.CONT. RIMBOARD W/ SIMPSON LS30 AT 32" O.C. 9.FLOOR JOIST, SEE PLAN, W/ SIMPSON H3 AT EACH JOIST (PROVIDE WEB FILLER AS REQ'D) 5 S4.5 DETAIL 6 S4.5 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.FLOOR JOIST, SEE PLAN 12 3 3 4 5 6 7 8 1 2 3 3 4 5 6 6 7 8 9 1 2 3 4 5 6 9 S4.5 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHEDULE 2.FLOOR TRUSS, SEE PLAN 3.WF BEAM, SEE PLAN 4.SIMPSON BA3.56 JOIST HANGER (COORD. WITH TRUSS MANUFACTURER) 5.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D 2 2 3 4 42 10 S4.5 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHEDULE 2.CONT. RIMBOARD W/ SIMPSON LS30 CLIP AT 32" O.C. 3.FLOOR JOIST, SEE PLAN, W/ SIMPSON H3 AT EVERY OTHER JOIST (PROVIDE WEB FILLER AS REQ'D) 4.WF BEAM, SEE PLAN 5.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D 6.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT 32" O.C. 1 2 3 4 5 6 11 S4.5 STEEL BEAM AT COLUMN CONNECTION (TYPICAL AND DRAG CONNECTIONS) 1/8 1/4 TYP. 1 1 / 2 " T Y P . 3" T Y P . KEYNOTES: 1.HSS COLUMN, SEE PLAN 2.WF COLUMN, SEE PLAN 3.WF GIRDERS, SEE PLAN 4.CONNECTION PLATE, SEE SCHED. ** AT BEAMS NOTED AS "DRAG" ON THE PLAN PROVIDE KNIFE PLATE THROUGH COLUMNS (ALONG GRIDS B, C AND D) 5.CONNECTION BOLTS, SEE SCHED. TYPICAL CONNECTIONS: 3/4"Ø A325 BEAMS NOTED AS "DRAG": 1"Ø A490 6.4x WOOD PLATE, SEE DETAIL(s) 7.1/4"xREQ'D CAP PLATE WHERE COLUMNS TERMINATE AT LEVEL, WOOD PLATE TO EXTEND OVER COLUMN CAP NOTES: A.AT ALL "DRAG" CONNECTIONS PROVIDE: a) WELDS ARE TO BE DEMAND CRITICAL WELDS. b) BOLTS ARE TO BE PRETENSIONED BOLTS WITH CLASS A FAYING SURFACES. 1/8 1/4 TYP. 1 1 / 2 " T Y P . 3" T Y P . HSS COLUMN WF COLUMN 1 2 3 3 4 5 6 7 2 3 3 4 5 6 7 12 S4.5 DRAG CONNECTION DETAIL KEYNOTES: 1.FLOOR/ROOF SHEATHING, SEE PLAN AND SCHEDULE 2.GLB DRAG, SEE PLAN, WITH SIMPSON HWPH3.25 HANGER 3.WF BEAM, SEE PLAN AND DETAIL 7/S4.5 4.WEB STIFFENER, OPP. CONNECTION PLATE 5.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D 6.SIMPSON STRAP AND NAILING, SEE PLAN 1 2 3 4 3 5 5 6 13 S4.5 DRAG CONNECTION DETAIL KEYNOTES: 1.FLOOR/ROOF SHEATHING, SEE PLAN AND SCHEDULE 2.GLB DRAG, SEE PLAN, WITH SIMPSON HWPH3.25 HANGER 3.WF BEAM, SEE PLAN 4.WEB STIFFENER, OPP. CONNECTION PLATE 5.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D 6.SIMPSON STRAP AND NAILING, SEE PLAN 1 2 3 56 15 S4.5 DETAIL KEYNOTES: 1.HSS BEAM, SEE PLAN 2.1/4" END PLATE 1/4 VARIES 3/16 1 1 2 BEAM SIZE PLATE SIZE # BOLTS W8, W10 5/16"2 35/16"W12, W14 43/8"W16 53/8"W18 63/8"W21, W24 73/8"W27 83/8"W30 93/8"W33 NOT USED 3 FRAMING DETAILS S4.5 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S4.6 DETAIL KEYNOTES: 1.HSS BEAM, SEE PLAN 2.BEAM JOINT 1/4 3/16 1 1 1 2 2 S4.6 DETAIL 1/4 1/4 1/4 3 1/4 3 3/16 KEYNOTES: 1.MASONRY PIER, SEE PLAN (INSIDE FACE SHELLS MAYBE REMOVED AS NEEDED) 2.PROVIDE 6" BLOCK ON ONE SIDE, SEE PIER SCHEDULE 3.HSS BEAM, SEE PLAN 4.1/4" END PLATE 5.STEEL COLUMN, SEE PLAN 6.3/4" THICK BASE PLATE, SEE DETAIL 1/S4.2 FOR DIMENSIONS. SET DIRECTLY ON MASONRY GROUT 7.(4) 3/4"Ø ANCHORS WITH 12" EMBEDMENT. PROVIDE 1/4" PLATE AT EMBEDED END, MATCH COLUMN BASE PLATE DIMENSIONS 8.3/4" CAP PLATE, MATCH COLUMN DIMENSIONS 1 2 3 4 5 6 7 3 S4.6 DETAIL 4 S4.6 DETAIL KEYNOTES: 1.MASONRY BEAM, SEE PLAN 2.ROOF SHEATHING, SEE PLAN 3.WOOD JOIST, SEE PLAN 4.HSS BEAM, SEE PLAN 5.2x8 LEDGER SECURE TO HSS WITH 5/8"Ø TREADED STUDS AT 24" O.C. 6.2x8 LEDGER SECURE TO MASONRY BEAM WITH 5/8"Ø ANCHORS AT 24" O.C. 7.REQ'D. PANEL BOUNDARY FASTENERS 8.LUS26 JOIST HANGERS 1 2 3 4 5 6 7 7 8 8 KEYNOTES: 1.MASONRY WALL PIER, SEE PLAN 2.HSS BEAM, SEE PLAN 3.PROVIDE 45° MITER JOINT AT CORNERS 4.DBL 4x10 EMBED PLATE AT 32"O.C. WITH (2) 3/4"Ø D.B.A. CONNECTING EACH PLATE 5.LEDGER FOR WOOD FRAMING, COORD. WITH DETAIL 3/S4.6 1 1 / 2 " , T Y P . CJP 1/4 1 2 23 4 5 5 S4.6 DETAIL 6 S4.6 DETAIL 7 S4.6 DETAIL 8 S4.6 DETAIL 9 S4.6 DETAIL 10 S4.6 DETAIL 1/4 1/4 3 3/16 KEYNOTES: 1.HSS BEAM, SEE PLAN 2.1/4" END PLATE 3.STEEL COLUMN, SEE PLAN 4.3/4" CAP PLATE, MATCH COLUMN DIMENSIONS 1/4 9 1 1 2 3 4 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN 2.SECURE SHEATHING TO HSS WITH #8 SCREWS AT 6" O.C. 3.WOOD JOIST, SEE PLAN 4.HSS BEAM, SEE PLAN 5.1 3/4x11 7/8" LVL LEDGER, SECURE TO HSS WITH (2) ROWS 5/8"Ø TREADED STUDS AT 16" O.C. 6.SIMPSON BA JOIST HANGERS KEYNOTES: 1.ROOF SHEATHING, SEE PLAN 2.WOOD JOIST, SEE PLAN 3.HSS BEAM, SEE PLAN 4.SECURE SHEATHING TO HSS WITH #8 SCREWS AT 6" O.C. 5.FULL HEIGHT BLOCKING AT 24" O.C., SECURE TO JOIST WITH A34 ANCHORS, PROVIDE WEB FILLER AS NEEDED 6.0.148"Øx3" NAILS AT 3" O.C. 1 2 2 3 4 5 6 1 2 34 5 6 KEYNOTES: 1.FLOOR/ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.FLOOR TRUSS, SEE PLAN 9.ROOF JOIST, SEE PLAN 10.2x8 LEDGER WITH (3) SIMPSON 1/4x4 1/2" SDS WOOD SCREWS AT EACH WOOD WALL STUD 1 1 2 2 3 3 4 5 6 6 7 8 9 10 KEYNOTES: 1.FLOOR/ROOF SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 4.WALL SHEATHING, SEE PLAN & SCHED. 5.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 6.FLOOR TRUSS, SEE PLAN 7.HSS BEAM, SEE PLAN 8.4x3/8x10" BEARING PLATE WITH (2) 3/4"Øx3" LAG SCREWS 9.1/4" END PLATE NOTES: A.BEAM SHOWN NOTCHED TO BEAR ON WOOD PLATE, OPP. SIDE OF CANOPY THE BEAM WILL BE HIGHER. NOTCH NOT REQUIRED BUT BEARING PLATE, PROVIDE BUILT UP WOOD PLATES BELOW IT 1/4 3 1/4 3 1 2 2 1 3 4 5 6 7 8 A 9 KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 4.WALL SHEATHING ON OPP. SIDE, SEE PLAN & SCHED. 5.CONT. BOTTOM PLATE 6.PROVIDE DBL STUDS AT ALL WOOD WALL TO MASONRY WALL AND SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHORS WITH 5" EMBEDMENT 7.SIMPSON ANCHOR, SEE PLAN. SECURE TO UNDERSIDE OF DBL TOP PLATE AS SHOWN AND SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 12" EMBEDMENT 1 2 2 3 4 5 6 7 11 S4.6 DETAIL 12 S4.6 DETAIL 13 S4.6 DETAIL 14 S4.6 DETAIL 15 S4.6 DETAIL KEYNOTES: 1.WOOD BEAM, SEE PLAN 2.STEEL COLUMN, SEE PLAN 3.SIMPSON ECCQL or ECCL CORNER POST CAP OR FABRICATED EQUAL, WELDED TO STEEL COLUMN 1/4 2 3 1 1 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.WALL SHEATHING, SEE PLAN & SCHED. 5.REQ'D PANEL EDGE NAILING 6.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 7.FLOOR JOIST, SEE PLAN 8.WOOD BEAM, SEE PLAN 9.FULL HEIGHT BLOCKING AT 24" O.C., SECURE TO JOIST WITH A34 ANCHORS, PROVIDE WEB FILLER AS NEEDED 10.0.148"Øx3" NAILS AT 3" O.C. 12 3 4 5 6 7 8 9 10 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.WALL SHEATHING, SEE PLAN & SCHED. 5.REQ'D PANEL EDGE NAILING 6.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 7.CONT. RIMBOARD 8.FLOOR JOIST, SEE PLAN 9.SIMPSON ITS JOIST HANGER 10.SIMPSON H2.5A AT EVERY JOIST (PROVIDE WEB FILLER AS REQ'D) 11.WOOD BEAM, SEE PLAN 12.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT 32" O.C. 1 2 2 3 4 5 6 7 8 910 11 12 KEYNOTES: 1.FLOOR/ROOF SHEATHING, SEE PLAN AND SCHEDULE 2.WOOD BEAM, SEE PLAN 3.FLOOR TRUSS, SEE PLAN 4.WF BEAM, SEE PLAN 5.SIMPSON HU JOIST HANGER 6.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D 7.2x FILLER, 16" LONG AND FULL HEIGHT OF WEB. SECURE TO WF WITH (4) 3/4"Ø THRU BOLTS 1 1 3 4 5 2 6 7 KEYNOTES: 1.FLOOR/ROOF SHEATHING, SEE PLAN AND SCHEDULE 2.WF COLUMN, SEE PLAN (SHOWN CONT. BUT TERMINATES LOW OR ROOF SHEATHING) 3.2x8 BLOCKING AT SECURED TO EACH FLANGE WITH (2) 3/4"Ø THRU BOLTS. EXTEND BLOCK TO ADJACENT TRUSS AND SUPPORT END PER DETAIL 4/S4.1. ON SIDE WITH WF BEAM, FIT BLOCK AROUND CONNECTION PLATE 4.2x8 SUB-FRAMING MEMBER, PARALLEL TO WEB, AND SECURED TO EACH 2x8 BLOCK 5.NAIL SHEATHING TO 2x8 BLOCKING AND SUB-FRAMING WITH 0.148"Øx3" NAILS AT 4" O.C. 1 2 34 4 5 16 S4.6 DETAIL KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS BEYOND, SEE FRAMING NOTES 3.WALL SHEATHING, SEE PLAN & SCHED. 4.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 5.2x4 CONT. RIBBON BOARD 6.FLOOR TRUSS, SEE PLAN 7.STEEL COLUMN, SEE PLAN 8.5 1/2x1/2x10" BASE PLATE WITH (4) 5/8"Øx2 1/2" LAG SCREWS 1/4 1 2 3 4 5 6 7 8 FRAMING DETAILS S4.6 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 4 S4.7 LH SERIES JOIST @ MASONRY WALL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.ROOF DECK, SEE PLAN 3.SEE DETAIL 1/S4.7 FOR DECK CONNECTION 4.(2) #5 BARS CONT. AT DECK BEARING 5.STEEL JOIST, SEE PLAN 6.BEARING PLATE 5/8x5x12" w/ (2) 3/4"Ø by 12" D.B.A. 7.PLACE BEARING PLATE NOT MORE THAN 1/2" MIN. FROM FACE OF MASONRY 8.GROUT SOLID FOR (2) FULL COURSES (16" MIN.) BELOW JOISTS. REINF. WITH (2) #5 x CONT. TOP AND BOTTOM TYP. U.N.O. NOTES: A.VERTICAL WALL REINFORCING NOT SHOWN. B.GROUT JOIST POCKET SOLID AFTER ERECTION. 1 2 3 4 5 6 7 8 12 " 4" 1 S4.7 ROOF DECK - PARALLEL TO WALL 3/4 1/4 4 1 5 3 2 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 BARS CONT. TOP OF WALL 3.ROOF DECK, SEE PLAN 4.(2) #5 BARS CONT. AT DECK BEARING 5.L5x3x1/4" (LLH) CONT. W/ 3/8x4x10" EMBED PLATE AT 1/3 POINTS BETWEEN JOISTS. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S. DECK WELD6 1 1 / 2 " , T Y P . 1/4 2 S4.7 ROOF DECK - PERPENDICULAR TO WALL 1/4 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 BARS CONT. TOP OF WALL 3.ROOF DECK, SEE PLAN 4.(2) #5 BARS CONT. AT DECK BEARING 5.L3x3x1/4" CONT. W/ 3/8x4x10" EMBED PLATE AT 32"O.C. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S., (ANGLE MAYBE TURNED UP or DOWN) 3/4 DECK WELD6 1 2 3 4 5 1 1 / 2 " , T Y P . 1/4 SEE ARCH. SEE ARCH. 1/4 3/4 TYP 1 2 2 1 3 4 5 3 S4.7 DETAIL KEYNOTES: 1.ROOF DECK, SEE PLAN 2.DECK ANGLE AND EMBED. PLATE, SEE DETAIL 2/S4.7 3.MASONRY WALL, SEE PLAN 4.(2) #5 BARS CONT. AT DECK BEARING, TYP. 5.(2) #4 BARS CONT. TOP OF WALL DECK WELD, TYP 1/4 5 S4.7 ROOF DECK TO ROOF JOIST KEYNOTES: 1.ROOF JOIST, SEE PLAN 2.ROOF DECK, SEE PLAN 3.WELD DECK TO SAME JOIST ANGLE USE SAME WELD @ LAPPED ROOF DECK 2 1 3 3/4 DECK WELD6 6 S4.7 DETAIL 7 S4.7 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.FLOOR TRUSS, SEE PLAN, WITH SIMPSON BA3.56 HANGER 6.3/8x4x10" EMBED PLATE AT 1/3 POINTS BETWEEN STEEL JOISTS AND 24" O.C. FOR WOOD TRUSSES. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S. 7.L6x4x5/16 CONT. DECK ANGLE 8.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 9.ROOF DECK, SEE PLAN 10.L5x3x1/4" (LLH) CONT. 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.FLOOR SHEATHING, SEE PLAN 5.GLB DRAG, SEE PLAN, WITH SIMPSON HWPH3.25 HANGER 6.3/8x4x10" EMBED PLATE AT 1/3 POINTS BETWEEN STEEL JOISTS AND 24" O.C. FOR WOOD TRUSSES. PLATE TO HAVE (2) 3/4"Ø x 5" W.A.S. 7.L6x4x5/16 CONT. DECK ANGLE 8.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 9.ROOF DECK, SEE PLAN 10.L5x3x1/4" (LLH) CONT. 1 1 / 2 " , T Y P . 1 2 2 34 5 6 6 7 8 9 10 1 2 2 34 5 6 6 7 8 9 10 8 S4.7 DETAIL 9 S4.7 DETAIL 1/4 KEYNOTES: 1.STEEL COL, SEE PLAN 2.WF BEAM, STIFFENER EACH SIDE 3.3/4x11"xBEAM FLANGE WIDTH PLATE WITH (4) 3/4" A325 BOLTS 4.1/4" WEB STIFFENER, OPP. CONNECTION PLATE NOTES: A.WOOD FRAMING NOT SHOWN B.AT SIM. CONDITION, THERE IS NOT BEAM CONNECTION, PROVIDE WEB STIFFENERS EACH SIDE 1 2 2 3 4 KEYNOTES: 1.FLOOR SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.WALL SHEATHING, SEE PLAN & SCHED. 4.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 5.CONT. RIMBOARD 6.LVL FLOOR JOIST, SEE PLAN 7.SIMPSON HU1.81/5 JOIST HANGER 8.SIMPSON H2.5A AT EVERY JOIST (PROVIDE WEB FILLER AS REQ'D) 9.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT 32" O.C. 10.WF BEAM, SEE PLAN 11.2x CONT WEB FILLER, FULL HEIGHT OF WEB. SECURE TO WF WITH (2) ROWS 3/4"Ø THRU BOLTS AT 24" O.C. 12.2x4 BLOCKING BETWEEN JOIST, SECURE TO WEB FILLER WITH 0.162"Øx3 1/2" NAILS AT 6" O.C. STAGGERED CO O R D . W / A R C H . 1 1 2 2 3 3 4 5 6 7 8 9 10 11 12 10 S4.7 DETAIL KEYNOTES: 1.HSS COLUMN, SEE PLAN 2.WF GIRDERS, SEE PLAN 3.CONNECTION PLATE, SEE SCHED. IN DETAIL 11/S4.6 4.CONNECTION BOLTS, , SEE SCHED. IN DETAIL 11/S4.6 5.4x WOOD PLATE, SEE DETAIL(s) 6.3/4" CAP PLATE 1/4 1 1 2 3 4 5 6 11 S4.7 DETAIL KEYNOTES: 1.ROOF JOIST, SEE PLAN 2.WF BEAM, SEE PLAN 3.1/4" by REQ'D BENT HANGER PLATE, PROVIDE 3" HORIZ. FLANGE 4.3 1/2x1/4x6" SHEAR PLATE WITH (2) 3/4"Ø A325 BOLTS NOTES: A.ROOF DECKING NOT SHOWN 1 2 4 33/16 3 3/16 3 4 2 12 S4.7 DETAIL 13 S4.7 DETAIL 14 S4.7 DETAIL 15 S4.7 DETAIL KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.WF BEAM, SEE PLAN. ALIGN TOP OF BEAM WITH TOP OF EMBEMENT CHANNEL 3.EMBED CHANNEL, SEE TABLE 4.GROUT SOLID FOR (3) FULL COURSES AT WF WITH (2) #5 x 72" LONG (or CONT. WHERE WF ARE USED AS JOIST) TOP AND BOTTOM TYP. U.N.O. 5.3/8" SINGLE SHEAR PLATE W/ BOLTS AS NOTED CONNECTION BOLTS, SEE SCHED. TYPICAL CONNECTIONS: 3/4"Ø A325 BEAMS NOTED AS "DRAG": 1"Ø A490 6.WHERE REQUIRED, NOTCH EMBED CHANNEL FOR WALL REINFORCING NOTES: A.AT ALL "DRAG" CONNECTIONS PROVIDE: a) WELDS ARE TO BE DEMAND CRITICAL WELDS. b) BOLTS ARE TO BE PRETENSIONED BOLTS WITH CLASS A FAYING SURFACES. 1/4 BEAM EMBEDMENT UP TO 10"(1) C8x18.75 by 12" 16 S4.7 DETAIL KEYNOTES: 1.ROOF JOIST, SEE PLAN 2.ROOF DECKING, SEE PLAN 3.2x4 STUDS WALL STUDS 16"O.C. 4.FEATURE WALL STUDS, SECURE TO STRUCTURE WITH 0.148"Øx3" TOE NAILS AT 12" O.C. 5.2x4 BOTTOM PLATE W/ 5/8"Ø THRU BOLTS AT 32"O.C. 6.2x4x12" SQUASH BLOCK (PLACED IN EACH DECK FLUTE) 7.WALL SHEATHING, SEE PLAN 8.REQ'D PANEL EDGE NAILING 1 2 3 4 5 6 7 8 KEYNOTES: 1.ROOF JOIST BEYOND, SEE PLAN 2.WF BEAM, SEE PLAN 3.ROOF DECKING, SEE PLAN 4.2x4 STUDS WALL STUDS 16"O.C. 5.FEATURE WALL STUDS, SECURE TO STRUCTURE WITH 0.148"Øx3" TOE NAILS AT 12" O.C. 6.2x4 BOTTOM PLATE W/ 5/8"Ø THRU BOLTS AT 32"O.C. (WELD THREADED STUDS ARE PERMISSIBLE) 7.2x4x12" SQUASH BLOCK (PLACED IN EACH DECK FLUTE) 8.WALL SHEATHING, SEE PLAN 9.REQ'D PANEL EDGE NAILING 1 2 3 4 5 6 7 8 9 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.ROOF DECK, SEE PLAN 3.WF BEAM, SEE PLAN 4.SEE DETAIL 1/S4.7 FOR DECK CONNECTION 5.(2) #5 BARS CONT. AT DECK BEARING 6.GROUT SOLID FOR (2) FULL COURSES (16" MIN.) BELOW JOISTS. REINF. WITH (2) #5 x CONT. TOP AND BOTTOM TYP. U.N.O. 7.STEEL JOIST, SEE PLAN 8.WF JOIST, SEE PLAN 9.4x1/2x12" SLOTTED PLATE 10.SEE DETAIL 15/S4.7 FOR WF CONNECTION 1/4 3 1/4 3 1/4 3/4 DECK WELD 1 2 3 4 5 6 7 8 9 10 1/4 DEPTH CHANNEL UP TO 10" UP TO 24" (2) C8x18.75 by 12" (3) C8x18.75 by 12" ANCHORS (W.A.S.) (4) 3/4Ø x 5" (8) 3/4Ø x 5" (12) 3/4Ø x 5" BEAM SIZE PLATE SIZE # BOLTS W8, W10 5/16"2 35/16"W12, W14 43/8"W16 53/8"W18 63/8"W21, W24 73/8"W27 1 2 3 4 5 6 KEYNOTES: 1.MASONRY WALL/BEAM, SEE PLAN 2.(2) #4 CONT. BARS AT TOP OF WALL 3.FLOOR CONNECTIONS, SEE DETAIL 10/S4.4 4.HSS COLUMN, SEE PLAN 5.8x3/4x12" BASE PLATE WITH (2) #6 by 12" D.B.A's 6.WB BEAM, SEE PLAN AND DETAIL 15/S4.7 1/4 1 2 3 4 5 FRAMING DETAILS S4.7 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S4.8 DETAIL 2 S4.8 DETAIL KEYNOTES: 1.HSS COLUMN, SEE PLAN 2.THREADED STUDS, SEE DETAIL 6/S4.1 3.FLOOR or ROOF TRUSSES, 4.WALL TOP PLATE, SEE PLAN AND DETAIL 1/S4.1 5.SIMPSON MST STRAP, SEE PLAN. STRAP MAY BE PLACED ON TOP OF SHEATHING OR DIRECTLY ON TOP TOP PLATE AS SHOWN 1 2 23 4 5 5 S4.8 DETAIL 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.ROOF SHEATHING, SEE PLAN 5.SIMPSON STRAP, SEE PLAN. ALIGN WITH ANCHOR 6.2x6 FLAT BLOCKING 7.ROOF TRUSS, SEE PLAN 8.4x10 EMBED PLATE AT 32"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED 9.L6x4x5/16 CONT. DECK ANGLE 10.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 1/4 4 1/4 4 2 1 3 45 6 7 8 9 10 4 S4.8 DETAIL 1 1 / 2 " , T Y P . KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #5 CONT. AT DECK BEARING 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.ROOF SHEATHING, SEE PLAN 5.ROOF TRUSS, SEE PLAN, WITH SIMPSON THA OR SIM. HANGER (COORD. WITH TRUSS MANUFACTURER) 6.4x10 EMBED PLATE AT 32"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED 7.L6x4x5/16 CONT. DECK ANGLE 8.4x6 CONT. PLATE (RIPPED TO 4") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 1/4 4 1/4 4 2 1 3 4 5 6 7 8 6 S4.8 DETAIL 7 S4.8 DETAIL 8 S4.8 DETAIL KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 4.WALL SHEATHING, SEE PLAN & SCHED. 5.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 6.2x4 CONT. RIBBON BOARD 7.WOOD BEAM, SEE PLAN. NOTCH BEAM FOR CONT. RIBBON BOARD 8.PROVIDE CONT. SQUASH BLOCKS/TRIMMERS BELOW BEAM WITH A SINGLE KING STUD EACH SIDE. SECURE TO BEAM SIM TO DETAIL 2/S4.1 1 2 2 3 4 5 6 7 8 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.ROOF TRUSS, SEE PLAN, W/ SIMPSON H1 AT EACH TRUSS 9.TRUSSED SHEAR BLOCKING, SEE DETAIL 6/S4.9 10.PARAPET BRACING, SEE DETAIL 7/S4.9 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 8.ROOF TRUSS, SEE PLAN 9.PARAPET BRACING, SEE DETAIL 7/S4.9 9 S4.8 DETAIL 10 S4.8 DETAIL 11 S4.8 DETAIL 12 S4.8 DETAIL 13 S4.8 DETAIL 14 S4.8 DETAIL 15 S4.8 DETAIL 16 S4.8 DETAIL 12 34 5 6 6 7 8 9 10 1 2 3 4 5 6 7 8 9 3/4 DECK WELD 3 2 4 3/4 DECK WELD 2 4 3 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 BARS CONT. TOP OF WALL 3.ROOF DECK, SEE PLAN 4.1/4x6xCONT. PLATE WITH 3/4"Ø BY 12" LONG DBA'S AT 32"O.C. 1 1 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. RIMBOARD 8.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT EACH BLOCK 9.ROOF JOIST, SEE PLAN 10.SIMPSON H2.5A AT EACH JOIST (PROVIDE WEB FILLER AS REQ'D) 1 2 3 4 5 67 8 910 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. RIMBOARD 8.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT EACH BLOCK 9.ROOF JOIST, SEE PLAN 10.SIMPSON H2.5A AT EACH JOIST (PROVIDE WEB FILLER AS REQ'D) 11.DBL JOIST, SEE PLAN 12.SIMPSON ITS JOIST HANGER 1 2 3 4 5 67 8 910 11 12 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.REQ'D PANEL BOUNDARY NAILING, SEE PLAN & SCHED. 3.WALL STUDS, SEE FRAMING NOTES 4.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 5.WALL SHEATHING, SEE PLAN & SCHED. 6.REQ'D PANEL EDGE NAILING 7.CONT. RIMBOARD WITH SIMPSON LS30 AT 32" O.C. 8.ROOF JOIST, SEE PLAN 9.BLOCKING AT 24" O.C. WITH SIMPSON H2.5A AT EACH BLOCK 10.0.148Ø"x3" NAILS AT 4" O.C. 11.SIMPSON LS30, PROVIDE WEB FILLER 1 2 3 4 5 6 7 8 9 10 11 1/4 4 1/4 4 1/4 4 1/4 4 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 CONT. TOP OF WALL 3.SIMPSON ANCHOR, SEE PLAN FOR MODEL AND SPACING. SECURE TO MASONRY WITH 5/8"Ø DRILL AND EPOXY ANCHOR WITH 5" EMBEDMENT 4.ROOF SHEATHING, SEE PLAN 5.ROOF JOIST, SEE PLAN, WITH SIMPSON ITS JOIST HANGER 6.4x10 EMBED PLATE AT 24"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED (TOP OF EMBED IS AT TOP OF MASONRY, COORD. WITH ARCH.) 7.L6x6x3/8 CONT. DECK ANGLE 8.4x8 CONT. PLATE (RIPPED TO 6") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 9.SIMPSON HDU HOLDOWN ANCHOR, SEE PLAN, WITH 5/8"Ø THRU BOLTS 10.WALL STUDS, SEE FRAMING NOTES 11.WALL SHEATHING, SEE PLAN & SCHED. 12.REQ'D PANEL EDGE NAILING 13.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 1 2 9 3 4 5 6 7 8 10 11 12 13 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 CONT. TOP OF WALL 3.ROOF SHEATHING, SEE PLAN 4.ROOF JOIST, SEE PLAN, WITH SIMPSON ITS JOIST HANGER 5.4x10 EMBED PLATE AT 32"O.C. WITH (2) 3/4"Ø W.A.S. WITH 5" MIN. EMBED (TOP OF EMBED IS AT TOP OF MASONRY, COORD. WITH ARCH.) 6.L6x6x3/8 CONT. DECK ANGLE 7.4x8 CONT. PLATE (RIPPED TO 6") WITH 5/8"Ø THRU BOLTS AT 32"O.C. 8.WALL STUDS, SEE FRAMING NOTES 9.WALL SHEATHING, SEE PLAN & SCHED. 10.REQ'D PANEL EDGE NAILING 11.CONT. BOTTOM PLATE W/ 0.148"Øx3" NAILS AT 6" O.C. 1 2 3 4 5 6 7 8 9 10 11 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 CONT. AT TOP OF WALL 3.ROOF SHEATHING, SEE PLAN 4.SIMPSON CS14 STRAP 96" LONG, SPACED ALONG WALL AT 96" O.C., ALIGN WITH AND ANCHOR ON GRID 1.8 5.2x6 FLAT BLOCKING 6.ROOF TRUSS, SEE PLAN 7.4x8 CONT. PLATE WITH 5/8"Ø ANCOR BOLTS AT 24"O.C. 1 2 34 5 5 6 6 7 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.(2) #4 CONT. AT TOP OF WALL 3.ROOF SHEATHING, SEE PLAN 4.SIMPSON STRAP, SEE PLAN 5.ROOF TRUSS, SEE PLAN, WITH SIMPSON THA OR SIM. HANGER (COORD. WITH TRUSS MANUFACTURER) 6.4x8 CONT. PLATE WITH 5/8"Ø ANCOR BOLTS AT 24"O.C. 1 2 3 4 55 6 KEYNOTES: 1.MASONRY WALL PIER, SEE PLAN 2.VERTICAL WALL PIER REINFORCING 3.WF BEAM, SEE PLAN 4.SEE DETAIL 15/S4.7 FOR WF CONNECTIONS 5.EMBED CHANNEL, SEE DETAIL 15/S4.7, EMBED FOR EACH WF, PROVIDE A 45° MITER JOIT 6.NOTCH EMBED CHANNEL FOR WALL REINFORCING. 7.(2) #6 D.B.A.'s EACH EMBED (8" VERTICAL SPACING) 8.(2) #6 BARS (8" VERTICAL SPACING), EXTEND A MINIMUM OF 48" INTO WALL NOTES: A.AT ALL "DRAG" CONNECTIONS PROVIDE: a) WELDS ARE TO BE DEMAND CRITICAL WELDS. b) BOLTS ARE TO BE PRETENSIONED BOLTS WITH CLASS A FAYING SURFACES. 1 2 2 3 3 4 4 5 56 7 8 8 3 S4.8 DETAIL KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHEDULE 2.ROOF TRUSS, SEE PLAN 3.WF BEAM, SEE PLAN 4.SIMPSON THA OR SIM JOIST HANGER (COORD. WITH TRUSS MANUFACTURER) 5.4x PLATE, SECURE TO WF WITH 5/8"Ø THRU BOLTS AT 24" O.C. STAGGERED. COUNTERSINK AS REQ'D 2 2 3 4 42 FRAMING DETAILS S4.8 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision 1 S4.9 DETAIL 2 S4.9 DETAIL 3 S4.9 DETAIL 5 S4.9 DETAIL 4 S4.9 DETAIL 6 S4.9 TYPICAL SHEAR PANEL BLOCKING PREFAB TRUSS BLOCKING PLYWOOD SHEAR PANEL KEYNOTES: 1.3/8" OR 1/2" SOLID PLYWOOD PANEL WITH 8d AT 6" O.C. AT EDGES 2.NAIL TOP AND BOTTOM CHORD TO FRAMING PER DETAILS OR SCHEDULE 3.SOLID 2x BLOCKING AT EACH EDGE OF PLYWOOD PANEL 4.SOLID 2x DIAGONAL TO PROVIDE ADEQUATE LATERAL STRENGTH 5.SOLID 2x FRAMING AT EDGES OF BLOCK - TRUSS PLATE AT CORNERS PER MFR NOTE: A.SHEAR PANEL USING EITHER PLYWOOD PANEL OR PREFAB TRUSS BLOCKING TO BE INSTALLED PER DETAILS B.BLOCKING AT TOP EDGE TO BE VERTICAL WHERE INSTALLED UNDER LOAD BEARING WALLS. OTHERWISE BLOCKING MAY LAY VERTICAL OR HORIZONTAL C.TRUSS MANUFACTURER TO DESIGN PREFAB BLOCKING FOR LATERAL FORCE OF 200# 2 3 1 4 2 5 BRACE PERPENDICULAR TO JOIST BRACE PARALLEL TO JOIST KEYNOTES: 1.WOOD PARAPET STUDS 2x_, SEE DETAILS 2.SHEATHING, SEE PLAN AND SCHEDULES 3.WALL SHEATHING, SEE PLAN AND SCHED. 4.PRESS PLATE WOOD TRUSS, SEE PLAN 5.2x4 BRACE AT 16" O.C. (FOR HORIZONTAL SPANS GREATER THAN 6'-0" USE 2x6 AT 16" O.C. 6.2x8 SHAPED PLATE, CONT. W/ THE FOLLOWING CONNECTIONS: 1) AT PARAPETS 3'-0" TALL AND LESS (2) SIMPSON SDS1/4x3 WOOD SCREWS AT EACH PURLIN OR TRUSS, 2) AT ALL OTHER PARAPETS, (3) SIMPSON SDS1/4x3 WOOD SCREWS AT EACH PURLIN OR TRUSS 7.(3) 0.162"Øx3 1/2" NAILS, TOE NAILED TO PLATE 8.SIMPSON H3 AT EACH BRACE 9.(2) 2x6 PURLIN, PLACE UNDER EACH PARAPET WALL AND BRACE. PROVIDE SIMPSON F26-2 (OR EQUAL) HANGER EACH END (FACE MOUNT HANGER MAY BE SUBSTITUTED IF TOP CHORD ALLOWS FOR CONNECTION FASTENERS) 10.(2) 2x6 PURLIN, AT 32" O.C. PROVIDE SIMPSON F26-2 (OR EQUAL) HANGER EACH END (FACE MOUNT HANGER MAY BE SUBSTITUTED IF TOP CHORD ALLOWS FOR CONNECTION FASTENERS) 11.(5) 0.148xØx3" NAILS [USE (8) 0.148xØx3" IF 2x6 BRACE IS USED (SEE KEYNOTE 5)] NOTES: A.TRUSS DESIGNER TO DESIGN FOR WIND (0.6*W) LOAD: AT 3'-0" (or less)PARAPETS: 150plf AT 6'-0" PARAPETS: P = 300plf 7 S4.9 PARAPET BRACING 1 2 2 3 3 4 4 4 6 7 8 5 10 2 2 6 8 9 9 11 1 5 211 7 A A A A L 2/ 3 x L 1/ 3 x L T.O. PARAPET L 2/ 3 x L 1/ 3 x L T.O. PARAPET KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.STEEL DECK, SEE PLAN AND DETAIL 1/S4.7 3.(2) #5 CONT. AT DECK BEARING 4.(2) #4 CONT. AT LEDGER 5.ROOF SHEATHING, SEE PLAN 6.ROOF JOIST, SEE PLAN, WITH SIMPSON LUS26 JOIST HANGER 7.WOOD EDGE BEAM, SEE PLAN 8.REQ'D PANEL EDGE NAILING 9.1 3/4x11 7/8" LVL LEDGER WITH (2) 3/4"Ø DRILL AND EPOXY ANCHORS AT 32" O.C., PROVIDE 5" EMBEDMENT 1 3 4 5 2 6 7 88 9 KEYNOTES: 1.MASONRY WALL, SEE PLAN 2.STEEL DECK, SEE PLAN AND DETAIL 1/S4.7 3.(2) #5 CONT. AT DECK BEARING 4.(2) #4 CONT. AT LEDGER 5.ROOF SHEATHING, SEE PLAN 6.DBL LVL BEAM SEE PLAN 7.SIMPSON HU412 JOIST HANGER, TURNED UPSIDE DOWN TO SUPPORT EDGE BEAM 8.WOOD EDGE BEAM, SEE PLAN 9.LVL LEDGER, SEE DETAIL 4/S4.9 10.FULL HEIGHT BLOCKING WITH SIMPSON LS30 AT EACH BLOCK 11.SIMPSON H2.5A EACH SIDE OF DBL LVL BEAM 12.L5x3 1/2x1/4 by 11" LONG WITH (2) 3/4"Ø DRILL AND EPOXY ANCHORS, PROVIDE 5" EMBEDMENT, AND (2) 3/4"Ø THRU BOLTS 13.WALL STUDS, SEE PLAN 14.WALL SHEATHING, OPP SIDE, SEE PLAN 15.5/8"Ø DRILL AND EPOXY ANCHORS AT HORIZONTAL BOND BEAMS (48" O.C.), PROVIDE 5" EMBEDMENT 16.UPPER WALL FRAMING NOT SHOWN FOR CLARITY 1 3 4 21 1/2" 5 6 7 8 9 10 11 12 5" 13 14 15 16 8 S4.9 DETAIL KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 4.WALL SHEATHING, SEE PLAN & SCHED. 5.ROOF TRUSS, SEE PLAN, W/ SIMPSON H1 AT EACH TRUSS 6.TRUSSED SHEAR BLOCKING, SEE DETAIL 6/S4.9 7.HSS BEAM, SEE PLAN 8.ROOF JOIST, SEE PLANWITH SIMPSON LUS26 JOIST HANGERS 9.2x8 LEDGER, SECURE TO HSS WITH 3/4"Ø WELD THREADED STUDS AT 24" O.C. 10.2x8 LEDGER, SECURE WALL FRAMING WITH (2) ROWS OF SIMPSON SDS1/4x4 1/2" WOOD SCREWS AT 16" O.C. KEYNOTES: 1.ROOF SHEATHING, SEE PLAN AND SCHED. 2.WALL STUDS, SEE FRAMING NOTES 3.DOUBLE TOP PLATE, SEE DETAIL 1/S4.1 4.WALL SHEATHING, SEE PLAN & SCHED. 5.ROOF TRUSS, SEE PLAN 6.HSS BEAM, SEE PLAN 7.ROOF JOIST, SEE PLANWITH SIMPSON LUS26 JOIST HANGERS 8.2x8 LEDGER, SECURE TO HSS WITH 3/4"Ø WELD THREADED STUDS AT 24" O.C. 9.2x8 LEDGER, SECURE WALL FRAMING WITH (2) ROWS OF SIMPSON SDS1/4x4 1/2" WOOD SCREWS AT 16" O.C. 1 1 2 3 4 5 6 7 8 9 10 KEYNOTES: 1.COLUMN, SEE PLAN 2.HSS BEAM, SEE PLAN 3.5 1/2x1/2x10" CAP PLATE WITH (4) SIMPSON 1/4x2 1/2" SDS WOOD SCREWS. PROVIDE A MINIMUM OF 1 1/2" EDGE DISTANCE 4.ROOF SHEATHING, SEE PLAN 5.ROOF TRUSS, SEE PLAN 6.DBL TOP PLATE, SEE PLAN AND DETAIL 1/S4.1 7.SEE DETAIL 6/S4.1 FOR STEEL TO WOOD CONNECTIONS 1/4 CJP 1 2 2 6 1/4 3 4 4 5 KEYNOTES: 1.COLUMN, SEE PLAN 2.HSS BEAM, SEE PLAN 3.5 1/2x1/2x10" CAP PLATE WITH (4) SIMPSON 1/4x2 1/2" SDS WOOD SCREWS. PROVIDE A MINIMUM OF 1 1/2" EDGE DISTANCE 4.(2) 2x6 BLOCKS, 24" LONG (SPANNING FROM TRUSS TO TRUSS) 5.SECURE EACH BLOCK TO EACH OTHER AND ROOF SHEATHING WITH 0.148"Øx3" NAILS AT 4" O.C. STAGGERED 6.ROOF SHEATHING, SEE PLAN 7.ROOF TRUSS, BEYOND, SEE PLAN 8.DBL TOP PLATE, SEE PLAN AND DETAIL 1/S4.1 9.SIMPSON MST STRAP, SEE PLAN AND DETAIL 2/S4.8 10.SEE DETAIL 6/S4.1 FOR STEEL TO WOOD CONNECTIONS 1/4 CJP 1 2 2 6 1/4 3 6 6 7 5 8 9 7 10 1 1 2 4 5 6 7 8 9 3 FRAMING DETAILS S4.9 ISSUE DATE: DRAWN BY: CHECKED BY: clarity design group architecture - planning - interiors 5525 south 900 east, ste 340 p. 385.247.8570 www.claritydesign.us SHEET TITLE murray, utah 84117 PROJECT CONSULTANTS © 2023 CLARITY DESIGN GROUP #DATE DESCRIPTION WCA PROJECT NO: 442 North Main Street, Suite 200 Bountiful, Utah 84010 (801) 298-1118, Office 298-1122 Fax Engineering inc. Structural e-mail: wca@wcaeng.com WCA CC 23019 CONNECTIONS LOT 13, LOT 14 450, 470 First American Cir REXBURG, ID 83440 FOR CONSTRUCTION IF THESE PLANS DO NOT BEAR THE SEAL OF A REGISTRANT, THEY ARE TO BE CONSIDERED "PRELIMINARY" AND ARE NOT TO BE USED FOR CONSTRUCTION OR RECORDING. THESE PLANS ARE COPYRIGHTED UNDER SEC. 102 OF THE COPYRIGHT ACT, 17 U.S.O. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. 05/08/2023 05/08/2023 3 05.05.2023 Revision