STRUCTURAL NOTES MATERIAL STRENGTHS Structural Steel Reinforcing Steel Concrete Masonry Structural Lumber Anchor bolts ASTM F1554, Gr. 36 Wide flange beams ASTM A992, Fy = 50 ksi Misc. structural steel ASTM A36, Fy = 36 ksi Bars, ASTM A615 Gr. 60, Fy = 60 ksi Fabric, ASTM A185 Gr. 65, Fy = 65 ksi f 'c = compressive strength in 28 days 3,000 psi for masonry corefill & conc. floor deck f 'm = net area compressive strength of masonry 1,500 psi unless noted All dimensional lumber - #2 SPF or equal Laminated Veneer Lumber (LVL) E = 1,900,000 psi Fb = 2600 psi Treated lumber - #2 S. Pine or equal DESIGN LOADS Roof Floors Dead load 15 psf Snow load Roof snow load = 35 psf Dead load 15 psf (5 psf top chord, 10 psf bottom chord) Wind Live loads Typical 90 mph (3 second gust) Exposure B, I = 1.0 40 psf TEMPORARY BRACING Contractor is responsible for bracing, without overstressing, all structural elements as required at all stages of construction until completion of this project. Provide temporary lateral support for all walls until walls are adequately braced by floor or roof structure. Shore foundation walls retaining earth until floor framing and basement slab are in place. Use caution when operating equipment adjacent to foundation walls. GENERAL SOIL NOTES
The structure has been designed using a presumptive load-bearing value of 2000 psf in accordance with Table R401.4.1 of the IRC on virgin soil or compacted granular fill for footings. Remove all top soil, uncompacted fill or other poor soil from the construction area. Slope the site to drain away from the building. FOOTINGS/FOUNDATIONS All footings are to be formed. All stumps, roots and debris must be removed from the soil to a depth of at least 12 below the surface of the ground in the area occupied by the building. Footings shall be placed on undisturbed soil. All forms shall be removed from cast concrete. Wall footings are cast-in-place concrete with continuous reinforcing placed 3" clear of bottom and 2 clear at top and sides. Wall footings shall be minimum 10 thick with a 4 projection each side of wall. Reinforce with 2-#4 bars. Column footings shall be minimum 12 thick, plan dimension as shown on drawing. Reinforce with #4 bars at 8 on center each way. Provide 30 bar dia. lap at splices and full crossing lap at corners and intersections. Tie all reinforcing in place. Set footing reinforcing on chairs or masonry brick to obtain 3 clearance from bottom of footing. Unless otherwise noted, wall footings are centered under walls and column footings under columns. Maintain minimum frost depth of 42 for all exterior footings. Footing elevations if shown on the plan, are shown to top of footing. When not indicated, top of footing shall be placed 8 below top of slab on grade or the bottom of the footing shall be placed a minimum 42 below exterior grade whichever is deeper. Step footings in a uniform manner using a 2:1 horizontal to vertical slope. Refer to typical detail on structural drawings. Cast dowels in footing for foundation walls above. Dowels to be the same quantity, size and spacing as the vertical wall reinforcing. Dowels to be 30" long, extend 9" into footings unless noted otherwise. Shore all foundation walls appropriately before backfilling and compacting. SLABS ON GRADE All slabs on grade to be reinforced with either WWF 6x6-W1.4 x W1.4 in center of slab or 1.5 pounds per cubic yard polypropylene fiber reinforcement at contractor s option. Control joints shall be saw cut into strip pours as soon as concrete can accept it without raveling. Construction and/or control joints will occur at a maximum of 10'-0" o.c. at exterior slabs, maximum of 16-0 o.c. at interior slabs and shall be cleaned and sealed for curing purposes as soon as possible. Verify floor finishes and control/construction joint locations with architect. All control/construction joints shall be continuous and not staggered or offset. REINFORCED CONCRETE BLOCK WALLS Masonry shall not be laid when the temperatures of the outside air is below 40 0 F, unless approved methods are used during construction to prevent damage to the masonry. All materials used and surfaces built upon shall be free of snow and ice. Foundations supporting wood shall extend at least 6 above the adjacent finished grade. Wood beams pocketed into masonry shall be provided with a 1/2 air space on top, end and sides unless treated wood is used. Solid grout the masonry voids below beam bearing a minimum of 16. Masonry shall not bear permanently on wood members. Refer to dimension lumber notes for anchor bolt requirements.
See plans for location and spacing of reinforcement in walls. When one bar is in a single core place in center, unless noted otherwise. When two bars are in a single core, place one near each face. Vertical steel shall be lapped 48 dia. at all splices. Fill block core at vertical columns with 3,000 psi grout, rodded or vibrated in place. Grout shall be per ASTM C-476. Wall construction shall not exceed heights of 4'-0" before placement of core grout unless cleanout holes are provided at the bottom of each grout lift, then a maximum height of 8'-0" before placement of core grout. Provide 9 ga. horizontal joint reinforcing placed every 2nd course. Hollow unit concrete masonry shall be ASTM C90 grade N. Mortar shall be per ASTM C-270: Type M or S for Below grade and exterior masonry; Type N for all interior above grade masonry. MASONRY LINTELS All openings in concrete block walls not specifically indicated to have other types of lintels shall have reinforced block lintels as follows: 1. 8" deep for spans up to 8'-0". 2. 16" deep for spans from 8'-0" to 12'-0". a. 4" and 6" wide units to be reinforced with 1-#5 BTM. b. 8", 10" and 12" wide units to have 2-#5 BTM. Where one lintel beam is continuous over two openings, with intermediate support, use 2-#5 top and 2-#5 bottom. Extend all lintels a minimum of 8" beyond opening and fill (2) block courses below lintel bearing with grout. All openings in brick faced or brick walls not specifically indicated to have other types of lintels shall have: L 3 1/2 x 3 1/2 x 5/16 for each nominal 4" of masonry to a maximum span of 5'-0". L 6 x 3 1/2 x 3/8 LLV for each nominal 4" of masonry to a maximum span of 8'-0". Bear 8" each end unless noted otherwise. DIMENSION LUMBER All foundation sills or plates that rest on masonry or concrete and all wood that is within 6 of finished grade shall be pressure treated wood. Treated sill plates to be bolted to foundation wall with 5/8" anchor bolts @ 4'-0" o.c. max. to extend 13" minimum into solidly grouted foundation wall. Each sill plate to have a minimum of 2 bolts with one bolt located within 12" of each end of each piece, but not less than 4 from each end. Minimum nailing to be in accordance with Table R602.3(1) of the IRC unless noted otherwise. Exterior walls to have 2 x 6 studs @ 16" o.c. unless noted otherwise. Interior bearing walls to have 2 x 4 studs @ 16 o.c. unless noted otherwise. Interior non-load bearing walls to have 2 x 4 studs @ 16" o.c. unless noted otherwise Typical openings to have a minimum of 2 jack (shoulder) studs and 1 king stud, typical, unless noted otherwise. Wood lintels and headers shall have a minimum 3" length of bearing at each end and bear the entire length of the jack (shoulder) studs. Openings not noted to have headers comprised of 2-2x6 long side vertical and a stud plate top and bottom long side horizontal. Wood joists shall bear the full width of supporting members (stud wall, beams, etc.) unless otherwise noted. All beams and joists not bearing on supporting members shall be framed with "USP" joist hangers or equal. Wood beams made of 2 or more 2x's shall be thru-bolted together with 3/8" round M.B. at 2'-0" o.c. or equivalent spikes. Spacing of bridging for joists shall not exceed 8'-0".
Double all joists under parallel partitions unless shown otherwise. All plywood and OSB shall be installed per American Plywood Association standards, including using construction adhesive for fastening to floor joists. All fasteners and hangers in contact with treated lumber shall be G185 hot dipped galvanized or equal. All lumber shall be of good quality and not have large splits and checks and shall be visually inspected by the contractor at the time of construction. All beams shall bear on a minimum of 3 along their length and full along their width. WALL SHEATHING Wall sheathing shall be 1/2 APA rated panels. Provide Exterior or Exposure 1 grade. Panels shall be continuous over two or more spans and long dimension of panel shall be either perpendicular or parallel to supports. Fasten wall sheathing with 8d nails spaced at 6 on center at supported edges and 12 on center at intermediate supports. Leave a 1/8 gap at all end and edge joints to allow for expansion. Stagger end joints of panels. Refer to plan and notes for any special shear wall nailing and bolting conditions. Gypsum sheathing to be min. 1/2" fastened with 6d cooler or wallboard nails at 7" o.c. to all framing members unless noted. ROOF SHEATHING Roof sheathing shall be 5/8 APA rated panels. Rated for spacing of supporting members. A minimum of 32/16 span rating is recommended. Provide panel clips, one between each support, for supports spaced greater than 16 on center. Provide Exterior or Exposure 1 grade. Panels shall be continuous over two or more spans and long dimension of panel shall be perpendicular to supports. Fasten roof sheathing with 8d nails spaced at 6 on center at supported edges and 12 on center at intermediate supports. Leave a 1/8 gap at all end and edge joints to allow for expansion. ENGINEERED LUMBER I-JOISTS I-joist members noted on drawings are engineered laminated veneer lumber with webs and flanges, as manufactured by the Trus-Joist MacMillan Corporation. Alternate at contractors option of equal design properties. Sizes shown on plan are actual. Install web stiffeners, blocking between members, and nail to supporting members as per manufacturers recommendations. LVL WOOD MEMBERS LVL members noted on drawings are engineered laminated veneer lumber as manufactured by the Trus-Joist MacMillan Corporation. Alternate at contractors option of equal member design properties. Sizes shown on plan are actual. WOOD TRUSSES Truss supplier shall notify structural engineer on any proposed revisions made to the layout indicated on this plan. Truss manufacturer shall provide a truss layout and certified truss drawings prior to beginning construction. Live load deflection of roof trusses shall be limited to 1/360 of the span. Live load deflection of floor trusses shall be limited to 1/480 of the span. Truss configuration, pitch, overhang, etc. shall be indicated on the architectural
drawings. Spacing of roof and/or floor trusses shall not exceed 24" o.c. Lumber for wood trusses shall be in accordance with manufacturers recommendations. Truss manufacturer to specify if roof sheathing need be applied before placing over-framing. Provide metal framing anchors at truss bearing to mechanically fasten truss to bearing wall or supporting member. Truss manufacturer shall provide truss to truss connection hangers. Bridging, and bracing of truss compression and tension members, shall be installed in accordance with the truss manufacturer's design and directions. Temporarily brace trusses in accordance with manufacturer s recommendations and / or Truss Plate Institute HIB-91. No cutting, notching, or modifications of trusses will be allowed without the manufacturer's written approval. STRUCTURAL STEEL All structural steel shall be designed, fabricated, and erected according to the specifications of the American Institute of Steel Construction (A.I.S.C.) Latest Adoption. Structural steel supplier shall supply all cap plates, bearing assemblies, base plates, stiffeners, splices and connections, and shall design same unless noted on drawings. All welding shall be done by the shielded arc process using E70 electrodes in accordance with the rules of the American Welding Society (A.W.S.) Structural Welding Code, Latest Adoption. All welders shall be certified by the rules of the American Welding Society. OPENINGS Verify size and location of all openings with architectural and mechanical drawings. Openings in floor and roof not shown on structural drawings must be placed between structural members. Cutting and notching which exceeds the limits of the diagram provided on the structural drawings must be approved by the structural engineer.