• REVISIONS 2079 D.G. AS NOTED T.E.S. SCALE ISSUE DATE PROJECT# DESIGNED BY DRAFTED BY CLIENT INFORMATION TAHOE DONNER NATURE TRAIL NATURE LOOP SOUTH TRAIL TAHOE DONNER TRUCKEE, CA TAHOE DONNER ASSOCIATION 11509 NORTHWOODS BLVD TRUCKEE, CA 96161 12/10/18 PRINT DATE: These Drawings have been prepared by Forbes Linchpin Structural Engineering Inc.. They are not suitable for use on other projects, in other locations, or by any other individuals without the written approval and participation of Forbes Linchpin Structural Engineering Inc.. Reproduction is prohibited. OF 20 S0.1 GENERAL NOTES 10 PERMIT REVIEW 12-11-2018
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S0.1
GENERAL NOTES
10
PERMIT REVIEW
12-11
-2018
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Uniform Building Code
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Trimmer
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Toe Nail
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See Architectural Drawings
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See Mechanical Drawings
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Self-Tapping Screw
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Shear Wall
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Solid Block
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Slab Joint
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Welded Wire Mesh
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Welded Stud or Wood Screw
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Weakened Plane Joint
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Verify in Field
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H.F.
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H.S.B.
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Hem-Fir
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High Strength Bolt
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F.O.M.
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Face of Masonry
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GYP. BD.
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F.E.F.
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Gypsum Board
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Forced-Entry Fastners
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HDR.
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Header
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Hanger
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HGR.
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WWM
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W.S.
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W.P.J.
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S.A.D.
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S.M.D.
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S.B.
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S.J.
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S.W.
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S.T.S.
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T.N.
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U.B.C.
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TRMR.
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V.I.F.
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Laminated Veneer Lumber
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Isolation Joint
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Information
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Kiln Dried
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Malleable Iron Washer
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Manufacturer
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Live Load
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Long
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Light
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King Stud
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Joist
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Oriented Strand Board
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Power Driven Fastener
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Parallam (By TRUS JST.)
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Number or Pounds
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Opposite Hand
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Plate
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Over
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Micro-Lam (By TRUS JST.)
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Rosboro Manufactured Timber
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Redwood
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C.M.J.
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C/S
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Countersink
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Control Masonry Joint
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Embedment
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EMBED.
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BET.
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CANT.
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C.B.
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B.S., B/S
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Between
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Both Sides
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Cantilever
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Carriage Bolt
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C.P.
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CHNL.
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~C, C.L.
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Centerline
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Channel
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Complete Penetration
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O.S.B.
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O.H.
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#
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PSL
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~P
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P.D.F.
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o/
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RWD.
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RMT
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INFO.
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LT.
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KING
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L.V.L.
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K.D.
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JST.
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I.J.
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MFR.
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M.I.W.
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L.L.
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LG.
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M.L.
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DET.
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D.L.
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Detail
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Dead Load
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D.J.
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DIM.
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Dowel Joint
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Dimension
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A B B R E V I A T I O N S
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Specifications
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Slab On Grade
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Square Feet
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Reinforcement
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Tongue and Groove
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Top and Bottom
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Symmetrical
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Drawing
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Diameter
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Diagonal
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Control Joint
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Deformed Bar Anchor
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Douglas Fir
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Double
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Connection
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Construction
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Continuous
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Contractor
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Concrete Masonry Units
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Concrete
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Column
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Continuous Edge Nailing
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Ceiling
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Construction Joint or
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B.O.D.
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CEN.
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c.c.
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BTM.
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BRG.
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C.G.
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B.O.
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B.N.
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BM.
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Center to Center
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Center of Gravity
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Center
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Bottom
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DWG.
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Ditto
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DO
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Bottom of Deck
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Boundary Nailing
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Bottom Of
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Beam
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Bearing
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D.F.
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DBL.
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D.B.A.
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DIAG.
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DIA., %%C
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ANC.
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ALT.
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APPROX.
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AGGR.
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ADDL.
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BLKG.
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BLDG.
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AVG.
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ASS'Y
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ARCH'L
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Blocking
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Assembly
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Average
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Building
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Architectural
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CONTR.
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CONT.
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CONST.
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CONN.
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Alternate
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Anchor
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Aggregate
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Approximate
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Additional
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Clear
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C.N.
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CLR.
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CMU
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COL.
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CONC.
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A.B.
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Anchor Bolt
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C.J.
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CLG.
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NOM.
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MEZZ.
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MISC.
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MULT.
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Finished Floor
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Floor
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Finish
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FIN.
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FLR.
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Figure
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FIG.
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F.F.
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Expansion
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Fabrication
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Exterior
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FAB.
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EXT.
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EXP.
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Foundation
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FDN.
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Floor Drain
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F.D.
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Horizontal
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Headed Stud Anchor
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Inside Diameter
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Inches
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H.S.A.
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HORIZ.
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IN.
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I.D.
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N.I.C.
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N.F.
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Glulam Beam
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Horizontal Reinf.
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Ground
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Grade
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GR.
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GLB
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Height
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H
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HGT.
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GRND.
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MK
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MIN.
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MTL.
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Project
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Prefabricated
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Pounds Per Square Foot
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Partition
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Radius
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Reinforced Concrete
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Post-Tensioned; Pressure Treated
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Pounds Per Square Inch
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Nominal
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Not in Contract
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Near Face
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Multiple
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R.C.
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PTN.
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RAD.
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Mark
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Metal
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Miscellaneous
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Minimum
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Mezzanine
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PREFAB.
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P.S.F.
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PROJ.
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P.T.
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P.S.I.
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Thick
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Threaded
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THK.
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THRD.
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T and G
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T and B
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Steel
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STL.
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STGR.
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STFNR.
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Staggered
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Stiffner
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SYM.
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STRUCT.
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Structural
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INCL.
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MECH.
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MAX.
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MAT'L
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Expansion Joint
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Equipment
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Equal
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Existing
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Excavate
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EXCAV.
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(E)
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EQUIP.
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EQ.
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Elevation
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Electrical
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Edge Nailing
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Engineer
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ENGR.
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ELECT.
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EL.
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E.J.
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E.N.
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Footing
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Galvanize
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Grade Beam
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Gage or Gauge
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Feet
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FT.
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GA.
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FTG.
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GB
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GALV.
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M.B.
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L.L.V.
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Framing
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Far Side
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Face of Concrete
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Face of Wall
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Face of Stud
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F.O.C.
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F.O.W.
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F.O.S.
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F.S.
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FRMG.
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K
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L.L.H.
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JT.
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LAM.
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LBS.
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Each
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Each Face
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EA.
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E.F.
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Face of
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Field Nailing or
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F.O.
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F.N.
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I.B.C.
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Opening
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On Center
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Outside Diameter
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Original
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Plywood
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Perpendicular
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Premolded Joint Filler
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Opposite
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Pounds Per Cubic Foot
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Mechanical
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Machine Bolt
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Maximum
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Material
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Long Leg Vertical
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Pair
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PERP.
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P.C.F.
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P.J.F.
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PR.
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PLY
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Long Leg Horizontal
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Joint
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Pounds
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Laminated
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Kip (1,000 lbs)
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o.c.
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O.D.
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OPP.
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OPNG.
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ORIG.
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SQ.
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SIM.
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S.O.G.
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STD.
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SPEC's
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Square
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Standard
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Similar
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SECT.
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REQ'D
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S.F.
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SCHED.
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Sheet
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SHT.
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Section
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Schedule
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Required
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Near Side
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Not to Scale
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Include
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International Building Code
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N.S.
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NTS
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REV.
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REINF.
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Revision
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Weight
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Welded Wire Fabric
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WWF
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WT.
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Vertical
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Vertical Reinf.
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Volume
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V
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VERT.
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VOL.
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Typical
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Tube Steel
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Unless Noted Otherwise
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Top of Steel
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Top of Wall
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T.O.S.
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T.O.W.
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TYP.
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U.N.O.
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TS
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Top of Beam
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Top of Concrete
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Tolerance
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Top of Masonry
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Top of Footing
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T.O.B.
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T.O.F.
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T.O.C.
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T.O.M.
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TOL.
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Top of
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Through
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T.O.
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THRU
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BEL.
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Below
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BLK.
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Block
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(N)
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New
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INCL'D
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Included
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Reference
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REF.
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Powdered Actuated Fastener
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P.A.F.
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or Preservative Treated
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Property line
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Partial Penetration
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Penetration
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Parallel
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PEN.
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P.P.
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PARL., //
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P.L.
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ARCH.
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Architect
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Each Side
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E.S.
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Each Way
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E.W.
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Face Nail
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INT.
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Interior
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C.B.C.
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California Building Code
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HSS
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Hollow Structural Steel
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Work Point
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Wood
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WP
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WD.
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Without
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With
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w/
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w/o
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Wide Flange Beam
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WF
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K.S.I.
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Kips per Square Inch
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WVTR
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Water Vapor Transmission Rate
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G E N E R A L N O T E S
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DIVISION 03 - Section 03 21 00 REINFORCING STEEL
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1. All reinforcing steel shall be detailed and placed in conformance with the `Building All reinforcing steel shall be detailed and placed in conformance with the `Building Code Requirements for Reinforced Concrete' (ACI 318 latest approved edition), and the `Manual of Standard Practice for Reinforced Concrete Construction' (latest edition) by the C.R.S.I. and the W.C.R.S.I., as modified by the project Drawings and Specifications. 2. Deformed reinforcing bars shall be ASTM A-615 Grade 60 except ties, stirrups, slab Deformed reinforcing bars shall be ASTM A-615 Grade 60 except ties, stirrups, slab dowels and reinforcing bars in non structural concrete such as slabs on grade, which may be Grade 40, unless noted otherwise. Use A706 reinforcing bars that are required for welding. 3. Welding of reinforcing shall be with low hydrogen electrodes in conformance with Welding of reinforcing shall be with low hydrogen electrodes in conformance with `Recommended Practices for Welding Reinforcing Steel, etc.', American Welding Society, AWS-D1.4. See Specifications. 4. All reinforcing bar bends shall be made cold. All reinforcing bar bends shall be made cold. 5. Welded wire fabric shall conform to ASTM A-185. Welded wire fabric shall conform to ASTM A-185. 6. Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one half, which ever is greater. 7. Reinforcing splices shall be made only where indicated on the drawings. Reinforcing splices shall be made only where indicated on the drawings. 8. Dowels between footings and walls or columns shall be the same grade, size and Dowels between footings and walls or columns shall be the same grade, size and spacing or number as the vertical reinforcing, respectively. 9. All bars shall be marked so their identification can be made when the final All bars shall be marked so their identification can be made when the final in-place inspection is made. 10. Splice reinforcing per detail 5/S0.2 for both concrete and masonry. Splice all Splice reinforcing per detail 5/S0.2 for both concrete and masonry. Splice all reinforcing bars 2'-0" minimum. 11. All reinforcing bars to be tied in place before pouring concrete or grout. All reinforcing bars to be tied in place before pouring concrete or grout. 12. Do not splice reinforcing steel in middle third of walls. Do not splice reinforcing steel in middle third of walls.
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DIVISION 03 - Section 03 00 00 CONCRETE
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1. All phases of work pertaining to the concrete construction shall conform to the All phases of work pertaining to the concrete construction shall conform to the 'Building Code Requirements for Reinforced Concrete' (ACI 318) and the 'Specifications for Structural Concrete for Buildings' (ACI 301) latest approved editions, with modifications as noted in the Drawings or Specifications. 2. Reinforced concrete design is by the 'Ultimate Strength Design method'. Reinforced concrete design is by the 'Ultimate Strength Design method'. 3. Concrete mixes shall be designed by a qualified testing laboratory and approved by Concrete mixes shall be designed by a qualified testing laboratory and approved by the Structural Engineer. a. Proposed mix designs shall be no more than 1 (one) year old, and have affixed on each submitted copy the original seal of the Reviewing Engineer. The reviewing Engineer shall be registered in the state of Nevada. b. Each mix design shall indicate the project name and address. Contractor shall designate location of use for each proposed mix design. c. Each mix design shall include the slump, before and after adding plasticizer, air entrainment, type of aggregate, type of cement, and admixtures to be used. d. All exposed at grade concrete shall have air entrainment. e. No calcium chloride shall be used. f. Water cement ratio for footings and walls shall not exceed 0.55. g. Slab on grade shall have a water cement ratio of 0.50 and shall be moisture cured per ACI 318 Sec. 5.11 requirements. h. Concrete may have a maximum of 15% fly ash subsitition for cement verify w/ architect. i. An approved curing compound compatible with the stain finish can be used. 4. Schedule of Structural concrete 28-day strengths and types: Schedule of Structural concrete 28-day strengths and types: LOCATION IN STRUCTURE STRENGTH PSI TYPE STRENGTH PSI TYPE TYPE Footings: 3500 Normal Wt. 145 ± 5 pcf 3500 Normal Wt. 145 ± 5 pcf Normal Wt. 145 ± 5 pcf Concrete retaining walls: 4000 Normal Wt. 145 ± 5 pcf 4000 Normal Wt. 145 ± 5 pcf Normal Wt. 145 ± 5 pcf 5. Portland cement shall conform to ASTM C-150, type II. Use minimum 6 sacks Portland cement shall conform to ASTM C-150, type II. Use minimum 6 sacks cement/c-y and maximum 3" slump with water (slump may be increased with admixtures that do not promote shrinkage). Provide 6% ± 1% air entrainment in concrete exposed to weather. 6. Maximum aggregate size shall conform with the following: 1/5 distance between Maximum aggregate size shall conform with the following: 1/5 distance between forms, 3/4 distance between reinforcing bars, 1/3 thickness of slab. a. Aggregate for hard rock concrete shall conform to all requirements and tests of ASTM C-33 and project Specifications. Exceptions may be used only with permission of the Structural Engineer. 7. Forms for elevated concrete beams shall be laid out and constructed to provide the Forms for elevated concrete beams shall be laid out and constructed to provide the specified cambers shown on the Drawings. 8. Dry pack under base plates, sill plates, etc., see Specifications. Dry pack under base plates, sill plates, etc., see Specifications. 9. Concrete mixing operations, etc., shall conform to ASTM C-94. Concrete mixing operations, etc., shall conform to ASTM C-94. 10. Placement of concrete shall conform to ACI-318 requirements. Placement of concrete shall conform to ACI-318 requirements. 11. If columns and walls are placed with floor, two hours must elapse between end of If columns and walls are placed with floor, two hours must elapse between end of column or wall pour and beginning of floor pour. 12. Clear coverage of concrete over outer reinforcing bars shall be as follows: Clear coverage of concrete over outer reinforcing bars shall be as follows: a. Concrete poured directly against earth, 3 in. clear to reinforcing. b. Structural slabs: 1 in. clear (top to bottom). c. Formed concrete with earth backfill: 2 in. clear. d. Slabs on Grade: center in slab. 13. All reinforcing bars, anchor bolts and other concrete inserts shall be well secured in All reinforcing bars, anchor bolts and other concrete inserts shall be well secured in position prior to placing concrete. 14. Provide sleeves for plumbing and electrical openings in concrete before placing. Do Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing which may conflict. Coring in concrete is not permitted except as shown. Notify the Structural Engineer in advance of conditions not shown on the Drawings. 15. Conduit shall not be placed in slabs or walls unless specifically detailed otherwise. Conduit shall not be placed in slabs or walls unless specifically detailed otherwise. 16. Projecting corners of beams, walls, columns, etc., shall be formed with a 1/2 in. Projecting corners of beams, walls, columns, etc., shall be formed with a 1/2 in. chamfer, unless otherwise noted on Architectural Drawings. 17. Curing compounds used on concrete that is to receive a resilient tile finish shall be Curing compounds used on concrete that is to receive a resilient tile finish shall be approved by the tile manufacturer before use. 18. Place and protect concrete in compliance with ACI 305 and 306, respectively, during Place and protect concrete in compliance with ACI 305 and 306, respectively, during hot and cold exposure conditions.
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AESS
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Architecturally Exposed Structural Steel
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DIVISION 01 - Section 01 00 00 GENERAL REQUIREMENTS
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1. It shall be the contractors direct responsibility to comply with typical details and It shall be the contractors direct responsibility to comply with typical details and general notes as delineated or defined on the typical detail drawings of these contract documents regardless of specific flagging or reference to applicable note or detail. 2. It shall be the contractor's responsibility to coordinate with all trades regarding It shall be the contractor's responsibility to coordinate with all trades regarding utilities passing through and under footings. Structural requirements for these conditions are delineated in typical details. 3. Top of footing elevations noted are minimum. see note 2 for additional Top of footing elevations noted are minimum. see note 2 for additional requirements. 4. Contractor to verify and coordinate all locations and sizes of openings in slabs, Contractor to verify and coordinate all locations and sizes of openings in slabs, slab depressions, and curbs for all related construction prior to floor layout or construction. Contractor shall then use appropriate detail(s) or appropriate wall section for each applicable condition. 5. Drawings are diagrammatic in nature and are not intended to indicate every Drawings are diagrammatic in nature and are not intended to indicate every opening or penetration in roof or other structure. Contractor shall coordinate and verify location and size of all such openings and penetrations with related sub-contractors prior to roof or other framing layout or construction. Contractor shall then use appropriate typical or referenced detail(s) for each opening or penetration. 6. Contractor to verify with appropriate sub-contractors the exact location, weight, Contractor to verify with appropriate sub-contractors the exact location, weight, and intended method of attachment of all items to be suspended from or in any way attached to any roof framing or other structural member unless such item(s) are clearly addressed by the structural construction documents. This information shall be transmitted in writing to the appropriate framing manufacturer via the structural engineer prior to final design or fabrication of structural framing members. 7. Contractor to verify dimensions with architect prior to construction. Contractor to verify dimensions with architect prior to construction. 8. Contractor to verify all existing conditions and dimensions and notify the architect Contractor to verify all existing conditions and dimensions and notify the architect in writing of any discrepancies. 9. The contractor and all subcontractors he intends to use (including agents and The contractor and all subcontractors he intends to use (including agents and suppliers) are aware of and acknowledge that close coordination among architectural, mechanical, electrical and structural drawings is required for the following: a. Determination of all column locations and sizes. b. Determination of top of floor, top of steel, wall plate and top of beam elevations. c. Verification of all dimensions. d. Verify all tops of footings. 10. The contractor and all subcontractors he intends to use (including agents and The contractor and all subcontractors he intends to use (including agents and suppliers) shall make consideration for and include Monies for the above in preparation of their bids. This requirement shall supersede any contained in the AISC "Manual of Steel Construction".
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DIVISION 01 - Section 01 11 00 SUMMARY OF WORK
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1. The Contractor shall verify all dimensions and conditions prior to starting The Contractor shall verify all dimensions and conditions prior to starting construction. The Engineer shall be notified of any discrepancies or inconsistencies. 2. Do not scale the Drawings for working dimensions. Do not scale the Drawings for working dimensions. 3. Notes and details on Drawings shall take precedence over General Notes and Notes and details on Drawings shall take precedence over General Notes and Typical Details. Typical details shall apply to the project Drawings except when specific details are shown which shall take precedence. 4. All work shall conform to the minimum standards of the following code: All work shall conform to the minimum standards of the following code: The 2016 edition of the California Building Code, and any other regulating agencies which have authority over any portion of the work, and those codes and standards listed in these notes and Specifications. 5. See Structural Drawings for the following: See Structural Drawings for the following: a. Size and location of window and door openings. b. Size and location of concrete curbs, floor drains, and depressed areas. c. Size and location of floor and roof openings except as shown. d. Size and location of interior and exterior non-bearing partitions. 6. See Mechanical, Plumbing, and Electrical Drawings for the following: See Mechanical, Plumbing, and Electrical Drawings for the following: a. Electrical conduit runs, boxes, and outlets in walls, size and location of equipment bases. b. Pipe runs, sleeves, hangers, trenches, and openings. c. Concrete inserts for fixtures. 7. Contractor shall investigate site during clearing and earth work operations for Contractor shall investigate site during clearing and earth work operations for filled excavations or buried structures such as cesspools, cisterns, foundations, etc. If any such structures are found, notify Structural Engineer immediately. 8. The contract Structural Drawings and Specifications represent the finished The contract Structural Drawings and Specifications represent the finished structure. They do not indicate the method of construction. The Contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not be limited to, bracing, shoring for loads due to construction equipment, etc. Observation visits to the site by the Structural Engineer shall not include inspection of the above items. 9. Openings, pockets, etc. larger than 6 inches shall not be placed in slabs, decks, Openings, pockets, etc. larger than 6 inches shall not be placed in slabs, decks, beams, joists, columns, walls, etc., Unless specifically detailed on the Structural Drawings. Notify the Structural Engineer when drawings by others show openings, pockets, etc., not shown on the Structural Drawings, but which are located in structural members. 10. Construction materials shall be spread out if placed on framed floors or roof. Construction materials shall be spread out if placed on framed floors or roof. Load shall not exceed the design live load per square foot. Provide adequate shoring and/or bracing where structure has not attained design strength. 11. Shop Drawings submitted to the Structural Engineer for review shall consist of Shop Drawings submitted to the Structural Engineer for review shall consist of the number of sets to be returned plus one. Shop drawing submittals shall be bond copies. 12. Adhesive anchors shall be Hilti HIT HY150 epoxy per ICBO ER-5193 with ASTM Adhesive anchors shall be Hilti HIT HY150 epoxy per ICBO ER-5193 with ASTM A-36 threaded rod or approved equal u.n.o.. Expansion anchors shall be Hilti kwik bolts II carbon steel per ICBO ER. 4627 u.n.o.. Adhesive or expansion anchors shall not be installed until masonry grout or concrete has cured to design strength. 13. Design loads: Design loads: Dead Load: 15 psf. 15 psf. Live Load: 303 psf. (snow) 303 psf. (snow) Pedestrian Load: 90 psf 90 psf Vehicle Load (Construction): 2500 lbs AASHTO Design Requirements: Wind Design Data: 1. Horizontal (HWL): 29.2 psf 1. Horizontal (HWL): 29.2 psf 2. Vertical (VWL): 120 plf Earthquake Design Data: Seismic Analysis not Required for Simple Span Bridge (AASHTO 4.7.4.2) Min Connection Force (AASHTO 3.10.9) Min Connection Force (AASHTO 3.10.9) PGA = 0.47 PGA = 0.47 Fpga = 1.175 As = 0.552 0.552 EL = 0.331xDL = 212 lbs
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DIVISION 01 - Section 01 82 13 FOUNDATION PERFORMANCE REQUIREMENTS
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1. Foundation design based on soils report by the following company: Foundation design based on soils report by the following company: H&K an NV5 Company 10775 Pioneer Trail, #213 Pioneer Trail, #213 Truckee, CA 96161 (530) 587-5156 Fax: (530) 587-5196 Job No. 42175.03 DATE: 6/1/18 2. Footings are designed based on an allowable soil bearing pressure Footings are designed based on an allowable soil bearing pressure of 2500 psf with 1/3 increase for short-term loads. All footings shall be 24 inches below adjacent exterior finish Grade. 3. Contractor shall provide for proper de-watering of excavations Contractor shall provide for proper de-watering of excavations from surface water, ground water, seepage, etc. 4. Contractor shall provide for design and installation of all cribbing, Contractor shall provide for design and installation of all cribbing, sheathing and shoring required to safely and adequately retain the earth banks. 5. Excavations for footings shall be approved by the Soils Engineer Excavations for footings shall be approved by the Soils Engineer prior to placing the concrete and reinforcing. Contractor to notify soils Engineer when inspection of excavation is ready. Soils Engineer to submit letter of compliance to the owner. 6. All excavations shall be properly backfilled. Do not place backfill All excavations shall be properly backfilled. Do not place backfill behind retaining walls before concrete has attained full design strength. Contractor shall brace or protect all building and pit walls below Grade from Lateral Loads until attaching floors are completely in place and have attained full strength. Contractor shall provide for design, permits and installation of such bracing. 7. Footings shall be placed and estimated according to depths shown Footings shall be placed and estimated according to depths shown on Drawings. 8. Footing backfill and utility trench backfill within building area shall Footing backfill and utility trench backfill within building area shall be mechanically compacted in layers, to the approval of the Soils Engineer. Flooding will not be permitted. 9. All abandoned footings, utilities, etc., that interfere with new All abandoned footings, utilities, etc., that interfere with new construction shall be removed.
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DIVISION 06 - Section 06 11 00 WOOD FRAMING
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1. Framing lumber shall be Alaskan Yellow Cedar 20F-V12 or better, with moisture content < Framing lumber shall be Alaskan Yellow Cedar 20F-V12 or better, with moisture content < 19% unless otherwise noted. Railing and decking shall be Douglas Fir no. 2 Grade or better, unless otherwise noted. Posts and beams 6 x and larger shall be Douglas Fir No. 1 Grade, unless otherwise noted. 2. All bolts shall conform to ASTM A-307. Bolt holes shall be 1/16 in. maximum larger than All bolts shall conform to ASTM A-307. Bolt holes shall be 1/16 in. maximum larger than the bolt size. Retighten all nuts prior to closing in. All bolts shall have a minimum of 3 threads projecting beyond the nut, rolled threads (upset) are not permitted. 3. Standard cut washers shall be used under bolt heads and nuts against wood. Use heavy plate Standard cut washers shall be used under bolt heads and nuts against wood. Use heavy plate or malleable iron washers for all bolts designed to act in tension. See Drawings for location. Heavy plate washer sizes shall be as follows: 1/2 in. bolt . . . . . . . . . . . . . 2 x 2 x 1/4 1/2 in. bolt . . . . . . . . . . . . . 2 x 2 x 1/4 5/8 in. bolt . . . . . . . . . . . . . . 2 1/2 x 2 1/2 x 1/4 3/4 in. bolt . . . . . . . . . . . . . . 3 x 3 x 1/4 7/8 in. bolt . . . . . . . . . . . . . . 3 1/2 x 3 1/2 x 5/16 1 in. bolt . . . . . . . . . . . . . . . . 4 x 4 x 3/8 1 1/8 in. bolt . . . . . . . . . . . . . . 4 x 4 x 7/16 4. Do not notch joists, rafters or beams, except where shown in details. Obtain Engineer's Do not notch joists, rafters or beams, except where shown in details. Obtain Engineer's approval for any holes or notches not detailed. 5. Nailed connections shall conform to the minimum nailing schedule of table 2304.9.1 of the Nailed connections shall conform to the minimum nailing schedule of table 2304.9.1 of the California Building Code, except as otherwise noted. All nails for hardware shall be common wire nails unless manufacturer specifically allows other nail types. Where driving of nails cause splitting, holes for the nails shall be pre-drilled. All framing can be completed with 16d sinker nail (0.148 x 3 1/4"). 6. Unless noted otherwise, pre-manufactured framing connectors called for on the Drawings shall Unless noted otherwise, pre-manufactured framing connectors called for on the Drawings shall be Simpson Strong-Tie connectors, or approved equal. 7. All GluLam Beams specified shall have the following minimum design strengths: All GluLam Beams specified shall have the following minimum design strengths: width and depth as shown on plan: fb=2000 psi, fv=265 psi, e=1,500,000 1,500,000 8. Do NOT notch beams, joists, and studs, (U.N.O.)Do NOT notch beams, joists, and studs, (U.N.O.)NOT notch beams, joists, and studs, (U.N.O.) notch beams, joists, and studs, (U.N.O.)
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1. General: Provide structural glued-laminated timber that complies with AITC/ANSI A190.1 or General: Provide structural glued-laminated timber that complies with AITC/ANSI A190.1 or research/evaluation reports acceptable to authorities having jurisdiction. 2. Glued laminated wood beams shall be Alaskan Yellow Cedar or approved natural decay Glued laminated wood beams shall be Alaskan Yellow Cedar or approved natural decay resistant, combination 20F-V12 AC/AC for simple spans and 20F-V13 AC/AC for simple spans and 20F-V13 AC/AC for cantilevered spans with E=1.5x10^6 psi, all with exterior glue. 3. All members to have aitc or apa-ews stamp. All members to have aitc or apa-ews stamp. 4. All laminations for 'Glu-Lam' beams shall be 1 1/2 inches thick and of the width shown or All laminations for 'Glu-Lam' beams shall be 1 1/2 inches thick and of the width shown or noted. All laminations shall be parallel to the bottom edge of the beam, unless noted otherwise. 5. For additional requirements see Specifications. For additional requirements see Specifications. 6. 'Glu-Lam' beam sizes shown on plans are net sizes. Provide additional laminations as 'Glu-Lam' beam sizes shown on plans are net sizes. Provide additional laminations as required for shaped ridges, hips, valley members, beam seats, etc. See details for requirements not noted. 7. Manufacture 'Glu-Lam' as required for moisture content, used in arid condition. Manufacture 'Glu-Lam' as required for moisture content, used in arid condition. 8. Simpson hardware shall be Zmax Hot Dipped Galvanized.Simpson hardware shall be Zmax Hot Dipped Galvanized.
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DIVISION 06 - Section 06 18 00 GLUED-LAMINATED CONSTRUCTION
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SHEET INDEXSHEET INDEX
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S0.1
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GENERAL NOTES
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S0.2
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GENERAL NOTES (CONTINUED)/ TYPICAL DETAILS
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S1.1
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BRIDGE SITE PLAN
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S1.2
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BRIDGE SECTION
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S1.3
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BRIDGE FOUNDATION/FRAMING PLAN
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S2.0
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BOARDWALK SITE PLAN
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S2.1
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BOARDWALK ENLARGED SECTION "A"
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S2.2
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BOARDWALK ENLARGED SECTION "B"
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S2.3
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BOARDWALK ENLARGED SECTION "C"
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S2.4
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BOARDWALK ENLARGED SECTION "D"
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S2.5
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BOARDWALK SECTIONS/PARTIAL FRAMING PLAN
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DIVISION 01 - Section 01 45 00 SPECIAL INSPECTIONS AND DEFERRED SUBMITTALS
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SEE SHEET S0.2 FOR SPECIAL INSPECTION NOTES
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1. Hot dip galvanized per ASTM A153-(latest revision). Hot dip galvanized per ASTM A153-(latest revision). 2. Lead and extension section lengths and helix spacings are nominal. Lead and extension section lengths and helix spacings are nominal. 3. Nominal spacing between helix plates is three times the diameter of the lower helix. Nominal spacing between helix plates is three times the diameter of the lower helix. 4. Shaft material-hot rolled round-cornered-square (rcs) solid steel bars per ASTM A29J Shaft material-hot rolled round-cornered-square (rcs) solid steel bars per ASTM A29J minimum yield strength=90 ksi. 5. Helix material-hot rolled low alloy steel sheet, strip, or plate per ASTM A656, or A1018 grade Helix material-hot rolled low alloy steel sheet, strip, or plate per ASTM A656, or A1018 grade 80. Minimum yield strength=80 ksi. for 8" helices, 1/2" thick. for all other helices, 3/8" thick. 6. Coupling bolts: 7/8' diameter x 3-1/2' long hex head per ASTM A193 grade B7, Coupling bolts: 7/8' diameter x 3-1/2' long hex head per ASTM A193 grade B7, 7. Manufacturer to have in effect industry recognized written quality control for all materials and Manufacturer to have in effect industry recognized written quality control for all materials and manufacturing processes. 8. All welding to be done by welders certified under section 5 of the AWS code D1.1. All welding to be done by welders certified under section 5 of the AWS code D1.1. 9. See ICC evaluation service inc,, evaluation report NO., ESR-2794 for nominal, design, and See ICC evaluation service inc,, evaluation report NO., ESR-2794 for nominal, design, and allowable strength values and/or conditions of use concerning information presented on this drawing,
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DIVISION 31 - Section 31 62 16 HELICAL PIER
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Per H&K Soils Report: Boardwalk Helical Pier Support - Chance Helical Pier or equivalent: Depth of Pier (feet bgs) 10 10 Number of Helices 2 2 Depth (feet)/Diameter of Helix 1 6.5/14 6.5/14°Depth (feet)/Diameter of Helix 2 10/12 10/12°Pier Batter 10 4 10°±4°-Chance SS175 or larger diameter shaft -Helical Pier material should be suitable for placement in wet environment -Torque strength• rating-10,500 ft-lb rating-10,500 ft-lb -Ultimate capacity <compression)-105 kip -Lle based on a torque factor (kt)-10 -Per icc-es ac358 section 3132 -Nominal tension strength (coupling bolt)-100 kip
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Provide elastomeric bearing pad at girder bearing locations to accomodate thermal expansion. Plain elastomer bearing pads and laminated steel bearing pads shall conform to the applicable requirements of ASTM D4014. Laminated fabric bearing pads shall conform to the applicable requirements of AASHTO M251. Steel reinforced elastomeric bearing pads material requirements include: - Steel reinforced elastomeric bearing pad (grade 4) Steel reinforced elastomeric bearing pad (grade 4) - Durometer hardness (shore a) of 60 Durometer hardness (shore a) of 60 - Shear modulus at 73°f of 175 psiShear modulus at 73°f of 175 psi
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
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S0.2
GENERAL NOTES/
TYPICAL DETAILS
11
PERMIT REVIEW
12-11
-2018
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CMU - DOUBLE CURTAIN OF REINFORCEMENT
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w/ SPLICE AT MID
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SPAN / HEIGHT
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TYPICAL
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TYPICAL
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w/ SPLICE AT MID
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SPAN / HEIGHT
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CMU - SINGLE CURTAIN OF REINFORCEMENT
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CONCRETE
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SIZE OF REINF.
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%%UMIN. LAP LENGTH AT SPLICES
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REBAR CONFIG. AND LAPS
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36"
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27"
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45"
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54"
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47"
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31"
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35"
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24"
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59"
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39"
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47"
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70"
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-
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72"
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63"
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63"
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94"
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82"
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55"
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-
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-
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24"
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24"
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30"
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#4
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30"
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#3
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24"
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#5
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46"
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36"
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#6
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65"
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-
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48"
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42"
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-
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#9
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#8
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117"
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148"
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#7
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89"
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#10
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188"
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4" MIN.
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4" MIN.
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6 BAR
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4" MIN.
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90%%D
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135%%D
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4" MIN.
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6 BAR %%C
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4" MIN.
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6 BAR %%C
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D
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D
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135%%D
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90%%D
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D
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90%%D
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135%%D
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D
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12 BAR %%C
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D= 6 BAR %%C FOR #3 TO # 8
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4" MIN.
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TIES & STIRRUPS
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BAR OFFSET
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6
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1 MAX
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D= 8 BAR %%C FOR #9 TO # 11
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6 BAR
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6 BAR %%C
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6" MIN.
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D
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4 BAR %%C
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D
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STANDARD HOOKS
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C-000-104/N.T.S.
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1
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FOOTING INTERSECTION
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FOOTING CORNER
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24"
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24"
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24"
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RETURN ENDS 12" B.W.
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24"
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24"
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HOOK ENDS 24" TYP.
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SEE WALL SECTIONS FOR FOOTING REINF.
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FOOTING END
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2" CLR. MIN
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24"
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SEE PLAN AND SECTIONS FOR FOOTING SIZE
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C-000-107/N.T.S.
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TYPICAL REINFORCED LAP IN FOOTINGS
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2
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SPECIAL INSPECTION SCHEDULE
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TYPE
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REQUIRED OF THIS PROJECT
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PERIODIC INSPECTION
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CONTINUOUS INSPECTION
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CONCRETE
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TAKING OF SPECIMENS AND PLACEMENT OF CONCRETE WHERE CALCULATED DESIGN f,c GREATER THAN 2500 psi.
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DURING PLACEMENT OF REINFORCING STEEL
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STRESSING OF POST-TENSIONING TENDONS
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HIGH STRENGTH GROUT AND MOMENT FRAME ANCHOR ROD PLACEMENT
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INSTALLATION OF DAYTON SUPERIOR BARLOCK REBAR COUPLERS
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STEEL
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WELDING
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COMPLETE JOINT PENETRATION WELDS
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PERIODIC INSPECTION OF FILLET WELDS
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WELDED STUDS
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FLOOR AND ROOF DECK WELDING
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HIGH-STRENGTH BOLTING (SEE NOTES, SECTION 5)
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STRUCTURAL MASONRY
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DURING PREPARATION AND TAKING OF ANY REQUIRED TEST SPECIMENS
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AT START OF LAYING UNITS, AFTER PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION AND DURING ALL GROUTING OPERATION
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SIMPSON TITEN HD ANCHORS
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AFTER INSTALLATION OF ALL SHEAR WALL AND DIAPHRAGM SHEATHING WITH NAIL SPACING OF 4" o.c. OR LESS
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AFTER INSTALLATION OF A NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS INCLUDING DRAG STRUTS, STRAPS, BRACES AND HOLDOWNS
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* SPECIAL INSPECTION NEED NOT BE PRESENT CONTINUOUSLY DURING PLACING OF REINFORCING STEEL PROVIDED THE SPECIAL INSPECTION NEED NOT BE PRESENT CONTINUOUSLY DURING PLACING OF REINFORCING STEEL PROVIDED THE INSPECTOR HAS INSPECTED FOR CONFORMANCE TO PLANS PRIOR TO CLOSING OF FORMS OR DELIVERY OF CONCRETE TO THE JOB SITE. NOTES 1. WELDING (PER CBC 2016, SECTION 17043.M AWS D1.1 AND AISC 341-10) SPECIAL INSPECTION SHALL BE IN ACCORDANCE WELDING (PER CBC 2016, SECTION 17043.M AWS D1.1 AND AISC 341-10) SPECIAL INSPECTION SHALL BE IN ACCORDANCE WITH CBC SECTION 17043 AND AWS D1.1 CHAPTER 6. 1A. PERIODIC INSPECTION OF ALL FILLET WELDS OF ALL FIELD WELDING 1B. COMPLETE PENETRATION WELDS 1B1. CONTINUOUS INSPECTION REQUIRED FOR ALL FIELD AND SHOP COMPLETE PENETRATION WELDS. ALL FIELD AND SHOP COMPLETE PENETRATION WELDS. COMPLETE PENETRATION WELDS. 1B2, NON-DISTRUCTIVE TESTING REQUIRED FOR ALL COMPLETE PENETRATION WELDS. 1C REINFORCING STEEL 1C1. CONTINUOUS INSPECTION PER CBC AWS D1.4, ACI 318-10 352, ACI 530-10 2.1.10.72 AND 333.4 (B) OF ALL WELD REINFORCING STEEL FOR CONCRETE MOMENT FRAMES AND MASONRY SPLICES. ALL REINFORCING STEEL TO BE WELDED SHALL BE A706. 1C2. PERIODIC INSPECTION PER CBC AWS D1.4 ACI 318-10 352. OF ALL OTHER WELDING OF REINFORCING STEEL NOT IN ITEM 1 ABOVE ALL REINFORCING STEEL TO BE WELDED SHALL BE A706. 2. CONCRETE (PER CBC 2016, SECTION 19015 AND ACI 318-10) SPECIAL INSPECTION SHALL BE IN ACCORDANCE WITH CBC CONCRETE (PER CBC 2016, SECTION 19015 AND ACI 318-10) SPECIAL INSPECTION SHALL BE IN ACCORDANCE WITH CBC SECTION 1704.4 AND TABLE 1704.4 3A. SPECIAL INSPECTION ON CONCRETE PLACED FOR ELEVATED SLAB AT SECOND FLOOR 3B. SPECIAL INSPECTION ON FOOTINGS AND SLAB -ON0GRADE IS NOT REQUIRED. 3. STRUCTURAL WOOD FOR SEISMIC RESISTANCE (PER CBC 2016. SECTION 1707.3) PERIODIC SPECIAL INSPECTION FOR STRUCTURAL WOOD FOR SEISMIC RESISTANCE (PER CBC 2016. SECTION 1707.3) PERIODIC SPECIAL INSPECTION FOR NAILING, BOLTING.ANCHORING AND OTHER FASTENER COMPONENTS WITHIN THE SEISMIC-FORCE-RESISTING SYSTEM, INCLUDING DRAG STRUTS, BRACES AND HOLDOWNS. EXCEPTION FASTING OF WOOD SHEATHING USED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS WHERE THE FASTENER SPACING IS GREATER THAN 4" o.c. 4. HIGH-STRENGTH BOLTING (PER CBC 2016, SECTION 1704.3.3 AND AISC 360, SECTION M2.5) WHILE THE WORK IS IN HIGH-STRENGTH BOLTING (PER CBC 2016, SECTION 1704.3.3 AND AISC 360, SECTION M2.5) WHILE THE WORK IS IN (PER CBC 2016, SECTION 1704.3.3 AND AISC 360, SECTION M2.5) WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND PAINT, BOLT PARTS AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET. FOR BOLTS REQUIRING PRE-TENSIONING, THE SPECIAL INSPECTOR SHALL OBSERVE THE PRE-INSTALLATION TESTING AND CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY THE INSTALLATION METHOD OR BY PROJECT PLANS OR SPECIFICATION, DETERMINE THAT ALL PILES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THE INSTALLATION OF BOLT TO VERIFY THAT THE SELECTED PROCEDURE FOR INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THE SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED PERIODIC MONITORING MONITORING OF BOLTS INSTALLATION FOR PRE-TENSIONING IS PERMITTED TO BE PERFORMED PERIODIC MONITORING MONITORING OF BOLTS INSTALLATION FOR PRE-TENSIONING IS PERMITTED TO BE PERFORMED MONITORING OF BOLTS INSTALLATION FOR PRE-TENSIONING IS PERMITTED TO BE PERFORMED ON PERIODIC BASSIS WHEN USING THE TURN-OF-NUT METHOD WITH MATCH-MARKING TECHNIQUES, THE DIRECT TENSION INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST -OFF BOLTS) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED BE INSPECTED ONLY ON PERIODIC BASSIS. CONTINUOUS MONITORING MONITORING OF BOLT INSTALLATION FOR PRE-TENSIONING USING THE CALIBRATED WRENCH CONTINUOUS MONITORING MONITORING OF BOLT INSTALLATION FOR PRE-TENSIONING USING THE CALIBRATED WRENCH MONITORING OF BOLT INSTALLATION FOR PRE-TENSIONING USING THE CALIBRATED WRENCH METHOD OR TURN-OF-NUT METHOD WITHOUT MATCH-MARKING SHALL BE PERFORMED ON CONTINUOUS BASSIS.
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S1.1
BRIDGE
SITE PLANS
12
PERMIT REVIEW
12-11
-2018
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EDGE OF PATH
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EDGE OF PATH
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6380
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TOP OF SLOPE
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TOP OF SLOPE
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6375
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6380
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6380
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6380
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6375
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TOP OF SLOPE
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TOP OF SLOPE
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6375
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6375
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DASHED LINE INDICATES EXISTING PATH TO BE ABANDONED (FIELD VERIFY)
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EXISTING WOOD BRIDGE AND LOG ABUTMENT TO BE REMOVED
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SILT FENCE BOTH SIDES OF BRIDGE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE w/ CIVIL DRAWING
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EDGE OF PATH
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EDGE OF PATH
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DASHED LINE INDICATES EXISTING PATH TO BE ABANDONED (FIELD VERIFY)
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BRIDGE DECK EL. = 6382.8~8' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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BRIDGE DECK EL. = 6382.8~8' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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NATURAL STONE ABUTMENT/ROCKERY WALL, TYP
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PROVIDE ROCK ARMOR AT SIDES OF PATH, TYP
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NEW GRADING, SLOPE DOWN TO EXISTING PATH, SLOPE 1:12
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8x3 DECKING TYP.
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EXTENTS OF EXCAVATION, 36 S.F.
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EXTENTS OF EXCAVATION, 36 S.F.
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EL. = 6382.5' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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NEW GRADING, SLOPE DOWN TO EXISTING PATH, SLOPE 1.5:12 COORDINATE WITH CIVIL DRAWINGS
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EL. = 6380.0' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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6381
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6382
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MICROPILE LOCATION (TYP). APPROXIMATELY 6" DIAMETER GROUND DISTURBANCE AT EACH
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6380
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100 YR FLOOD PLANE /W.S.E
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100 YR FLOOD PLANE /W.S.E
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ORDINARY HIGH WATER MARK
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SILT FENCE BOTH SIDES OF BRIDGE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE w/ CIVIL DRAWING
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SILT FENCE BOTH SIDES OF BRIDGE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE w/ CIVIL DRAWING
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SILT FENCE BOTH SIDES OF BRIDGE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE w/ CIVIL DRAWING
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SOUTH RAMP APPROX. FILL - 16.5 yd 3
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MICROPILES APPROX. CUT/FILL - 0.5 yd 3 EACH MICROPILE
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MICROPILES APPROX. CUT/FILL - 0.5 yd 3 EACH MICROPILE
1. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND COORDINATE AND VERIFY ALL DIMENSIONS WITH THE DRAWINGS. CONTACT ENGINEER WITH DISCREPANCIES BEFORE CONSTRUCTION OCCURS. 2. THE 100 YEAR FLOOD PLANE WATER SURFACE THE 100 YEAR FLOOD PLANE WATER SURFACE ELEVATION (WSE) IN THE AREA OF BRIDGE IS 6379'-6' 3. FREEBOARD ELEVATION ABOVE WSE TO BOTTOM OF FREEBOARD ELEVATION ABOVE WSE TO BOTTOM OF STRUCTURE 1'-0" 4. MAXIMUM ELEVATION ABOVE GROUND SURFACE TO TOP MAXIMUM ELEVATION ABOVE GROUND SURFACE TO TOP OF WALKING SURFACE: 7'-8~8"
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BRIDGE SITE PLAN
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1"=30'-0"
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NORTH
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LEGEND
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SHADED HATCH INDICATE NEW BRIDGE
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DASHED LINE INDICATES EXISTING PATH TO BE ABANDONED (FIELD VERIFY)
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100 YR FLOOD PLANE /W.S.E
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SILT FENCE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE LOCATION w/ CIVIL DRAWING
dougg
Calfornia
REVISIONS
2079
D.G.
AS NOTED
T.E.S.
SCALE
ISSUE DATE
PROJECT#
DESIGNED BY
DRAFTED BY
CLIENT INFORMATION
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TAHOE DONNER
ASSOCIATION 11509
NORTHWOODS BLVD
TRUCKEE, CA 96161
12/10/18
PRIN
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These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S1.2
BRIDGE SECTION
13
PERMIT REVIEW
12-11
-2018
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(E) GRADE (FIELD VERIFY)
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SLOPE
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BOTTOM OF FRAMING EL. =6380'-6"
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BOTTOM OF CREEK EL. =6375'-0"
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1'-0" FREE BOARD
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(E) GRADE (FIELD VERIFY)
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EL. = VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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6x6 D.F. POST AT 8'-0" o.c. TYP.
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2x6 D.F. TOP AND BOTTOM RAIL TYP.
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3x8 D.F. HAND RAIL TYP.
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WETLAND/ENV SENSITIVE AREA
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BRIDGE SECTION
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3/16"=1'-0"
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1
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(LONGITUDINAL)
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6~w"x24 (ALASKAN YELLOW CEDAR) TYP.
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8x3 DECKING TYP.
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SEASONAL TROUT CREEK WATER SURFACE ELEVATION ORDINARY HIGH WATER MARK
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(E) GRADE (FIELD VERIFY)
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PILE DEPTH VERIFY AND COORDINATE w/ GEOTECHNICAL
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1.5
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12
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FILL SLOPE DOWN FROM (N) BRIDGE TO (E) WALKING PATH
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(E) GRADE/(N) RAMP EL. =6380'-0"
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1
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12
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(E) GRADE/(N) RAMP EL. =6383'-10"
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NOTES
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1. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND COORDINATE AND VERIFY ALL DIMENSIONS WITH THE DRAWINGS. CONTACT ENGINEER WITH DISCREPANCIES BEFORE CONSTRUCTION OCCURS.
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RIPRAP SCOUR PROTECTION, TYP
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RIPRAP SCOUR PROTECTION, TYP
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100 YR FLOOD PLANE /W.S.E
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100 YR FLOOD PLANE /W.S.E EL. =6379'-5"
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100 YR FLOOD PLANE /W.S.E EL. =6379'-5"
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FINISHED BRIDGE EL. = 6382'-8~8" VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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FINISHED BRIDGE EL. = 6382'-8~8" VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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NORTH
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ROCK ARMOR SIDES OF APPROACH FILL
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FILL SLOPE DOWN FROM (N) BRIDGE TO (E) WALKING PATH
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
1. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND COORDINATE AND VERIFY ALL DIMENSIONS WITH THE DRAWINGS. CONTACT ENGINEER WITH DISCREPANCIES BEFORE CONSTRUCTION OCCURS. 2. WATER SURFACE ELEVATION (WSE) IN THE AREA OF WATER SURFACE ELEVATION (WSE) IN THE AREA OF BOARDWALK RANGES FROM 6354.0' TO 6351.0' 3. FREEBOARD ELEVATION ABOVE WSE TO BOTTOM OF FREEBOARD ELEVATION ABOVE WSE TO BOTTOM OF STRUCTURE 1'-0" 4. MAXIMUM ELEVATION ABOVE GROUND SURFACE TO TOP MAXIMUM ELEVATION ABOVE GROUND SURFACE TO TOP OF WALKING SURFACE: 5'-5"
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LEGEND
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SHADED HATCH INDICATE NEW BOARDWALK, EXTENTS DOES EXTENTS DOES NOT CHANGE FROM EXISTING. BOARDWALK
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DASHED LINE INDICATES EXISTING PATH/BOARDWALK TO BE ABANDONED (FIELD VERIFY)
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100 YR FLOOD PLANE /W.S.E
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SILT FENCE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE LOCATION w/ CIVIL DRAWING
dougg
Calfornia
NATURE LOOP
REVISIONS
2079
D.G.
AS NOTED
T.E.S.
SCALE
ISSUE DATE
PROJECT#
DESIGNED BY
DRAFTED BY
CLIENT INFORMATION
TA
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E, C
A
TAHOE DONNER
ASSOCIATION 11509
NORTHWOODS BLVD
TRUCKEE, CA 96161
12/10/18
PRIN
T DA
TE:
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S2.1
BOARDWALK
ENLARGED
SECTION "A"
16
PERMIT REVIEW
12-11
-2018
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6355
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6355
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6355
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6360
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1
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S2.5
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6356 3'
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6355 6'
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6356 1'
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EDGE OF PATH
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EXISTING PATH (FIELD VERIFY) TO BE ABANDONED PROVIDE NEW BOARDWALK EXTENSION
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EXISTING BOARDWALK (FIELD VERIFY) TO BE REMOVED PROVIDE NEW BOARDWALK
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EXISTING PATH (FIELD VERIFY) TO BE ABANDONED PROVIDE NEW BOARDWALK EXTENSION
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DASHED LINE INDICATES EXISTING PATH TO BE ABANDONED (FIELD VERIFY)
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EXISTING PATH (FIELD VERIFY)
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100 YR FLOOD PLANE /W.S.E
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EDGE OF PATH
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2
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S2.5
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TYP.
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SILT FENCE BOTH SIDES OF BOARDWALK AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE w/ CIVIL DRAWING
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LEGEND
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SHADED HATCH INDICATE NEW BOARDWALK
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DASHED LINE INDICATES EXISTING PATH/BOARDWALK TO BE ABANDONED (FIELD VERIFY)
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6357 1'
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6355 3'
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6355 1'
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EL. = BOARDWALK 6356.3' EL. = WSE 6354.0' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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(N) REALIGNED WALKING PATH, COORDINATE WITH CIVIL DRAWINGS
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STACKED NATURAL ROCK ABUTMENT AT END OF BOARDWALK
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100 YR FLOOD PLANE /W.S.E
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FINISHED BOARDWALK EL. = 6357.5' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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100 YR FLOOD PLANE /W.S.E
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SILT FENCE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE LOCATION w/ CIVIL DRAWING
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FILL w/ COMPACTED NATIVE SOIL TO JOIN DIRT PATH TO BOARDWALK
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S2.2
BOARDWALK
ENLARGED
SECTION "B"
17
PERMIT REVIEW
12-11
-2018
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6355
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6355
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6350
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6350
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DASHED LINE INDICATES EXISTING BOARDWALK TO BE REMOVED (FIELD VERIFY)
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2
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S2.5
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TYP.
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LEGEND
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SHADED HATCH INDICATE NEW BOARDWALK
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100 YR FLOOD PLANE /W.S.E
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DASHED LINE INDICATES EXISTING PATH/BOARDWALK TO BE ABANDONED (FIELD VERIFY)
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SILT FENCE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE LOCATION w/ CIVIL DRAWING
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S2.3
BOARDWALK
ENLARGED
SECTION "D"
18
PERMIT REVIEW
12-11
-2018
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EL. = BOARDWALK 6353.8' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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6350
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6350
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6350
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6350
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6350
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2
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S2.5
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TYP.
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LEGEND
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SHADED HATCH INDICATE NEW BOARDWALK
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DASHED LINE INDICATES EXISTING BOARDWALK TO BE REMOVED (FIELD VERIFY)
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EL. = BOARDWALK 6354.2' EL. = WSE 6351.86' EL. = GROUND 6350.565 VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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DASHED LINE INDICATES EXISTING PATH/BOARDWALK TO BE ABANDONED (FIELD VERIFY)
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S2.4
BOARDWALK
ENLARGED
SECTION "D"
19
PERMIT REVIEW
12-11
-2018
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6350
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6350
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6350
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6355
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6355
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EDGE OF PATH
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100 YR FLOOD PLANE /W.S.E
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EL. = BOARDWALK 6354' EL. = WSE 6351.0' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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6351 5'
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6353 0'
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6353 8'
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1
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S2.5
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DASHED LINE INDICATES EXISTING BOARDWALK TO BE REMOVED (FIELD VERIFY)
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EXISTING PATH (FIELD VERIFY)
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EDGE OF PATH
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2
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S2.5
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TYP.
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LEGEND
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SHADED HATCH INDICATE NEW BOARDWALK
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SILT FENCE BOTH SIDES OF BOARDWALK AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE w/ CIVIL DRAWING
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DASHED LINE INDICATES EXISTING PATH TO BE ABANDONED (FIELD VERIFY)
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100 YR FLOOD PLANE /W.S.E
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SILT FENCE AS REQUIRED FOR EXTENT OF WORK VERIFY AND COORDINATE LOCATION w/ CIVIL DRAWING
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100 YR FLOOD PLANE /W.S.E
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STACKED NATURAL ROCK ABUTMENT AT END OF BOARDWALK
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FILL w/ COMPACTED NATIVE SOIL TO JOIN DIRT PATH TO BOARDWALK
These Drawings have been prepared byForbes Linchpin Structural Engineering Inc..They are not suitable for use on otherprojects, in other locations, or by any otherindividuals without the written approval andparticipation of Forbes Linchpin StructuralEngineering Inc.. Reproduction is prohibited.
OF 20
S2.5
BOARDWALK
SECTIONS/PARTIAL
FRAMING PLAN
20
PERMIT REVIEW
12-11
-2018
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(E) GRADE (FIELD VERIFY)
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10'-0"
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PILE DEPTH VERIFY AND COORDINATE w/ GEOTECHNICAL
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WETLAND/ENV SENSITIVE AREA
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6x6 D.F. POST AT 8'-0" o.c. TYP.
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2x6 D.F. BOTTOM RAIL TYP.
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2x6 D.F. TOP RAIL TYP.
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STAINLESS STEEL TENSIONED STRANDS RAILING TYP.
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6x10 AT 4'-0" o.c. (ALASKAN YELLOW CEDAR) w/ HUCQ410 EA. END TYP.
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6x10 AT 8'-0" o.c. (ALASKAN YELLOW CEDAR) TYP.
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8x3 DECKING TYP.
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GALVANIZED STEEL HELICAL SCREW PILES COORDINATE AND VERIFY w/ GEOTECHNICAL
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NATIVE SOILS (FIELD VERIFY)
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3x8 D.F. HAND RAIL TYP.
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2
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-
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BOARDWALK SECTION
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~8"=1'-0"
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1
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(LONGITUDINAL)
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(E) GRADE (FIELD VERIFY)
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FINISHED BOARDWALK EL. = 6357.5' VERIFY AND COORDINATE w/ CIVIL DRAWINGS
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STACKED NATURAL STONE ABUTMENT
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1'-0" MIN. FREEBOARD
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WETLAND/ENV SENSITIVE AREA
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100 YR FLOOD PLANE /W.S.E
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100 YR FLOOD PLANE /W.S.E
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PARTIAL BOARDWALK FRAMING PLAN
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1/2"=1'-0"
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6x6 POST TYP.
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(3) 6x10 (ALASKAN YELLOW CEDAR) w/ HUCQ410 EA. END TYP.
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8x3 DECKING TYP.
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GALVANIZED STEEL HELICAL SCREW PILES (NOT ALL SHOWN FOR CLARITY) COORDINATE AND VERIFY w/ CIVIL DRAWINGS
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HUCQ410 EACH END TYP.
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6x1O AT 8'-0" o.c. (ALASKAN YELLOW CEDAR)
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6x1O AT 8'-0" o.c. (ALASKAN YELLOW CEDAR)
AutoCAD SHX Text
6x1O AT 8'-0" o.c. (ALASKAN YELLOW CEDAR)
AutoCAD SHX Text
6x1O AT 8'-0" o.c. (ALASKAN YELLOW CEDAR)
AutoCAD SHX Text
STACKED NATURAL STONE ABUTMENT/ WALKING SURFACE WITH COMPACTED NATIVE SOIL FILL AS REQUIRED
AutoCAD SHX Text
SLOPED DOWN TO CATCH EXISTING GRADE, MAX RATE OF 1:12.
AutoCAD SHX Text
SLOPED DOWN TO CATCH EXISTING GRADE, MAX RATE OF 1:12.
