B. E273-24 Valley View Dairy - Sealed.pdf

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C&C Wall Zones for Enclosed, Partially Open, or Partially Enclosed Buildings

IMPORTANT NOTE:

This plan is approved for structural design of this building.

TTE DRAWING NUMBER: E273-24

TTE Drawing Number: E273-24

IMPORTANT NOTE:

Buildings with unfinished interiors Fireblocking and draftstopping must be installed if building interior is to be lined (or finished) in the future. See "Fireblocking and Draftstopping" note.

If a ceiling is to be installed in the future, a vented soffit and ridge vent must be installed to meet the attic ventilation requirements of the IBC. The net free ventilating area shall not be less than 1150 of the area of the space ventilated.

Structural Steel

1. Hot-rolled structural steel sections shall be designed and constructed according to the "Steel

Construction Manual" by the American Institute of Steel Construction (AISC), and shall conform to the following:

A.Wide flange shapes and WT's: ASTM A992 / A992M with a minimum yield strength of 50,000 psi.

B. Channels, angles, plates, bars and miscellaneous connection material: ASTM A36/a 36m-04 with a minimum yield strength of 36,000 psi, unless otherwise noted.

C.Steel pipe: ASTM A53/A53M with a minimum yield strength of 35,000 psi.

D.Structural tubing: ASTM A500, grade B, with a minimum yield strength of 46,000 psi.

2. Cold-formed light-gage structural steel sections shall be designed and constructed according to the AISI S100, and shall conform to the following:

A.C-shapes, Z-shapes, hat shapes and angles: ASTM A1008 for painted members and ASTM A653/A 653M for galvanized members. All sections shall have a minimum yield strength of 57,000 psi.

B.Field cutting to be done by sawing or shearing. Torch cutting of cold-formed members is not acceptable.

3. Metal composite floor decking shall be designed and constructed according to the SDI-C.

Non-composite floor metal decking shall be designed and constructed according to the SDI-NC. Use metal deck type and strength as noted on the drawings.

4. Metal roof decking should be designed and constructed according to SDI-RD.

5. Open web steel joists and girders shall be designed and constructed according to the SJI

100, SJI 200, and shall conform to the following:

A. K-series, LH-series, DLH series and joist girders: ASTM A529 with a minimum yield strength of 50,000 psi.

Earthwork

1. Requirements

A.Provide a construction grade extending ten feet beyond building exterior walls.

Earthwork shall meet the requirements of Section 1804 of the IBC.

B.Excavate for foundations to subgrade elevations regardless of character of materials and obstructions encountered, unless otherwise approved by the structural engineer.

C.Perform excavation work in compliance with applicable requirements of authorities having jurisdiction.

2. Materials A.Satisfactory soil: ASTM D2487 unified soil classification groups GW, GP, GM, SW, SP, and SM; free of rock or gravel larger than two inches in any dimension, debris, waste, frozen materials, vegetation, or other deleterious matter.

B.Unsatisfactory soil: ASTM D2487 unified soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, and PT.

C.Backfill and fill: satisfactory soil materials.

3. Execution

A.Shallow post foundations have been designed in accordance with ASABE EP486 for an assumed allowable load bearing pressure of 2,000 psf. Spread and strip foundations have been designed for an assumed allowable load bearing pressure of 2,000 psf (No increases permitted). The contractor shall verify these assumptions, and shall immediately notify the structural engineer in writing of any deficiency.

B.Place backfill and fill in layers not more than eight inches in loose depth at optimum moisture content. Compact each layer under footings and slabs to a dry density of at least 95 percent of maximum dry density as determined by ASTM D1557

C.Bottom of exterior footings shall extend below the local frost depth elevation. This requirement does not apply to insulted foundations designed in accordance with ASCE 32. The top of interior footings shall be eight inches below finished floor unless a thickened slab is specified on the plan.

Structural Specifications and Notes This plan is intended to reflect only the structural design of this building. The contractor shall review all applicable local, state, and federal building codes prior to the start of construction to ensure building conformance. Ephrata Engineering, LLC is not responsible for information pertaining to this project if not shown on drawings or listed below. Revisions to the plans shall be approved by engineer of record. All standards indicated in these notes shall adhere to the referenced standards chapter of the governing code listed below.

Design Requirements

1. Governing Code: 2022 CT State Building Code, IBC 2021 (Structural Provisions Only)

2. Risk Category: I

3. Dead Loads:

A.Roof 10 psf B.Floor 0 psf

4. Live Loads:

A.Roof 21 psf B.Floor 0 psf

5.Truss Loads:

A.Top Chord Live 21 psf B. Top Chord Dead 5 psf C.Bottom Chord Live 0 psf D.Bottom Chord Dead 5 psf

6. Snow Loads:

A.Design Roof Snow Load 21 psf B. Ground Snow Load (Pg) 30 psf C.Flat Roof Snow (Pf) 21 psf D.Snow Exposure Factor (Ce) 1.0 E. Thermal Factor (Ct) 1.2 F. Slope Factor (Cs) 1.0 G.Snow Load Risk Factor (I) 1.0 H.Drift Surcharge Load (Pd) n/a I. Drift Surcharge Width (w) n/a J. Unbalanced Snow Loads have been considered.

7. Wind Load (ASCE 7-16):

A.Basic Wind Speed (V) 118 mph B. ASD Wind Speed (Vasd= V√0.6) 92 mph C.Wind Exposure Category C D.Building Enclosure Classification Partially Enclosed Building E. Internal Pressure Coefficient (GCpi) +0.55, -0.55 F. Component & Cladding (C&C) Wind Load

i. Roof Zone 1 +32,-73 psf

ii. Roof Zone 2e +32,-73 psf

iii. Roof Zone 2r +32,-102 psf

iv. Roof Zone 3e +32,-102 psf

v. Roof Zone 3r +32,-119 psf

vi. Roof Zone 3 (hip roof only) +36,-90 psf

vii. Wall Zone 4 +43,-46 psf

viii. Wall Zone 5 +43,-54 psf

ix. Dimension a 10.2 ft.

8. Earthquake Design Data:

A. Equivalent Lateral Force Procedure B. Light Framed Wall with Shear Panels C. Mapped and Design Spectral Response Acceleration

i. Ss 0.19

ii. S1 0.06

ii. Sds 0.20

ii. SD1 0.08

D. Occupancy Risk Factor, Ie 1.0 E. Site Class D F. Seismic Design Category B G. Response Modification Factor (R) 2.5 H. Deflection Amplification Factor (Cd) 2.5 I. Seismic Response Coefficient (Cs) 0.08 J. Design Seismic Base Shear (V) 37010 lb

9. Roof Rain Load:

A. Rain Intensity (i) 6.18 in/hour

10. Lateral Soil Loads:

Equivalent Fluid Pressure (EFP) 60 psf/ft

11. Lateral Stored Material Loads:

A. Equivalent Fluid Pressure (EFP) 60 psf/ft

Cast-In-Place Concrete

1. Concrete work shall conform to the following specifications by The American Concrete

Institute (ACI).

A."Building Code Requirements for Structural Concrete" (ACI 318).

B. "Hot Weather Concreting" (ACI 318, Sect. 26.5.5 & ACI 305R).

C."Cold Weather Concreting" (ACI 318, Sect. 26.5.4 & ACI 306R).

2. Materials used shall adhere to the following:

A.Portland Cement: ASTM C150, type 1.

B.Fly Ash: ACI 318, Sect. 26.4.1.1.

C.Aggregates: ASTM C33, maximum aggregate size is one inch.

D.Fiberglass reinforcement: PCI MNL 128 Standard.

E. Air-entraining admixture: ACI 318, Sect. 26.4.1.4.

F. Chemical admixtures: ASTM C494, water reducing. All concrete, except footings, shall contain a water reducing admixture. No admixtures containing calcium chloride are permitted. All other additives shall not be used without prior approval of the structural engineer.

3. Proportion normal-weight (145 pcf) concrete mixes to provide the following properties:

A.Compressive strength: 4,000 psi at 28 days (unless noted otherwise).

B. Slump limit: 3"-6" at point of placement without superplasticizer. Superplasticizers

(ASTM C494, Type F or G) may be added to concrete that has a 2 to 4 inch slump before the addition, and that is not warmer than 95 degrees Fahrenheit. The slump shall not exceed 71

2" with the addition of the superplasticizers.

C.Water-cement ratio: 0.45 maximum at point of placement.

D. Air content: 5 to 7 percent for concrete exposed to freezing and thawing, 2 to 4 percent elsewhere.

4. Reinforcing steel shall be fabricated, detailed and placed in accordance with the ACI 318, and shall conform to the following:

A.Deformed reinforcing bars: ASTM A615/A615M with a minimum yield strength of

60,000 psi (grade 60).

B. Welded wire fabric (WWF): ASTM A1064, flat sheets, not rolls.

C.Ties/Stirrups: ASTM A615/A615M, grade 40.

5. Concrete work shall be executed according to the following:

A.Concrete shall be placed in the forms within 11

2 hours after the introduction of cement to the aggregate unless otherwise approved by the engineer.

B. Curing compound shall be applied in a uniform layer over all cast-in-place surfaces at a rate of not less than one gallon per 150 square feet of surface. Curing compound shall meet the requirements of ASTM-C309, Type 2, Class A or B.

C.Maintain tolerances and surface irregularities within ACI 117 limits of class A for concrete exposed to view, and class C for other concrete surfaces. Floor slabs shall be screeded, floated and steel troweled to a smooth, dense and plane surface.

D. Accurately position, support, and secure reinforcement.

i. Reinforcing bars shall lap 48 bar diameters at splices in concrete unless otherwise noted.

ii. Provide corner bars to match all continuous reinforcing in concrete and masonry.

iii. Reinforcing bar hooks shall be ACI standard.

iv. WWF shall have ends lapped one full mesh, and shall extend onto supporting walls.

v. Chairs, bolsters, bar supports, and spacers shall be sized and shaped for strengthen support of reinforcement during concrete placement.

E.Provide minimum concrete cover on reinforcing bars as follows:

i. Cast against earth................................................3"

ii. Exposed to earth or weather (#5 or smaller)

2"

iii. Exposed to earth or weather (#6 or larger).......... 2"

iv. Slabs and walls not exposed................................3 4"

F. Install construction, isolation, and control joints as indicated on drawings.

i. Control joint panels shall be rectangular in shape and shall not exceed a length to width ratio of 1.5.

ii. Position of construction joints other than those shown on the drawings shall be submitted to the structural engineer for approval.

G.Backfill shall be placed against both sides of stem walls simultaneously where applicable. No backfilling against walls shall be done until the slabs at the top and bottom have been placed, unless the walls are adequately braced. Allow concrete walls to cure for a minimum of fourteen days before backfilling.

H.Consult architectural, mechanical, and electrical drawings for additional openings not shown on structural drawings, and for embedded items such as inserts, pipe sleeves, hanger straps, etc.

I. The contractor shall be responsible for stability and integrity of all excavations and existing structures.

Metal Cladding

1. Steel siding and roofing panels shall be fabricated from 26, 28, or 29 gauge, grade E (80 ksi) structural quality steel, as specified in the drawing, with hot dipped galvanized coating conforming to ASTM A653/A653M or with an aluminum-zinc alloy coating conforming to ASTM A792/A792M (plain products only).

2. Aluminum siding and roofing panels shall be fabricated from nominal 0.018 inches thick, 3104 alloy,H38 temper, high strength aluminum conforming to ASTM B209. Aluminum siding/roofing panels may not substitute steel panels if steel panels are specified in the drawing.

3. Paint Finish: All panels, when required, shall receive a factory applied polyester coating conforming to the manufacturer's specifications.

4. Flashings shall be shop fabricated from material that is the same gauge and finish as the wall/roof panels to which they are attached. Where practicable, flashings shall be furnished in maximum 10ft. lengths.

5. Caulking Sealant shall be a gun grade or tape type non-hardening long-life butyl (for sealing metal-to-metal gasket joints), or gun grade non-acetic acid cured long-life silicone (for filling voids). All caulking or sealant shall be applied in a neat manner with excess caulking or sealant removed from exposed surfaces.

6. Fasteners: All screw fasteners shall have a combination steel and neoprene washer.

Nails shall have a Fabroseal washer or equivalent. Fastener selection and installation shall be as recommended by cladding manufacturer.

7. Installation of all metal cladding, at flashing, trim, sealant and fasteners shall be according to MFG. specs.

Masonry

1. Concrete masonry units (C.M.U.) and brick shall conform to the following specifications:

A. Building Code Requirements/Specifications for Masonry Structures"(TMS-402) by the Masonry Society (TMS).

B. "Building Code Requirements for Concrete Masonry Structures" (ACI 530).

C. "Specifications for Masonry Structures" (ACI 530.1).

2. C.M.U. shall have a minimum compressive strength (f'm) of 1,500 psi.

3. Brick shall have a minimum compressive strength (f'm) of 1,250 psi.

4. Mortar shall have materials and mix proportions according to ASTM C270.

A. Use type M mortar for C.M.U. below grade or in contact with earth.

B. Use type S mortar for all other masonry.

5. Grout for filling cores of masonry units shall conform to TMS 602 / ACI 530.1 and have a minimum compressive strength of 2,500 psi.

6. Horizontal joint reinforcement shall conform to TMS 602 / ACI 530.1 and the following:

A. Use truss or ladder type, standard class, single wythe "Dur-o-wall", or approved equal, joint reinforcement, zinc coated after fabrication.

B. Vertical spacing at 16" on center or as indicated on the drawings.

7. Horizontal bond beam reinforcement shall conform to ASTM A615/A615M, grade 60, and shall have a minimum splice lap of 48 bar diameters.

8. Vertical reinforcement shall conform to ASTM A615/A615M, grade 60 and the following:

A. Provide reinforcement of size and spacing as indicated on the drawings.

B. Place reinforcement in center of wall or as indicated on the drawings with a minimum tension lap splice of 48 bar diameters. Hold in position top and bottom at intervals of 200 bar diameters.

C. Grout all cells having bars, unless noted otherwise.

9. Provide special shapes as required for lintels, corners, jambs, sash, control joints headers, bonding and other special conditions.

Fireblocking and Draftstopping (See IBC Chapter 7)

1. Vertical Fireblocking

A. Fireblocking shall be installed at the ceiling line between posts for all buildings that are to have a finished ceiling

2. Attic Draftstopping A. Attic spaces of 3,000 square feet or more must have draftstopping installed in such a manner as to partition any area of attic space to less than or equal to 3,000 square feet.

B. Draftstopping in an attic space will consist of not less than 0.5 inch gypsum board or

0.375 inch wood structural panel or particle board (OSB), applied to the entire face of truss (including eaves) in a manner that no passage is possible from one side of the truss to the other. For raftered roofs, a light framework must be made to hold draftstopping material.

3. Horizontal Draftstopping A. Horizontal drafstopping shall be installed at intervals not exceeding 10 feet in buildings that will have lined or finished interiors. Horizontal draftstopping will consist of 2x boards (of not lessthan 2" wide) installed vertically between horizontal wall girts at each post both on the interior and exterior of the post. In lieu of 2x boards,0.5 inch gypsum board may be used as long as the fit is tight. See IBC Chapter 7 for additional options.

Wood

1. General Requirements

A.Structural wood members and connections shall be of sufficient size or capacity to carry all design loads without exceeding the allowable design values specified in "The National Design specification for Wood Construction" (NDS), and its "Supplement" by the American Wood Council (AWC).

B. Wood members used for load supporting purposes shall have the grade mark of a lumber grading agency certified by the American Lumber Standards Committee.

2. Heavy Timbers A.Structural solid sawn timbers shall be designed, fabricated and installed in accordance with the NDS by

AWC.

B. Structural glued laminated soft wood timbers shall conform with the "American National Standard or

Structural Glued Laminated Timber" (ANSI 117 2306.1).

C.Structural decking shall conform to the NDS.

D.Glued laminated columns for post frame applications shall be manufactured with laminating combinations that will provide a minimum design value of 2,150 psi for compressive stress (Fc), and 1,900 psi for bending stress (Fb).Do not cut, alter or remove truss or frame members without the written approval of the structural Engineer.

E.Handle frames and trusses with straps or slings so as not to mark wood surface.

F. Do not cut, alter or remove truss or frame members without the written approval of the structural Engineer.

G.Provide accommodations for deflection, shrinkage and swelling of timbers where in contact with brittle materials.

3. Dimension Lumber

A.All lumber species graded visually or mechanically, shall comply with the NDS by AWC, and the "American Softwood Lumber Standard" (PS 20) by the U.S. Department of Commerce.

B.Unless specified otherwise, the minimum grade and species for posts shall be #1 Southern Pine; the minimum grade and species for beams, headers and other primary structural members shall be #1 Southern Pine.

C.Lumber used for secondary framing shall be #1/#2 Spruce-Pine-Fir (SPF) or better.

D.Post frame headers shall be two-span continuous beams with all multiple ply headers overlapping so that the butt joints for each ply do not occur at the same post.

E.Mechanically laminated columns shall conform with ASABE EP 559.1.

4. Engineered Wood A.Wood Structural Panels

i. All panels, including plywood, oriented strand board (OSB), and composite panels, shall meet the requirements of voluntary product standard PS 1, and shall be identified with the appropriate trademark of APA - the Engineered Wood Association (APA-EWS).

ii. Plywood, OSB and composite panels may be used interchangeably, unless specified on plan.

iii. All panels shall have the correct span rating for the application (i.e. roofing, flooring, siding).

iv.Install panels with long dimension or strength axis perpendicular to supports, and continuous across two or more spans unless specified otherwise on plans.

v. Provide one eighth inch spacing at all panel ends and edges for expansion.

vi.Nailing schedule:

a. Wall and roof panels having 3 8", 716", and 15

32" thickness shall be fastened w/ 8d (0.131"x2.5") nails;

all thicker panels shall be fastened w/ 10d (0.148"x3") nails unless specified otherwise on plans.

b. Nail spacing at panel edges shall be no more than 6 inches on centers unless specified otherwise on plans.

c. Nail spacing at intermediate supports:

· 3

8" and 716" wall panels w/ studs/girts at 24" on center: 6 inches on center nail spacing unless specified otherwise on plans

· All other conditions: 12" on center nail spacing unless specified otherwise on plans.

d. Start nailing at 3 8" from panel edge.

vii. Blocking around panel edges.

a. On walls, all panel edges shall be blocked with 2" nominal or wider framing.

b. On roof, blocking around panel edges is not required unless specifically specified on plans.

B. Structural Composite Lumber (SCL)

i. All SCL members including laminated veneer lumber (LVL), parallel strand lumber (PSL) and laminated strand lumber (LSL) shall conform to ASTM D5456.

ii. Install as shown on this plan and according to the manufacturer's recommendations.

5. Prefabricated Components A.Metal Plate Connected Wood Trusses

i. Engineer, fabricate, and erect metal plate connected wood trusses for the design, loading (including loading under truss loading, snow loading, wind loading sections, knee brace reactions - if any, & other loading required by the IBC), spacing, and geometry shown on this plan. Comply with TPI 1 "National Design Standard for Metal Plate Connected Wood Truss Construction" by the Truss Plate Institute (TPI).

ii. Submit shop drawings and structural analysis data, signed and sealed by a qualified professional engineer engaged by the fabricator who is registered in the state where this project is located.

Wood truss design shall comply with the NDS by AWC.

iii.Engage a fabricator who participates in a recognized quality-assurance program that involves inspection by an independent inspecting and testing agency acceptable to authorities having jurisdiction. Abide by guidelines set forth in "The Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood.Trusses" iv.Dimension Lumber: comply with PS 20 for any lumber species, graded visually or mechanically.

v. Connector Plates: structural quality steel sheet, zinc coated, complying with ASTM A653/A 653M, grade 33, G60 coating designation.

vi.Install and brace trusses according to "BCSI : Guide to Good Practice for Handling Installing, Restraining, and Bracing of metal plate connected wood trusses" by TPI and SBCA. Install trusses plumb, square, and true to line; and securely fasten to supporting construction.

vii. Temporary bracing is the responsibility of the contractor and shall be installed according to the recommendations of BCSI by TPI and SBCA.

viii.Permanent bracing shall be installed according to this plan and the manufacturer's design, as well as SBCA and TPI recommendations. Unless otherwise noted, all temporary bracing elements shall remain in place in the finished structure. Minimum lateral bracing of webs and bottom chord members shall be as required by truss design.

ix.Do not alter, cut or remove truss members.

x. Remove and replace wood trusses that are damaged or deficient.

B. Structural Insulated Panels (SIP)

i. Design and fabricate in accordance with the recommendations of APA-PDS Supplement 4..

ii. Install as shown on this plan and according to the manufacturer's recommendations.

6. Pressure Preservative Treatment (PPT) A.Pressure treatment to be performed according to the American Wood Preservers' Association (AWPA) standards.

B.Pressure treated members shall have the inspection mark of an agency accredited by the American

Lumber Standards Committee.

C.Preservative: chromated copper arsenate (CCA), alkaline copper quaternary (ACQ), copper azole (CA) as specified by American Wood Protection Association.

D.Minimum waterborne treatment retention shall be 0.4 pcf for members above ground, and 0.6 pcf for members in contact with earth.

E. Treat indicated items and the following:

i. Wood members exposed to weather or insect infestation.

ii. Wood members in direct contact with earth or concrete.

iii. Wood members exposed to high moisture content (>19% for dimension lumber, >16% for glued laminated timber).

iv.Wood members less than 12 inches above grade.

F. Field treat newly exposed wood where cutting, drilling or notching pressure treated lumber.

G.Metal connectors used in treated wood shall be hot-dip galvanized as per ASTM 153/A153M.

H. All metal products installed in contact with treated wood shall be separated with a min. barrier of 30# felt paper.

7. Connections shall be designed and constructed according to the NDS by AWC and shall conform to the following:

A.The APA rated sheathing attachment to roof and wall framing shall be as specified in Section 6 of Wood notes above.

B. The minimum connection shall be two 16d (0.131"x3.25" nails), unless specified otherwise in other sections of notes or on the plans.

C.Post Frame Construction

i. Fasten each ply of header to post with 16d (0.131"x3.25") nails or larger, unless different fastener is specified on the plans.

ii. When a three ply header is specified on plan, notch post to accept one ply.

iii. When a four ply header is specified on plan, notch post to accept two plies-one notch on each side of post.

iv.Unless specified otherwise on plans, fasten wall girts to post w/ (2) 16d (0.131"x3.25") or larger nails; at splice two nails are required on each side of splice.

v. Unless specified otherwise on plans, fasten roof purlins to trusses or rafters w/ (2) 16d

(0.131"x3.25") or larger nails except 3 nails around roof perimeter; at splice, two nails are required on each side of splice.

D.Conventional framing shall be fastened as specified in IBC Chapter 23, unless specified otherwise on plans.

E. Other connections as per standard construction practice.

Valley View Farm 58 East Clark Falls Road

North Stonington, CT 06359 Design Engineer:

Slabs on Grade

1. Floor slabs shall be planed to a class "A" tolerance, that is, having a maximum amplitude of 18" in 10 feet any direction. All floor slabs shall be screeded, floated, and steel troweled to a smooth, dense, and plane surface.

2. All slabs on grade shall consist of a minimum of 5" thick concrete slab reinforced with 6x6 W2.9xW2.9 welded wire mesh on 4" of crushed stone (unless noted otherwise). See cast-in place concrete notes for slump requirements. Maximum size of crushed stone shall be 1".

3. Control joints for reinforced slabs on grade shall be a maximum of 16' o/c, or as specified on the floor plan, in either direction. Control joint panels shall be rectangular in shape and shall not exceed a length to width ratio of 1.5.

Precast Concrete

1. Precast concrete members shall be designed and constructed according to ACI 318, and shall conform to the following:

A.Superior foundation walls: Design for the uniform, distributed, and concentrated loads shown on this plan using 5,000 psi reinforced concrete. Install according to manufacturer's instructions to ensure structural integrity and proper performance

B.Beams, slabs, columns, walls and other structural members: Design for the loading, spacing and geometry on this plan using 5,000 psi or better reinforced concrete unless specified otherwise on this plan. Install according to manufacturer's recommendations, and fully grout or secure precast members in place before backfilling, if applicable.

C.Reinforcing steel shall be fabricated, detailed and placed in accordance with the ACI 318, and shall conform to the following:

i. Deformed reinforcing bars: ASTM A615/A615M with a minimum yield strength of 60,000 psi (grade 60).

ii.Welded wire fabric (WWF): ASTM A1064, flat sheets, not rolls.

iii. Ties/Stirrups: ASTM A615/A615M, grade 40.

D.Provide minimum concrete covers on reinforcing bars as follows:

i. Exposed to earth or weather:

a. Wall (No. 11 bars and smaller)........................3 4"

b. Other members (No. 6 bars thru No. 11)

2"

c. Other members (No. 5 bars and smaller)

4" ii.Not exposed to earth or weather:

a. Walls, slabs, joists (No. 11 bars and smaller)... 5 8"

b. Beam and columns.... Larger of bar diameter or 5 8"

c. Ties, stirrups, spirals............................................3 8"

Metal Connectors, Bolts, and Anchors

1. Connections shall be designed and constructed according to AISC, and shall conform to the following:

A.Bolted connections shall be snug-tightened bearing type connections using 3 4" diameter

ASTM A307 hex bolts, and ASTM A563C hex nuts, unless noted otherwise.

B. Welded connections shall be in strict accordance with the standards of the American

Welding Society (AWS), and the AISC. Use E-70 series electrodes for all welds. Welds for all fabricated components and brackets to be welded all around with fillet welds having a minimum size conforming to AISC Table J2.4

C.Anchor bolts shall meet ASTM F1554 or A36/A 36M. Use 3 4" diameter bolts with a 3" hook and 12" minimum embedment into concrete (unless otherwise indicated).

D.Expansion Bolts (interior applications): Use expansion anchors of the diameter and length indicated on the drawings as manufactured by Simpson Strong Tie or approved equal.

Use Strong-Bolt Wedge Anchors in concrete and use sleeve anchors in brick and CMU.

Fill CMU cells at all bolt locations.

E. Screw Anchors (interior applications): Use screw anchors of the diameter and length indicated on the drawings as manufactured by Simpson Strong Tie or approved equal.

Use Titen HD Screw Anchors in concrete and in CMU. Fill CMU cells at all bolt locations.

F. Screw Anchors (exterior applications): Use screw anchors of the diameter and length indicated on the drawings as manufactured by Red Head or approved equal. Use LDT Stainless Steel bolts, or LDT bolts with EnvireX coating in concrete and CMU. Fill CMU cells at all bolt locations.

G.Connections exposed to weather or high relative humidity shall be hot-dip galvanized per

ASTM A153 / A153M.

H.Proprietary connectors and fasteners shall be installed per manufacturer's specifications to achieve the published load value, unless otherwise noted. Connectors and fasteners by other manufacturers than those specified shall be equivalent or better load value.

136'-8"x336'x14'/27' Freestall Barn with (2) 48'x50'x14' Attached Buildings For:

NRCS CT Technical Guide Standards and Specifications that apply:

CT313 Waste Storage Facility CT561 Heavy Use Area CT367 Roof & Covers CT634 Waste Transfer

Drawing Index Cover Page Project Description & Notes

1 Floor Plan, Floor/Wall Construction Joints, Floor/Wall Control Joints, Typical Corner Detail, Retaining Wall Detail, Manure Collection Channel Detail

2 Cross Section A/2, Cross Section B/2, View 1 of Floor Plan, 2 Ply Header Details, 3 Ply Header Detail

3 Cross Section C/3, Cross Section D/3, Views 2&3 of Floor Plan

K-Brace Elevation, Details B-B/4, C-C/4, D-D/4, Cross Section E/4, Typical Ramp Curb Detail, Steel Panel Fastening Detail, SWP84 Bracket

5 Roof Framing Plan, Bracing Details, 8"x8" Curb Detail, Bollard Detail

6 Pit Foundation Plan, Cross Section F/6, Cross Section G/6, Futuro Manure Pump Details, Pipe Thru Wall Details

7 Typical Corner Detail, Wall/Floor Construction Joints, Wall/Floor Control Joints, Elevations

Note: This plan is only approved for the structural design of this building. Additional information may be required to obtain a building permit. The contractor shall review all local, state, and federal building codes prior to the start of construction to ensure building conformance.

To the best of my professional knowledge, this design meets or exceeds the NRCS Technical Guide IV Conservation

Practice Standards that apply to this project as well as NRCS construction and material specifications.

Registered Engineer, P.E. Date Kevin Engel P.E. CT Certification # PEN.0039090

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

1/5/2026

4 Ply 2x8 treated SYP combination 49 glulam post, 8' o/c, typical at sidewalls

8"x2' Concrete curb between post

6 Ply 2x10 treated SYP combination 49 glulam post, 12' o/c, typical at center two rows of post

Ramp curb, see detail

24"Ø Concrete footing typical at each side of slider door

48"Øx10" Thick concrete footing, typical at interior walls

Floor Plan Scale 116" = 1'-0"

66'-4" 50'-0" 219'-8"

336'-0"

6'

-8

'-0

50'-0"

'-0

'-3

1 2"

'-1

'-3

1 2"

'-1

2"

8"

'-0

'-0

'-0

'-0

'-0

'-0

'-0

'-1

2"

16'-0" 4'-4"

16'-0"80'-0"

12'-0"

72'-0"8'-0"30'-0"21'-8"32'-0" 8"

25'-11"16'-0"

8"

Maternity Pack

Pack

Special Needs

Equipment Room

Commitment Pen

VMS Room

Commitment Pen

Feed Lane (6" higher)

Feed Alley

Scrape Alley

Scrape Alley

Feed Alley

Feed Lane (6" higher)

2"

'-0

2'

-7

'-0

8'

-0

'-0

8'

-0

8' -0

2'

-0

'-0

'-0

2' -7

'-0

2"

8' -0

1 2" 8'

-0 1 2"

8' -0

Waterer

Waterer Foot bath

Foot bath

Break Room

Office Utility Room

Electrical Room

W/C

4' Wide slatted floor

(34) Free stalls at 48" o/c (40) Free stalls at 48" o/c

(34) Free stalls at 48" o/c (40) Free stalls at 48" o/c

(46) Free stalls at 48" o/c

(46) Free stalls at 48" o/c

Saw Dust Storage & Hoof Trimming

Hoof trim

8' -0

8'

-0

8' -0

8'

-0

8' -0

8'

-0

8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 2'-0"

8' -0

8'

-0

2' -0

'-0

2' -0

8'

-0

8' -0

Milk Room

8' -0

8'

-0

8' -0

8'

-0

8' -0

8'

-0

8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

2'-0"

8' -0

8'

-0

8' -0

4' -0

'-0

8'

-0

(16) Stalls at 48" o/c

8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

2'-4"

12'-0"

1'-8"

8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 2'-4"

5'-8" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

A

B

2 2

A

B

B

B

B B 3 3

3 3

24"Øx8" Thick concrete footing, typical at sidewalls

3 Ply 13 4"x24" 2.0E, 2900Fb

LVL header at 20' to 22' spans 3 Ply 13

4"x18" 2.0E, 2900Fb LVL header at 13' to 17'-1" spans

K Braces, (5) sets each sidewall, see detail

4 Ply 2x8 SYP treated combination 49 glulam post, 8' o/c, typical at sidewalls

2 Ply 13 4"x117

8" 2.0E-2900Fb or better LVL headers, See 2 Ply Header Detail for 12' Sidewall Opening

3 Ply 13 4"x24" 2.0E, 2900Fb

LVL header at 20' & 22' spans

D

K Braces

K Braces

Non load bearing stud partition walls at interior

18" Concrete collar 4' high around this post

18" Concrete collar 4' high around this post

Ramp curb, see detail

Ramp curb, see detail

Ramp curb, see detail

Ramp curb, see detail

Ramp curb, see detail

8 Ply 2x10 treated SYP combination 49 glulam posts at these locations w/ 52"Ø footings, alternatively a 3'-10"x3'-10" square footing may be used

Ramp curb, see detail

16'-7" 12'-0" 13'-11" 8'-93 4" 12'-0" 12'-0" 15'-73

4" 21'-101 4" 13'-4"

30"Ø Pipe under pens/feed lane, no slats here

6' -0

'-0

44'-0"

E

F

Manure collection channel, 30"Ø, 3 4 pipe in concrete at 2% slope, 3' depth at the beginning end then slope 2%

E Similar

3 Ply 13 4"x18" 2.0E, 2900Fb LVL header at 13' to 17'-1" spans

30"Øx8" Concrete footing typical at gable walls, overlapping footings may be poured as one

6 Ply 2x10 SYP combination 49 glulam treated gable posts

10'x44'x8' Reception pit w/ precast lid

(16) Stalls at 48" o/c

20'-4" 15'-11"11'-6"

6 Ply 2x10 SYP combination 49 glulam treated gable posts

3 Ply 13 4"x24" 2.0E, 2900Fb

LVL header at 20' to 22' spans

3 Ply 13 4"x18" 2.0E, 2900Fb LVL header at 13' to 17'-1" spans

10 Ply 2x10 treated SYP combination 49 glulam posts at these locations 4'-5"x4'-5"x12" square footing

4"Ø Pipe bollards, see detail

9'-21 8"

3 Ply 13 4"x24" 2.0E, 2900Fb

LVL header at 20' to 22' spans

2 Ply 13 4"x18" 2.0E, 2900Fb LVL header at 12' or less spans

Typical 6 Ply 2x10 treated SYP combination 49 glulam post

10 Ply 2x10 treated SYP combination 49 glulam posts at these locations 4'-5"x4'-5"x12" square footing

V1

V3 V2

6 Ply 2x10 SYP treated combination 49 glulam post

3 Ply 13 4"x18" 2.0E, 2900Fb LVL header at 13' to 17'-1" spans

6 Ply 2x10 SYP treated combination 49 glulam post

3 Ply 13 4"x18" 2.0E, 2900Fb LVL header at 13' to 17'-1" spans

6 Ply 2x10 SYP treated combination 49 glulam post

7'-6" 11'-4" 9'-2"8'-0"

4"Ø SCH 40 PVC pipe from Milk Room floor drains to collection channel, 1.5% min. slope

10'x12'x8' Roofed pump chamber

12'-0"

G

C

24"x24"x24" Trench drain collection sump w/ Goulds WS05B or similar sewerage pump w/ 2" Sch40 discharge pipe to manure collection channel

8" Wide trench drains to collection sump

1'-6" Retaining wall around VMS Room, see DeLaval plan for additional details

*Note:

Every other bar shall extend through control joints. Cut one half of horizontal steel at these locations.

(Place control joints in walls aprox. 30' o/c)

Scale 3 4" = 1'-0"Floor Construction Joint

45°

Wall Construction Joint Scale 3 4" = 1'-0"

Outside

Inside

45°

Scale 3 4" = 1'-0"Floor Control Joint

D

Outside

Inside

Scale 3 4" = 1'-0"Wall Control Joint (At end pours) (At end pours)

WWF 4" Vinyl water stop continuous

Controlled crack

Saw cut to a depth of 1" or

4D (whichever is greater) Place cut within 4-12 hours (once aggregate is set)

WWF* Sikaflex-1a or other approved control joint filler w/ 14" backer rod

Wall rebar per details*

4" Vinyl water stop centered on joint

Chamfer strips aligned each side of wall

4" Vinyl water stop continuousWall rebar

Place control joints in floor, 30' o/c each way Typical Corner Detail Scale 11

2" = 1'-0"

10" Thick poured concrete wall (4,000 psi)

24"x24" #4 Corner rebar 10" o/c

Note: Alternatively the horizontal rebar may be bent 90° to overlap 24" min. w/ rebar in adjoining wall

" T hi ck po ur ed w al l

10" thick poured wall

Rebar per wall details

Rebar per wall details

Door and Window Schedule ID Type Size Remarks 1 Exterior Door 3'-0"x6'-8"

2 Overhead Door 16'-0"x12'-0"

3 Interior Door 3'-0"x6'-8"

4 Overhead Door 12'-0"x12'-0"

5 Framed Opening 12'-0"x12'-0"

A Double Hung 3'-0"x5'-6"

B Double Hung 4'-0"x5'-6"

8" Va rie s, '-0

" a t t he st ar t t he n sl op e 2%

Manure Collection Channel Detail Scale 12" = 1'-0"

4" Wide precast slats

4" Vinyl waterstop, typical

30"Ø SDR35 PVC pipe, 3 4 pipe in concrete at 2% slope (cut off top 14 of pipe)

Typical 5" floor slab

4" Ledge, typical

4" Concrete ledge for slab/slats

5" Concrete floor w/ 6x6 6 ga. WWF

8"x24" Thickened slab

(3) #4 Horizontal rebar

8"x20" #4 vertical rebar dowel, 12" o/c

Retaining Wall Detail Scale 1" = 1'-0"

8" Thick concrete wall

4" Vinyl water stop install per manufacturer specs.

At VMS Room

(3) #4 Continuous rebar, evenly spaced

#4 Rebar across footing, 12"o/c

5" Concrete floor w/ 6x6 6 ga. WWF

Va rie s, 31 2" m ax

#4 18"x18" L-bars to tie floor slab, 18" o/c

6"

IMPORTANT NOTE:

This plan is approved for structural design of this building.

DRAWING NUMBER:

ENGINEERED BY:

PAGE:

PROJECT:

DRAWING TITLE:

CONTRACTOR:

REVISIONS: DATE: BY:

PROGRESS PRINT

PROJECT START

DRAFTED BY:

136'-8"x336'x14'/27' Freestall Barn with (2) 48'x50'x14' Attached Buildings for:

Valley View Farm 58 East Clark Falls Road North Stonington, CT 06359

7-3-2024

2-4-2025

E. Wriglesworth R. Miller E273-24

DATE:

DATE:

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

This drawing is the property of Ephrata Engineering, LLC and reproduction, alteration or use of this drawing without the written consent of Ephrata

Engineering, LLC is prohibited. Drawings shall not be scaled to obtain dimensions.

The contractors and builders involved on this project shall verify all dimensions and conditions before starting work and any discrepancy shall be reported to the engineer in writing before starting work.

Floor Plan Floor/Wall Construstion Joints Floor/Wall Control Joints Typical Corner Detail Retaining Wall Detail Manure Collection Channel Detail

Double 2x10 knee brace in hatched area, fasten together w/ two rows 16d nail 6" o/c

2x8x24" SYP support plates, fasten to post w/ (18) 16d nails each

Wood Truss 21,5,0,5 Loading (Pg = 30 psf), 4' o/c Brace per mfg. specs

5" Concrete floor w/ W2.9xW2.9 WWF (6 ga.) and control joints 30' o/c

6" Grade A gravel or processed aggregate

2x4 #2 or better SPF purlins, 24" o/c, fasten to truss w/ (3) 0.135"x31

4" R.S. nails each

Fasten first 7 purlins from each side of ridge w/ (2) 0.135"x31

4" R.S. nails & (1) Simpson SDWS16312 wood screw

2x4 Lateral restraints at panel points then max. spacing required per truss manufacturer

Knee Brace Axial Forces At Main Center Truss:

Truss designer shall apply axial loads from knee brace to truss:

Dead Load= 700 lbs (compression) Snow Load = 1100 lbs (compression) Wind Load 1(at right brace) = 2500 lbs (tension) Wind Load 1(at left brace) = 300 lbs (compression) Wind Load 2 (at right brace) = 1700 lbs (tension) Wind Load 2 (at left brace) = 800 lbs (tension) Note: Truss must be designed with and without the knee braces.

Reported loads are calculated using ASCE 7-16 methodology and to be used with ASCE 7-16 load combinations.

2x4 Web lateral restraints per truss drawing

2 Ply 13 4"x117

8" 2.0E, 2900Fb or better headers at 12' spans, fasten headers to post w/ (7) 516"x4" GRK RSS screws

2x6x24" SYP support plates, fasten to post w/ (12) 16d nails each

2x6x18" SYP truss tie down block, (2) per truss, one on each side of truss, fasten to truss w/ (6) 16d nails and from each header w/ (3) 16d nails

At post locations, extend post to top of top chord, fasten truss to post w/ (12) 16d nails, notch post to accept truss

3 Ply 13 4"x18" 2.0E-2900Fb LVL header at 13'-0" to 17'-1" spans, notch 1 ply into post, fasten each ply to post w/ (28) 516"x4" GRK RSS screws in single ply header & (28) 516"x51

8" in double headers, 2 rows of (14) each end

4'-0"

7"x24" Concrete curb between post, typical at sidewalls

(2) #4 Horizontal rebar, evenly spaced, continuous thru posts

8"x24" #4 Rebar dowels 14" o/c, centered in curb

4" Vinyl water stop install per manufacturer specs.

8"x18" Thickened slab w/

(2) #4 continuous rebar

4 Ply 2x8 Treated SYP combination 49 glulam post, 8' o/c, typical at sidewalls

2x4 "X" bracing on webs indicated

6 Ply 2x10 Treated SYP combination 49 or better glulam post, 12' o/c, typical at center two rows of post

4'-0"

'-0

'-0

Scale 316" = 1'-0"Cross Section A/2

Knee Brace Axial Forces At Lean-to Inverted Trusses:

Truss designer shall apply axial loads from knee brace to truss:

Dead Load= 250 lbs (compression) Snow Load = 550 lbs (compression) Wind Load 1(at right brace) = 3100 lbs (tension) Wind Load 1(at left brace) = 800 lbs (compression) Wind Load 2 (at right brace) = 2100 lbs (tension) Wind Load 2 (at left brace) = 500 lbs (compression) Note: Truss must be designed with and without the knee braces.

Reported loads are calculated using ASCE 7-16 methodology and to be used with ASCE 7-16 load combinations.

2x6 Face board

24"Ø

5' -0

8"

3' -8

(3) #4x30" Rebar thru post at 8" above footing & 4" apart

Concrete collar around post

4'-5"x4'-5"x 12" Concrete footing w/ (5) #4 rebar each way

Curtain wall, typical

2 Ply 2x12 #1 SYP headers, typical, fasten to post w/ (8) 516"x4" GRK RSS screws, (4) screws on each side of splice, typical at 8' spans

2x6x24" SYP support plates, fasten to post w/ (12) 16d nails each

4' -0

4' -0

5' -1

0"

53"x53"

(2) #4x30" Rebar thru post at 8" above footing & 4" apart

Concrete collar around post

Concrete footing, alternatively a 3'-7"x3'-7" square footing may be used

5' -4

48"Ø

Typical truss tie down blocks, rip to fit 2x10 #2 SYP treated knee brace at every post that aligns w/ a truss, typical, fasten top & bottom chords of truss w/ (12) 16d nails, fasten to post w/ (8) 516"x4" GRK RSS screws

2x8x24" SYP support plates, fasten to posts w/ (18) 16d nails each

Install wye braces at typical 12' o/c interior post, see View 1 of Floor Plan

2 Ply 13 4"x18" 2.0E-2900Fb LVL header at 12' spans, fasten each ply to post w/ (28) 516"x4" GRK RSS screws, (14) on each side of splice

2x10x24" SYP Truss tie down block, (1) on each side of truss, fasten to truss w/ (4) 516"x4" screws and from each header w/ (12) 16d nails, at post fasten both trusses to post w/ (8) 516"x51

8" GRK RSS screws

(1) #4x18" Rebar thru post at 8" above footing

8"x18" Thickened slab w/

(2) #4 continuous rebar

Inverted Wood Truss 21,5,0,5 Loading (Pg = 30 psf), 4' o/c Brace per mfg. specs

At first 6 purlins from each eave, fasten w/ (2) 0.135"x31

4" R.S.

nails & (1) Simpson SDWS16312 wood screw

4" Vinyl water stop install per manufacturer specs.

Install Wye braces at all typical interior posts, see View 1 of Floor Plan

4' -5

8"x8" Concrete curb typical at stalls, see 8"x8" Curb Detail

Fasten each stall loop to rails w/ (2) 12"Ø bolts, fasten stalls to post w/ (2) 12"x3" lag screws

Fasten inverted truss to main truss w/ (12) 16d nails each, typical

Note: Knee braces at interior posts are not required where posts don't align w/ trusses, approximately 52' from each end and 68' at commitment pens.

45°

10 Ply 2x10 Treated SYP combination 49 glulam posts at large spans per floor plan

2x6x18" SYP truss tie down block,

(2) per truss, one on each side of truss, fasten to truss w/ (6) 16d nails and from each header w/ (3) 16d nails

At first 6 purlins from each eave, fasten w/ (2) 0.135"x31

4" R.S.

nails & (1) Simpson SDWS16312 wood screw

Concrete collar around post

Concrete footing

24"Ø

5' -0

8" 3'

-8

(1) #4x18" Rebar thru post at 8" above footing

Concrete collar around post

Concrete footing

2x10 #2 SYP treated knee brace at every post, typical , fasten top & bottom chords of truss w/ (12) 16d nails each, fasten to post w/ (8) 516"x4" GRK RSS screws

29 Ga. metal roofing, install per manufacturer specs.

Install purlins 20" o/c with 14' of each side of peak

4' -1

Cattle mattress typical, sawdust bedding over4" Vinyl water stop install per manufacturer specs.

Feed lane 6" higher than scrape alley

Feed lane 6" higher than scrape alley

Feed tile or stainless steel plates

Feed tile or stainless steel plates

'-6

6 Ply 2x10 Treated SYP combination 49 glulam post, beyond

2x4 #2 or better SPF purlins, 24" o/c, fasten to truss w/ (3) 0.135"x31

4" R.S. nails each;

gable truss & first (2) typical trusses fasten purlins w/ (2) 0.135"x31

4" R.S. nails & (1) SDWS16312 wood screw

Metal siding

Gable truss should have horizontal 2x4 framing 24" o/c between webs to allow for attachment of exterior sheathing, fasten to 2x6 reinforcement w/ (2) 16d nails, each

2x4 Lateral bracing as called out on Cross Section A/2

2x4 "X" Bracing beyond, as called out on Cross Section A/2

Fasten diagonal bracing to seach post or stub post w/ (8) 16d nails

Double 2x6 framing between trusses, fasten together w/ two rows of 10d nails 8" o/c

2x6 Diagonal brace (approximately 45° slope) w/ 2x6 stiffener (flat) on top of brace, 8' o/c, fasten together w/ 16d nails 12" o/c, diagonal brace required where truss exceeds 4', min. of

(2) diagonal braces required on inverted trusses

Fasten top chord of truss to each ply of double 2x6 framing w/ (4) 16d nails (into end grain)

Fasten diagonal brace to double 2x6 framing w/ (8) 16d nails

2 Ply 2x12 #1 SYP header, fasten to post w/ (12) 16d nails each

2 Ply 2x10 #1 SYP door jamb, ripped to fit, fasten to header w/ 16d nails, 12" o/c

3 Ply 2x8 stub post at midspan of door

2x4 #2 or better SPF girts, 16" o/c, fasten to post w/ (4) 16d nails, each

4" Vinyl water stop install per manufacturer specs.

30"Ø

5' -0

8" 3'

-8 " (1) #4x24" Rebar thru post at 8" above footing

Concrete collar around post

Concrete footing

Cross Section B/2 Scale 3 8" = 1'-0"

Trusses, 4' o/c 2x6x18" SYP truss tie down block, ripped, (2) per truss, one on each side of truss, fasten to truss w/ (6) 16d nails each and to headers w/

(3) 16d each ply

At post, fasten truss to post w/ (12) 16d nails

2x6x24" Treated SYP support plates, fasten to post w/ (12) 16d nails each

Notch post to accept truss to provide direct bearing/support for truss

2x6 SYP bearing block between headers, ripped, fasten to headers w/ (4) 16d nails from each side

4 Ply 2x8 Treated SYP combination 49 glulam post

2-Ply Header Detail Scale 12" = 1'-0"

2 Ply 2x12 #1 SYP headers, fasten header w/ (8) 516"x4" GRK RSS screws, (4) screws each side of splice

Alternate splices, splice at every other post, (8) 516"x4" GRK RSS screws, (4) screws on each side of splice

For 8' spans at typical sidewall

2x10 Knee brace, beyond

Typical 12' span interior truss header

2x10 #2 SYP treated wye brace, typical at interior bearing posts, fasten to post w/ (4) 516"x4" GRK RSS screws, toed, and from each header w/ (8) 16d galvanized nails, each side

6 Ply 2x10 Treated SYP combination 49 glulam post, 12' o/c

2x10x12" SYP Bearing blocks, fasten to post w/ (8) 16d nails

View 1 of Floor Plan Scale 3 4" = 1'-0"

2 Ply 13 4"x18" 2.0E-2900Fb

LVL header at typical 12' spans Header splice at every other post, alternate splice locations, (14) GRK RSS each side of splice, (28) 516"x4" GRK RSS screws total

2x8x24" #2 SYP treated support plates, fasten to post w/ (18) 16d nails, each

Main wood truss & inverted truss, 4' o/c

2x10x24" Tie down block, one on each side of truss, fasten to truss chord w/ (4) 516"x4" GRK RSS screws & from each header w/

(12) 16d nails Notch post to accept both trusses

Double 2x10 knee brace 4'

-4 " 4' -0

Fasten both trusses to post w/ (8) 516"x51

8" GRK RSS

screws thru both plies

Extend post to the top of the top chord

Fasten inverted truss to main truss w/ (12) 16d each, typical

(2) 2x10 SYP bearing blocks fasten from each header w/ (12) 16d nails

Note: See right center of Cross Section A/2 for footing details

2 Ply Header Detail Scale 12" = 1'-0"

2x6x24" #2 or better treated SYP support plates, fasten to post w/ (12) 16d nails each

4 Ply 2x8 treated SYP combination 49 glulam post

Trusses, 4' o/c

Notch post to accept truss to provide direct bearing / support for truss

2 Ply 13 4"x117

8" 2.0E-2900Fb LVL, fasten header w/ (10)

16"x4" GRK RSS screws, each

(10) 516"x4" screws in each header At post, fasten truss to post w/ (12) 16d nails 2x6x18" #2 or better SYP truss tie down block, one on each side of truss, fasten to truss w/ (6) 16d nails each and to headers w/ (3) 16d each ply

Knee brace at each post not shown for clarity

For 12' span at Sidewall Opening

2x6 SYP Bearing block between headers, ripped, fasten to headers w/ (4) 16d nails from each side

Typical 2x12 headers, fasten w/ (5) 516"x4" GRK RSS screws

LVL to extend 3" on posts

3-Ply Header Detail Scale 12" = 1'-0"

2x6x24" #2 or better treated SYP support plates, fasten to post w/ (12) 16d nails each

Post

Trusses, 4' o/c

Notch post to accept truss to provide direct bearing / support for truss

3 Ply 2x12 #1 SYP headers continuous over two spans, notch post to accept one ply, fasten double header to post w/ (8) 516"x51

8" GRK RSS screws (4) screws on each side of splice, fasten single header w/ (8) 516"x4" GRK RSS screws, (4) each side of splice

Alternate splices, (8) 516"x4" GRK RSS screws into single header, (8) 516"x51

8" GRK RSS screws into double header on far side (not shown), (4) screws on each side of splice

2x6 Bearing block between headers, fasten to headers w/ (4) 16d nails from each side

At post, fasten truss to post w/ (12) 16d nails 2x6x18" #2 or better SYP truss tie down block, one each side of truss, fasten to truss w/ (6) 16d nails each and to headers w/ (3) 16d each ply

Truss Tie Down Block Installation Note: Install (1) header on each side of post, attach, bearing block and truss tie down block to two single headers using specified nails, then install 3rd header; this sequence allows for the use of 16d nails, which otherwise would be too short for double header

8' Spans at Sawdust Storage & Milk Room

IMPORTANT NOTE:

This plan is approved for structural design of this building.

DRAWING NUMBER:

ENGINEERED BY:

PAGE:

PROJECT:

DRAWING TITLE:

CONTRACTOR:

REVISIONS: DATE: BY:

PROGRESS PRINT

PROJECT START