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CONCRETE LAP SPLICE LENGTH (IN INCHES) FOR CLASS B LAP SPLICES
<br />(BASED ON ACI 318-11 SECTION 12.2/ACI 318-14 SECTION 25.4)
<br />MODIFY THE LAP SPLICE LENGTHS AS REQUIRED BY NOTES BELOW
<br />BAR LOCATION
<br />TOP
<br />OTHER
<br />BAR SIZE CONCRETE STRENGTH
<br />3000 PSI 4000 PSI
<br />#3
<br />#4
<br />#5
<br />#7
<br />#8
<br />#11
<br />#10
<br />#9
<br />#6
<br />28
<br />38
<br />47
<br />56
<br />81
<br />93
<br />105
<br />118
<br />131
<br />25
<br />33
<br />41
<br />49
<br />71
<br />81
<br />91
<br />102
<br />114
<br />#3
<br />#4
<br />#5
<br />#7
<br />#8
<br />#11
<br />#10
<br />#9
<br />#6
<br />22
<br />29
<br />36
<br />43
<br />63
<br />72
<br />81
<br />91
<br />101
<br />19
<br />25
<br />31
<br />37
<br />54
<br />62
<br />70
<br />79
<br />87
<br />LAP SPLICE LENGTH NOTES:
<br />1. TOP INDICATES HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW BARS.
<br />2. MUTIPLY THE LENGTHS IN THE SCHEDULE BY THE APPROPRIATE MODIFIERS WHEN REQUIRED:
<br />1.3 FOR LIGHTWEIGHT CONCRETE
<br />1.5 FOR BAR COVERS LESS THAN THE BAR DIAMETER
<br />1.5 FOR BAR SPACING LESS THAN TWO BAR DIAMETERS
<br />2023 Larson Engineering, Inc. All rights reserved.
<br />Sheet Title:
<br />Checked by:
<br />Drawn by:
<br />Project No:
<br />No:Date:Description:
<br />Date:
<br />Revisions:
<br />Sheet No:
<br />I HEREBY CERTIFY THAT THIS PLAN,
<br />SPECIFICATION, OR REPORT WAS
<br />PREPARED BY ME OR UNDER MY DIRECT
<br />SUPERVISION AND THAT I AM A DULY
<br />LICENSED PROFESSIONAL ENGINEER
<br />UNDER THE LAWS OF THE STATE OF
<br />MINNESOTA.
<br />PRINT NAME: BRANDON CLARK
<br />SIGNATURE:
<br />DATE: 08/21/2023 LIC. NO: 60507
<br />08/21/2023
<br />BC
<br />DJC
<br />11230536
<br />S0
<br />GENERAL STRUCTURAL
<br />NOTES 2785 SHADYWOOD ROADORONO, MN 55331KOSKIE RESIDENCETABLE 602.3(1)
<br />FASTENING SCHEDULE—continued
<br />For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
<br />(continued)
<br />ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa, b, c SPACING AND LOCATION
<br />Floor
<br />24 2" subfloor to joist or girder 3-16d box (31/2" × 0.135"); or
<br />2-16d common (31/2" × 0.162")Blind and face nail
<br />25 2" planks (plank & beam—floor & roof)3-16d box (31/2" × 0.135"); or
<br />2-16d common (31/2" × 0.162")At each bearing, face nail
<br />26 Band or rim joist to joist
<br />3-16d common (31/2" × 0.162")
<br />4-10 box (3" × 0.128"), or
<br />4-3" × 0.131" nails; or
<br />4-3" × 14 ga. staples, 7/16" crown
<br />End nail
<br />27 Built-up girders and beams, 2-inch lumber
<br />layers
<br />20d common (4" × 0.192"); or Nail each layer as follows: 32" o.c.
<br />at top and bottom and staggered.
<br />10d box (3" × 0.128"); or
<br />3" × 0.131" nails
<br />24" o.c. face nail at top and bottom
<br />staggered on opposite sides
<br />And:
<br />2-20d common (4" × 0.192"); or
<br />3-10d box (3" × 0.128"); or
<br />3-3" × 0.131" nails
<br />Face nail at ends and at each splice
<br />28 Ledger strip supporting joists or rafters
<br />4-16d box (31/2" × 0.135"); or
<br />3-16d common (31/2" × 0.162"); or
<br />4-10d box (3" × 0.128"); or
<br />4-3" × 0.131" nails
<br />At each joist or rafter, face nail
<br />29 Bridging or blocking to joist
<br />2-10d box (3" × 0.128"), or 2-8d common
<br />(21/2" × 0.131"; or 2-3" × 0.131") nails Each end, toe nail
<br />ITEM DESCRIPTION
<br />OF BUILDING ELEMENTS
<br />NUMBER AND
<br />TYPE OF FASTENERa, b, c
<br />SPACING OF FASTENERS
<br />Edges
<br />(inches)h
<br />Intermediate
<br /> supportsc, e
<br />(inches)
<br />Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing
<br />[see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
<br />30 3/8" – 1/2"
<br />6d common (2" × 0.113") nail (subfloor, wall)i
<br />8d common (21/2" × 0.131") nail (roof); or
<br />RSRS-01 (23/8" × 0.113") nail (roof)j
<br />612f
<br />31 19/32" – 1"8d common nail (21/2" × 0.131"); or RSRS-01;
<br />(23/8" × 0.113") nail (roof)j 612f
<br />32 1
<br />1/8" – 11/4"10d common (3" × 0.148") nail; or
<br />8d (21/2" × 0.131") deformed nail 612
<br />Other wall sheathingg
<br />33 1/2" structural cellulosic fiberboard
<br />sheathing
<br />11/2" galvanized roofing nail, 7/16" head
<br />diameter, or 11/4" long 16 ga. staple with 7/16" or
<br />1" crown
<br />36
<br />34 25/32" structural cellulosic
<br />fiberboard sheathing
<br />13/4" galvanized roofing nail, 7/16" head diameter,
<br />or 11/2" long 16 ga. staple with 7/16" or 1" crown 36
<br />35 1/2" gypsum sheathingd 11/2" galvanized roofing nail; staple galvanized,
<br />11/2" long; 11/4" screws, Type W or S 77
<br />36 5/8" gypsum sheathingd 13/4" galvanized roofing nail; staple galvanized,
<br />15/8" long; 15/8" screws, Type W or S 77
<br />Wood structural panels, combination subfloor underlayment to framing
<br />37 3/4" and less 6d deformed (2" × 0.120") nail; or
<br />8d common (21/2" × 0.131") nail 612
<br />38 7/8" – 1"8d common (21/2" × 0.131") nail; or
<br />8d deformed (21/2" × 0.120") nail 612
<br />39 1
<br />1/8" – 11/4"10d common (3" × 0.148" ) nail; or
<br />8d deformed (21/2" × 0.120") nail 612TABLE R602.3(1)—continued
<br />FASTENING SCHEDULE
<br />(continued)
<br />ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa, b, c SPACING AND LOCATION
<br />14 Bottom plate to joist, rim joist, band joist or
<br />blocking (not at braced wall panels)
<br />16d common (31/2" × 0.162")16" o.c. face nail
<br />16d box (31/2" × 0.135"); or
<br />3" × 0.131" nails 12" o.c. face nail
<br />15 Bottom plate to joist, rim joist, band joist or
<br />blocking (at braced wall panel)
<br />3-16d box (31/2" × 0.135"); or
<br />2-16d common (31/2" × 0.162"); or
<br />4-3" × 0.131" nails
<br />3 each 16" o.c. face nail
<br />2 each 16" o.c. face nail
<br />4 each 16" o.c. face nail
<br />16 Top or bottom plate to stud
<br />4-8d box (21/2" × 0.113"); or
<br />3-16d box (31/2" × 0.135"); or
<br />4-8d common (21/2" × 0.131"); or
<br />4-10d box (3" × 0.128"); or
<br />4-3" × 0.131" nails
<br />Toe nail
<br />3-16d box (31/2" × 0.135"); or
<br />2-16d common (31/2" × 0.162"); or
<br />3-10d box (3" × 0.128"); or
<br />3-3" × 0.131" nails
<br />End nail
<br />17 Top plates, laps at corners and intersections
<br />3-10d box (3" × 0.128"); or
<br />2-16d common (31/2" × 0.162"); or
<br />3-3" × 0.131" nails
<br />Face nail
<br />18 1" brace to each stud and plate
<br />3-8d box (21/2" × 0.113"); or
<br />2-8d common (21/2" × 0.131"); or
<br />2-10d box (3" × 0.128"); or
<br />2 staples 13/4"
<br />Face nail
<br />19 1" × 6" sheathing to each bearing
<br />3-8d box (21/2" × 0.113"); or
<br />2-8d common (21/2" × 0.131"); or
<br />2-10d box (3" × 0.128"); or
<br />2 staples, 1" crown, 16 ga., 13/4" long
<br />Face nail
<br />20 1" × 8" and wider sheathing to each bearing
<br />3-8d box (21/2" × 0.113"); or
<br />3-8d common (21/2" × 0.131"); or
<br />3-10d box (3" × 0.128"); or
<br />3 staples, 1" crown, 16 ga., 13/4" long
<br />Face nailWider than 1" × 8"
<br />4-8d box (21/2" × 0.113"); or
<br />3-8d common (21/2" × 0.131"); or
<br />3-10d box (3" × 0.128"); or
<br />4 staples, 1" crown, 16 ga., 13/4" long
<br />Floor
<br />21 Joist to sill, top plate or girder
<br />4-8d box (21/2" × 0.113"); or
<br />3-8d common (21/2" × 0.131"); or
<br />3-10d box (3" × 0.128"); or
<br />3-3" × 0.131" nails
<br />Toe nail
<br />22 Rim joist, band joist or blocking to sill or top
<br />plate (roof applications also)
<br />8d box (21/2" × 0.113")4" o.c. toe nail
<br />8d common (21/2" × 0.131"); or
<br />10d box (3" × 0.128"); or
<br />3" × 0.131" nails
<br />6" o.c. toe nail
<br />23 1" × 6" subfloor or less to each joist
<br />3-8d box (21/2" × 0.113"); or
<br />2-8d common (21/2" × 0.131"); or
<br />3-10d box (3" × 0.128"); or
<br />2 staples, 1" crown, 16 ga., 13/4" long
<br />Face nail
<br />TABLE R602.3(1)—continued
<br />FASTENING SCHEDULE
<br />a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum
<br />average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but
<br />not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
<br />b. Staples are 16 gage wire and have a minimum
<br />7/16-inch on diameter crown width.
<br />c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
<br />d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
<br />e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
<br />f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall
<br />be spaced at 6 inches on center where the ultimate design wind speed is less than 130 mph and shall be spaced 4 inches on center where the ultimate design
<br />wind speed is 130 mph or greater but less than 140 mph.
<br />g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
<br />h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only.
<br />Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor
<br />sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be
<br />supported by framing members or solid blocking.
<br />i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from
<br />the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.
<br />j. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
<br />TABLE R602.3(1)
<br />FASTENING SCHEDULE
<br />(continued)
<br />ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE
<br />OF FASTENERa, b, c SPACING AND LOCATION
<br />Roof
<br />1 Blocking between ceiling joists or rafters to top plate
<br />4-8d box (21/2" × 0.113") or
<br />3-8d common (21/2" × 0.131"); or
<br />3-10d box (3" × 0.128"); or
<br />3-3" × 0.131" nails
<br />Toe nail
<br />2 Ceiling joists to top plate
<br />4-8d box (21/2" × 0.113"); or
<br />3-8d common (21/2" × 0.131"); or
<br />3-10d box (3" × 0.128"); or
<br />3-3" × 0.131" nails
<br />Per joist, toe nail
<br />3 Ceiling joist not attached to parallel rafter, laps over
<br />partitions (see Section R802.5.2 and Table R802.5.2)
<br />4-10d box (3" × 0.128"); or
<br />3-16d common (31/2" × 0.162"); or
<br />4-3" × 0.131" nails
<br />Face nail
<br />4 Ceiling joist attached to parallel rafter (heel joint)
<br />(see Section R802.5.2 and Table R802.5.2)Table R802.5.2 Face nail
<br />5 Collar tie to rafter, face nail or 11/4" × 20 ga. ridge strap to
<br />rafter
<br />4-10d box (3" × 0.128"); or
<br />3-10d common (3" × 0.148"); or
<br />4-3" × 0.131" nails
<br />Face nail each rafter
<br />6 Rafter or roof truss to plate
<br />3-16d box nails (31/2" × 0.135"); or
<br />3-10d common nails (3" × 0.148"); or
<br />4-10d box (3" × 0.128"); or
<br />4-3" × 0.131" nails
<br />2 toe nails on one side and 1 toe nail
<br />on opposite side of each rafter or
<br />trussi
<br />7 Roof rafters to ridge, valley or hip rafters or roof rafter
<br />to minimum 2" ridge beam
<br />4-16d (31/2" × 0.135"); or
<br />3-10d common (3" × 0.148"); or
<br />4-10d box (3" × 0.128"); or
<br />4-3" × 0.131" nails
<br />Toe nail
<br />3-16d box 31/2" × 0.135"); or
<br />2-16d common (31/2" × 0.162"); or
<br />3-10d box (3" × 0.128"); or
<br />3-3" × 0.131" nails
<br />End nail
<br />Wall
<br />8 Stud to stud (not at braced wall panels)
<br />16d common (31/2" × 0.162")24" o.c. face nail
<br />10d box (3" × 0.128"); or
<br />3" × 0.131" nails 16" o.c. face nail
<br />9 Stud to stud and abutting studs at intersecting wall corners
<br />(at braced wall panels)
<br />16d box (31/2" × 0.135"); or
<br />3" × 0.131" nails 12" o.c. face nail
<br />16d common (31/2" × 0.162")16" o.c. face nail
<br />10 Built-up header (2" to 2" header with 1/2" spacer)16d common (31/2" × 0.162")16" o.c. each edge face nail
<br />16d box (31/2" × 0.135")12" o.c. each edge face nail
<br />11 Continuous header to stud
<br />5-8d box (21/2" × 0.113"); or
<br />4-8d common (21/2" × 0.131"); or
<br />4-10d box (3" × 0.128")
<br />Toe nail
<br />12 Top plate to top plate
<br />16d common (31/2" × 0.162")16" o.c. face nail
<br />10d box (3" × 0.128"); or
<br />3" × 0.131" nails 12" o.c. face nail
<br />13 Double top plate splice
<br />8-16d common (31/2" × 0.162"); or
<br />12-16d box (31/2" × 0.135"); or
<br />12-10d box (3" × 0.128"); or
<br />12-3" × 0.131" nails
<br />Face nail on each side of end joint
<br />(minimum 24" lap splice length each
<br />side of end joint)
<br />Building Code Used For Design:
<br />Minnesota Residential Code, 2020 Edition. (IRC 2018)
<br />General Notes:
<br />1. The intent of these drawings is primarily to provide structural information that
<br />may be outside the scope of conventional residential construction. Additional
<br />structural information may be found in architectural drawings and should be
<br />followed. If any discrepancies are noted, they should be brought to the architect’s
<br />and engineer’s attention prior to construction. In addition to these drawings, all
<br />structural provisions of the Minnesota Residential Code shall be followed.
<br />2. The drawings represent the finished structure. All means and methods not
<br />explicitly addressed are the responsibility of the contractor.
<br />3. Refer to architectural drawings for dimensions.
<br />4. The contractor shall verify/field check, all sizes, dimensions, elevations, locations,
<br />etc. of elements which are relative to new construction.
<br />5. The contractor shall properly brace the structure during construction.
<br />Load Criteria
<br />1. Wind Load:
<br />Basic Wind Speed, Vult = 115 mph (3 second gust)
<br />Building Exposure “C”
<br />2. Snow Load:
<br />Ground Snow Load, pg = 50 psf
<br />Roof Snow Load, pf = 0.7 x pg = 35 psf
<br />3. Floor Live Load = 40 psf
<br />Footings:
<br />1. All footings shall bear on natural undisturbed soil or on compacted granular fill.
<br />All footings have been designed for a maximum soil bearing pressure of 2,000
<br />PSF (see geotech report # B2306477 by Braun Intertec).
<br />2. Exterior footings shall have a minimum soil cover of 3’-6”. Unheated exterior
<br />footings are recommended to have a minimum soil cover of 5’-0”. Soil cover is
<br />measured from the bottom of the footing to top of grade. Footing steps shall be
<br />located and installed in accordance with the plans.
<br />Concrete:
<br />1. Concrete work shall conform to all requirements of ACI 301. All concrete
<br />shall be normal weight. The minimum compressive strength of concrete shall
<br />be as follows:
<br />a. Footings - f’c = 5,000 psi.
<br />b. Basement walls, foundation walls, garage slabs, exterior walls, garage
<br />floor slabs, and exterior slabs – f’c = 4,000 psi (air-entrained, with total
<br />air content 5% - 7% by volume)
<br />
<br />2. The maximum spacing for contraction joints for a slab-on-grades shall be 36T,
<br />where “T” equals the slab thickness. No contraction joint shall exceed 15’-0” for
<br />any slab thickness.
<br />3. Steel reinforcement shall meet the requirements of ASTM A615, (Fy = 60 ksi).
<br />Reinforcement lap splices shall be 60 bar diameters, unless noted otherwise.
<br />Structural Wood:
<br />1. Dimensional lumber shall be Northern SPF No. 2 or better, UNO. See IRC Table
<br />R602.3(1) for fastening schedule.
<br />2. All wood in direct contact with concrete, earth, or weathering shall be treated.
<br />3. All steel in contact with treated wood (connectors, joist hangers, nails, bolts, etc.)
<br />shall be stainless steel or galvanized.
<br />4. Engineered lumber shall have the following minimum properties:
<br />A. Laminated Veneer Lumber (LVL):
<br />Allowable bending stress, Fb = 2,600 PSI (beams)
<br />Allowable shear stress, Fv = 285 PSI (beams)
<br />Modulus of elasticity, E = 1,900,000 PSI (beams)
<br />B. Parallel Strand Lumber (PSL):
<br />Allowable bending stress, Fb = 2,400 PSI (columns)
<br />Modulus of elasticity, E = 1,800,000 PSI (columns)
<br />Compression parallel to grain, Fc|| = 2,500 PSI (columns)
<br />C. Laminated Strand Lumber (LSL):
<br />Allowable bending stress, Fb = 1,700 PSI
<br />Allowable shear stress, Fv = 400 PSI
<br />Modulus of elasticity, E = 1,300,000 PSI
<br />Compression parallel to grain, Fc|| = 1,400 PSI
<br />D. Multi-ply members shall be fastened together according to
<br />manufacturer’s recommendations, unless noted otherwise on plans.
<br />5. Simpson products called out herein may be replaced with USP or similar of equal
<br />or greater capacity.
<br />6. Trusses shall be designed to meet all loading and spans as indicated on the plans.
<br />All floor trusses shall be designed for a live load deflection of L/480. Truss
<br />supplier shall adjust truss spacing as required to meet this requirement. Scissor
<br />trusses shall be designed such that horizontal live load deflections do not exceed
<br />¾”.
<br />Fasteners, Welds & Anchors
<br />1. Fasteners and connectors used with treated wood shall be galvanized or coated
<br />and qualified to be used with treated wood.
<br />2. Bolts used in wood member construction shall have a minimum bolt bending
<br />yield strength of Fyb = 45 ksi
<br />3. All post-installed anchors shall be as noted on drawings and shall be installed in
<br />accordance with the manufacturer’s printed installation instructions and ICC
<br />evaluation reports corresponding to that anchor.
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