|
-- GENERAL NOTES--
<br />1 DESIGN BASIS: Designed in accordance with the 2015 International Building Code
<br />(IBC).
<br />2 OCCUPANCY CATEGORY: II (per IBC Table 1604.5)
<br />3 DESIGN DEAD / LIVE LOADS
<br />- Floor Live Load: 100 PSF Typical Slab on grade
<br />Roof Dead Load: 15 PSF Typical (Incl. Framing)
<br />Roof Live Load: 20 PSF Typical
<br />4 DESIGN SNOW LOADS (ASCE 7-10)
<br />- Ground Snow Load: Pg = 20 PSF
<br />Flat Roof Snow Load: Pf = 14 PSF
<br />- Minimum Uniform Roof Snow Load = 25 PSF (unreducible)
<br />- Snow Load Importance Factor: Is = 1.0
<br />5 DESIGN WIND LOADS (ASCE 7-10)
<br />V (3-sec gust) = 110 MPH / Exposure: B / Importance Iw = 1.0
<br />Components & Cladding: Component and cladding -wind pressures to be used for
<br />the design of exterior components and cladding (by others) shall be determined in
<br />accordance with ASCE 7 and the IBC.
<br />6 DESIGN SEISMIC LOADS (ASCE 7-10)
<br />- Site Class = D
<br />- Seismic Design Category = D / Importance le = 1.0
<br />Ss = 124% / S1 = 43%
<br />Sds = 0.332 / Sd 1 = 0.463
<br />Building System: Bearing Wall System
<br />SFRS: Light Frame Wood Walls with Structural Wood Shear Panels
<br />Response Modification Factor Used: (R) m 6.5
<br />7 QUALITY: Contractor shall ensure high standards of worksmanship throughout,
<br />with strict adherence to the contract documents and all governing codes and
<br />standards,
<br />6 DESIGN Kingworks
<br />RESPONSIBILITY: g orks is responsible only for the design of the
<br />primary structural system as shown in the contract documents. Design of all
<br />secondary structure or non-structural elements are by others.
<br />9 DISCREPANCIES: Notify the Architect immediately of any discrepancies between
<br />those notes, the contract drawings, the specification, or the governing code, The
<br />Architect shall reply in writing. Any related work performed by the Contractor prior to
<br />receiving a reply from the Architect is at the Contractor's sole risk. For purposes of
<br />bidding, the most stringent of the conflicting documents shall apply.
<br />10 VERIFICATIONS: Verify all existing conditions; verify all dimensions in the field;
<br />verify architectural, mechanical and electrical openings for size, location and
<br />number; notify the Architect of any discrepancies, substandard existing conditions,
<br />or conditions not included in or contrary to the Contract Documents prior to shop
<br />drawing submittal or construction.
<br />11 DRAWING COORDINATION: Coordinate the structural drawings with drawings
<br />from all other disciplines (including but not limited to Architectural, Civil, Mechanical,
<br />and Electrical).
<br />12 COMPLETED FORM: The structure shown in these drawings is designed to be
<br />stable and to resist the loads above only in a fully completed form. Contractor shall
<br />ensure that the structure is adequately braced and shored during construction for
<br />all temporary loads until all elements are in place, and shall ensure that temporary
<br />loadings do not exceed the allowable capacity of any structural elements both
<br />before and after these elements are in place.
<br />13 MEANS AND METHODS: Contractor is solely responsible for site safety,
<br />coordination, procedures, construction methodology, shoring, bracing, sequencing,
<br />and all other "means and methods" of construction except where specifically shown
<br />in the Contract Documents.
<br />14 PROTECTION AND BRACING: Contractor is solely responsible for the protection
<br />of existing buildings, utilities, streets, equipment, etc. during construction. Provide
<br />temporary bracing and protection as required,
<br />15 SCALING: Do not scale drawings. Sep: architectural drawings for dimensions, and
<br />notify the Architect of any discrepancies.
<br />16 ALTERATIONS: Any holes or other alterations to the structure which are not
<br />specifically detailed on the Contract Drawings shall be submitted to the engineer for
<br />approval
<br />17 LOAD COORDINATION: The design of all pre-engineered components shall
<br />include provisions for precise locations and weights of all mechanical units and
<br />other concentrated loads. Concentrated loads are not necessarily indicated on the
<br />Structural Drawings, and must be coordinated by the General Contractor, who shall
<br />also inform the Architect of any significant loads not shown in the contract
<br />documents, The Contractor shall assume full responsibility for coordination of
<br />weights, locations, hanger spacings, methods of attachment and seismic bracing of
<br />all mechanical units, sprinklers, pipes, ductwork, and other miscellaneous MEP
<br />assemblies.
<br />16 MEP CONNECTIONS TO STRUCTURE: Unless specifically shown otherwise in the
<br />Contract Documents, all anchorage, support, and seismic bracing of mechanical
<br />and electrical equipment, piping, ceilings, fixtures and other non-structural
<br />components shall be designed by a Washington State Licensed Professional
<br />Engineer and installed by the Contractor. The engineer shall be retained by the
<br />Contractor, and the Contractor is responsible for all associated engineering,
<br />component, and installation costs. Design shall be per ASCE. 7 Chapter 13.
<br />19 DELIVERY, STORAGE AND HANDLING: All products shall be delivered, stored,
<br />and handled according to the Manufacturer's recommendations and installation
<br />instructions. Protect all items from damage, moisture, corrosion, or other
<br />deterioration before, during and after installation.
<br />20 COPYRIGHT: These drawings, and all designs shown within these drawings, are
<br />copyrighted by Kingworks Consulting Engineers. Duplication is not permitted
<br />without written permission. The designs shown herein are intended for this project
<br />only and may not be used on any other project or for any other purpose.
<br />-- SUBMITTALS --
<br />I GENERAL: Provide PDF of all submittals to the Architect. Allow two weeks for
<br />review. Submittals will be reviewed for general conformance to the contract
<br />documents. Responsibility for adherence to the contract documents lies solely with
<br />the Contractor, including but not limited to dimensions, sizes, connections, and
<br />quantities.
<br />2 CONTRACTOR REVIEW: Contractor shall review, mark, and stamp all submittals
<br />before submittal to the Architect. Unreviewed or unstamped submittals will be
<br />returned to the Contractor without review.
<br />3 RESUBMITTALS: Resubmittals shall have all revisions clearly identified with
<br />"drawing clouds" and revision dates. KW shall not be responsible for review of .any
<br />unmarked revisions.
<br />4 SHOP DRAWINGS: To include typical and unique conditions and all connections,
<br />shall be submitted to the Engineer of Record for the following products prior to
<br />fabrication. Shop drawings shall clearly demonstrate the Contractor's understanding
<br />of the contract documents. The following shall be considered minimum structural
<br />submittals for this project:
<br />- Concrete Mix Designs (confirm f'c prior to construction)
<br />Slab -on -Grade Jointing Plan
<br />5 DEFERRED SUBMITTALS: Shall be designed by a Washington State Licensed
<br />Professional Engineer (Structural Engineer where required by jurisdiction).
<br />Submittals shall clearly indicate all loads and reactions to be imposed on the
<br />primary structure. Submittals shall include all components and connections required
<br />to perform the work. Where the Contract Documents indicate member or
<br />connection qualities and/or quantities, these shall be considered a minimum and
<br />remain the design responsibility of the component engineer to increase as required
<br />to satisfy load and deflection requirements. Deferred submittals shall include
<br />calculation set. Both the calculation set and all relate shop drawings f i d op d aw ngs o the
<br />deferred submittal shall be sealed prior to submission. The Architect shall p t t s a forward
<br />deferred submittals to the Building Official where required. The following shall be
<br />considered Deferred Submittals on this project:
<br />- Metal Plate Connected Wood Trusses (MPCWT)
<br />-- SUBMITTALS --
<br />6 SUBMITTAL REVIEW COMMENTS: Engineer marks and comments on shop
<br />drawings and other submittals are a normal and expected part of the submittal
<br />process, and are not to be used as a basis for change orders except in cases
<br />where these marks result in or derive from substantial changes to the Contract
<br />Drawings. Time required to revise and resubmit any submittal shall be considered
<br />inherent to the submittal review process and shall not be deemed a change order. If
<br />discrepancies are discovered between the submittals and the Contact Documents
<br />(either before, during, or after submittal review), the Contract Documents shall
<br />govern and be implemented unless specifically directed otherwise.
<br />-- SPECIAL INSPECTIONS, TESTING, AND STRUCTURAL OBSERVATION
<br />®�
<br />1 GENERAL: A special inspection agency shall be retained by the owner to perform
<br />inspections according to IBC Chapter 17. The following scheduled structural special
<br />inspection and testing regimen shall be cross-referenced with the IBC and its
<br />referenced standards for more specific requirements and exceptions. Special
<br />inspection and test reports shall be submitted to the Building Official, Architect and
<br />Structural Engineer in accordance with IBC 1704.2.4.
<br />-- STRUCTURAL SPECIAL INSPECTION SCHEDULE --
<br />REFERENCE (2015 IBC Section,
<br />STRUCTURAL ITEM FREQUENCY (C=coefinuous, Rtperiodic) uon)
<br />1 POST -INSTALLED Table 1705.3
<br />ANCHORS
<br />- Conform to Spec C (type, size, embed depth,
<br />Reqmts location, finish)
<br />Conform to M1fr C (hole depth, diameter, Per Product iCC®ES
<br />Reqmts cleaning, install, torque) Reports
<br />2 IWOOD 1705.5
<br />- Shearwalls (nailing, P (not req'd when fasteners are 1705.11.1, 1705.12.2
<br />thickness, grade, in single row and spaced greater
<br />blocking, top and than 4" o/c)
<br />bottom fastening, sill
<br />bolts, holdowns)
<br />3
<br />SOILS &
<br />FOUNDATIONS
<br />1705.6, Table 1705.6,
<br />Geotech Report
<br />- Subgrade Adequacy
<br />P (beneath fill and/or
<br />foundations)
<br />Table 1705.6
<br />- Excavation Depth
<br />P
<br />Table 1705.6
<br />- Fill Materials
<br />P
<br />Table 1705.6
<br />- Fill Placement &
<br />Compaction
<br />C
<br />Table 1705.6
<br />-- SPECIAL INSPECTIONS, TESTING, AND STRUCTURAL OBSERVATION
<br />2 NONSTRUCTURALCOMPONENTS: Nonstructural components are also subject to
<br />special inspection for conformance to the Seismic Design Requirements of ASCE
<br />7-10 Chapter 13. The support and seismic bracing of nonstructural components
<br />shall be designed by a Washington State Licensed Engineer, who shall be retained
<br />by the Contractor. Nonstructural components subject to seismic design and periodic
<br />special inspection requirements of ASCE 7-10 and IBC Chapter 17 include (but are
<br />not limited to) the following:
<br />- Suspended Ceilings (ASCE 7-10 Sec 13.5.6.2.2)
<br />- Mechanical and Electrical Components (IBC 1705.12.6)
<br />Reference the architectural, electrical, and mechanical drawings and/or
<br />specifications for additional special inspection and testing requirements.
<br />3 STRUCTURAL OBSERVATION: Kingworks will perform Structural Observations in
<br />accordance with IBC Section 1704.6 if/as required. These observations provide
<br />intermittent checks of general conformance to the design intent and are in addition
<br />to (not replacing) the third -party special inspection regimen.It shall be the
<br />Contractor's responsibility to keep the Structural Engineer apprised of the general
<br />schedule of construction, such that observations may be made at appropriate
<br />stages before significant structural components (such as reinforcing bars, framing
<br />members, or wall holdowns) are obscured.
<br />- FOUNDATIONS E --
<br />1 SOIL ALLOWABLE BEARING PRESSURE: 1500 PSF (per IBC presumptive
<br />values)
<br />2 VERIFICATIONS: Verify sizes, slopes and locations of tunnels, electrical cells, pits,
<br />pipes, floor drains, trenches and floor recesses with architectural, mechanical and
<br />electrical contractors.
<br />3 UTILITIES: Utilities are not to pass through or beneath footings, stemwalls, and
<br />other concrete work on grade except as shown in specific details.
<br />4 ALIGNMENT: All footings shall be centered below columns and walls, unless
<br />dimensioned otherwise.
<br />6 FROST PROTECTION: Maintain minimum 1'-6" soil cover, measured from finished
<br />grade to the bottom of the footing, for perimeter wall foundations and isolated
<br />exterior foundations.
<br />7 EXCAVATION SLOPE: Excavation slope shall not exceed that permitted by local
<br />regulation, except as specifically approved by the geotechnical engineer.
<br />-- ANCHORAGE TO CONCRETE --
<br />1 MATERIALS (unless noted otherwise in the drawings)
<br />Concrete or grout must cure for a minimum of 21 days prior to drilling any holes or
<br />placing post -installed anchors.
<br />Anchor type shall be according to the drawings. All post -installed anchors installed
<br />in concrete shall have ICC-ES reports demonstrating IBC compliance for use in
<br />cracked concrete and for seismic loading. Substitutions not permitted without written
<br />permission by KW.
<br />Pre -approved Epoxy for post -installed threaded rod or reinforcing in concrete base
<br />material: HILTI HIT -RE 500 V3 or Simpson SET-XP or DEWALT/Powers Pure110+.
<br />- Fire -approved "Expansion Anchors" in concrete base material: HILTI Kwik®Bolt TZ
<br />or Simpson Strong -Bolt 2, or DEWALT/Powers Power -Stud+ SD2.
<br />Pre -approved "Screw Anchors" in concrete base material: HILTI HUS-EZ or
<br />Simpson Titen HD or DEWALT/Powers Screw -Bolt+
<br />Pre -approved "Powder Actuated Fasteners" in concrete: HILTI or approved equal,
<br />with diameter/type per the Structural Drawings (0. 145"0 DON).
<br />- Post -installed or Cast -in -Place Threaded Rod (Anchor): ASTM A36
<br />- Post -installed Reinforcing: ASTM A615 Grade 60
<br />2 EMBEDMENT: Anchor embedment in base material shall be per the drawings,
<br />which shall govern over the typical values shown below. Where not otherwise
<br />indicated, provide embedment as follows:
<br />- Epoxy to Concrete: Min Embed = 12 x (Rod/Bar O) for 5/3" O (5) or smaller, 14 x
<br />(Rod/Bar O) for 3/4" (6) or larger
<br />Expansion Anchor to Concrete: Min Embed = 3 x (Anchor O)
<br />- Screw Anchor to Concrete: Min Embed = 9 x (Anchor O)
<br />- PAF to Concrete: Min Embed = 1 1/4", Min Edge Distance = 3"
<br />- Cast -In -Place Anchor: Min Embed = 7" to top of embedded washer or hook
<br />3 INSTALLATION: Post -installed anchor hole diameter, drilling depth, cleaning and
<br />installation procedure shall be in accordance with the current Manufacturer's Printed
<br />Installation Instructions (MPII) provided in the ICC/ES report. Holes shall be drilled
<br />with rotohammer equipment. Core -drilled holes are not permitted unless specifically
<br />noted otherwise.
<br />4 COLD -WEATHER INSTALLATION: Do not use epoxy or adhesive anchors outside
<br />of their rated temperature range. Contact the Structural Engin
<br />eer for alternate if the
<br />base material temperature may b less n 4 e e e e s the 0 degrees during installation or
<br />p Y g g
<br />curing.
<br />5 CAST -IN -PLACE ANCHORS: Cast -in -place anchors shall have nut and washer at
<br />embedded end, UON. Anchors shall be affixed to the form to prevent movement
<br />during pouring, vibration, or set-up and shall not be "stabbed" into wet concrete or
<br />grout. Verify adequate length of exposed thread to fully engage all attached work.
<br />anchorsexterior, or subject to moisture, or where �*
<br />-
<br />contact with pressure treated wood, shall begalvanized per ASTM Al 53,
<br />post-installedincluding matching washers and nuts.
<br />7 REINFORCEMENT LOCATIONS: All • • to
<br />avoid• into reinforcement,• •. by -=
<br />Reinforcement e• with considerationo post -installed
<br />anchors. Do not damage reinforcing during drilling operations.
<br />1 MATERIALS
<br />- Required concrete strength 'Tc" shall be evaluated at 26 days (56 days OK for fly
<br />ash or slag concrete).
<br />- Conform to following concrete material schedule requirements.
<br />-- CONCRETE MATERIAL SCHEDULE --
<br />f'c
<br />(PSI)
<br />W/CM
<br />(MAX)
<br />COARSE
<br />AGG (MAX)
<br />FLY ASH
<br />SLAG
<br />TOT
<br />F.A.+SLAG
<br />FOOTINGS
<br />3000*
<br />0.60
<br />11/2"
<br />0-25%
<br />30-50%
<br />30%-50%
<br />SLAB
<br />4000*
<br />0.50
<br />1"
<br />0-25%
<br />20-40%
<br />20%-40%
<br />COLUMNS
<br />4000*
<br />0.50
<br />3/4"
<br />0-25%
<br />20-40%
<br />20%-40%
<br />-- WOOD FRAMING --
<br />12 BEAMS: Bear beams full length and width on supporting wall plates and/or posts,
<br />unless shown otherwise per typical details. Provide glulam bears camber equal to
<br />3500-foot radius for all simple span beams, except where special camber is
<br />indicated on the plans; install with upward curvature (highest at midspan). Do not
<br />camber cantilever beams unless specifically noted. Beams exposed to view shall
<br />be Architectural Appearance grade in accordance with AITC 110, with finish per
<br />the Architect.
<br />13 POSTS: Unless noted otherwise, provide Simpson BC or AC caps at all post to
<br />beam and post to beam (below) connections. At post to concrete provide Simpson
<br />ABU or CB post bases, uon. Posts in walls may bear on the sill with connection
<br />hardware per typical details. At wood or steel posts/columns continuous through
<br />floor framing, block tight all-around at floor to prevent lateral movement or
<br />buckling.
<br />14 CONNECTORS: Connectors and/or fasteners called out by letters & numbers in
<br />the drawings shall be manufactured by Simpson Strong -Tie, or approved equal All
<br />connecting hardware shall be installed per the Manufacturer's recommendations
<br />and requirements, as per current catalog and related publications. Fill all fastener
<br />holes with the fastener type (diameter and length) indicated by the Manufacturer,
<br />uon. Where light -gage connector occurs at steel column, weld 1/6" all-around, uon,
<br />17 PRESSURE TREATMENT: Except where specifically noted otherwise, the
<br />following member types shall be pressure treated in accordance with the following
<br />guidelines, in addition to any such members noted in the plans or details.
<br />Minimum treatment retention shall be as recommended by AWPA for the "Use
<br />Category„ appropriate to each application. Treatment shall be non -ammonia
<br />formulation in all cases.
<br />Lumber exposed to exterior, humidity, or within 3" of soil: AWPA C2
<br />Lumber directly against concrete: AWPA C31
<br />- Plywood sheathing (where indicated): AWPA C9
<br />- Glulam beams (where indicated): AWPA C26
<br />Borate -treated lumber is acceptable in locations where protected from rainfall or
<br />other potential repeated moisture, such as sill plates in an enclosed wall cavity and
<br />interior ledgers.
<br />- Engineered Lumber (where indicated): Per Manufacturer
<br />16 FIELD TREATMENT: Field treat all cuts, ends, and holes in pressure treated
<br />lumber with copper naphthenate applied per manufacturer's recommendations.
<br />19 EXTERIOR WOOD PROTECTION: Provide fleshings, sealants and finishes per
<br />the Architect in order to protect all exterior wood surfaces and post/beam ends
<br />from moisture.
<br />20 GALVANIZING: All steel components, hardware, or fasteners for wood framing
<br />members exposed to moisture, high humidity, or in contact with pressure treated
<br />lumber shall be hot -dip galvanized per ASTM A153. Light gage connectors shall
<br />be galvanized per ASTM A653, G165 minimum (Simpson "Z-max" or approved
<br />equal). The above described galvanizing requirements specifically include, but are
<br />not limited to: nails, screws, bolts, washers, nuts, anchor bolts, threaded rods,
<br />cast -in -place and post -installed anchors, Simpson hardware, and weldments.
<br />(Exception: not required for S X/DOT borate -treated wood protected from
<br />weather.)
<br />21 MEMBRANE PROTECTION: Where specified steel hardware in contact with
<br />pressure treated wood is unavailable in HDG or G165 finish, Grace Vycor (or
<br />approved eq) membrane shall be placed per manufacturer's recommendations to
<br />isolate the hardware from the treated wood. HDG fasteners shall be used in such
<br />instances.
<br />22 SHEATHING: Place roof and floor sheathing with face grain oriented in the
<br />direction of span. Offset adjacent rows of sheathing panels by 24" minimum, with
<br />all panel ends bearing on joists, beams, trusses or walls. Place cants or crickets
<br />over continuous basic roof sheathing with drilled vent holes per the Architect.
<br />Install wall sheathing in either the horizontal or up -right orientation. Adjust all
<br />sheathing layouts so that no panel is less than 16" long. Where edges are not
<br />required to be blocked per schedule, provide Simpson PSCA clips at spacing per
<br />catalog recommendation. All sheathing shall be APA rated, with
<br />type/blocking/fastening per the following schedule.
<br />23 SHEATHING FASTENING: Minimum nailing per the following schedule shall apply
<br />at all locations, except where larger nails and/or smaller spacing are required by
<br />plans or details. Shearwall nailing is shown by schedule on the plans. Where
<br />"boundary nailing„ (BN) and/or "edge nailing" (EN) are referenced in these
<br />drawings, panel edge values per the schedule shall apply. Blocking for edges shall
<br />be 2x4 flat, minimum, unless a greater size is required to avoid splitting. See plans
<br />for zones of special nailing requirements.
<br />-- WOOD SHEATHINGSCHEDULE ®a
<br />USE
<br />TYPE
<br />BLOCK EDGES
<br />MIN EDGE NAILING
<br />MIN FIELD NAILING
<br />Shearwalls
<br />15/32" PLY or
<br />OSB (Struct 1)
<br />"Yes
<br />Per SW Sched
<br />(EN)
<br />1 Od @ 12"
<br />Other Sheathed Walls
<br />15/32" PLY or
<br />OSB
<br />No
<br />3d @ 6"
<br />3d @ 12"
<br />Roof
<br />15/32" PLY
<br />No
<br />6d @ 4" (BN)
<br />3d @ 12"
<br />-- METAL PLATE CONNECTED WOOD T ( PC ®s) --
<br />1 DESIGN STANDARDS: The design, manufacture, and quality assurance of
<br />MPCWT shall be in accordance with the ANSI/TPI 1. In addition, all requirements
<br />of IBC Section 2303.4 shall be satisfied.
<br />2 SUBMITTAL PACKAGE: The truss submittal package provided by the
<br />manufacturer shall consist of individual truss design drawings (including cricket
<br />overtraming), a truss placement diagram, truss member permanent bracing plan
<br />and details, any other structural details germane to the truses, and sealed cover
<br />sheet/truss index sheet.
<br />3 DESIGN / PLACEMENT DRAWINGS: The truss design drawings for each
<br />individual truss shall include all information required by IBC Section 2303.4.1.1.
<br />The truss placement diagram shall be in accordance with IBC Section 2303.4.2.
<br />4 LOADS: Trusses shall be designed by the manufacturer for the following minimum
<br />non -superimposed loads, in addition to roof live, snow, seismic and/or wind loads
<br />indicated elsewhere in these drawings or notes: Top Chord Dead Load= 5 psf,
<br />Bottom Chord Dead Load = 10 psf, Bottom Chord Live Load = 20 psf. See plan
<br />and details for additional special loads. Contractor shall coordinate locations and
<br />amplitudes of special loads prior to shop drawing submittal
<br />5 COMPONENT / CONNECTION DESIGN: The truss designer is responsible for all
<br />the design of all truss components and connections as required to form a fully
<br />functional roof system, except where specifically detailed in these drawings.
<br />6 TOP CHORD: Top chord shall be 5 1/2" minimum depth in all instances,
<br />7 DEFLECTION: Deflection of roof trusses shall not exceed L/360 or 1 inch for live or
<br />snow load, nor L/240 for total load.
<br />6 PERMANENT BRACING: Truss manufacturer shall design and provide all
<br />components required for permanent bracing of the truss system. Permanent
<br />bracing shall conform to IBC Section 2303.4.1.2 and the WTCA/TPi "Building
<br />Component Safety Information" (BCSI) guide, current edition. The bracing design
<br />shall include, but not be limited to: plan layout, bracing sizes, "scabs" or other
<br />reinforcement, connections of braces to chords, web members, and supporting
<br />structure. The bracing design shall be clearly indicated in the truss submittal
<br />package.
<br />9 SPACING: MPCWT spacing indicated on plans shall be considered to be a
<br />maximum allowable and shall be decreased as required to meet zones of higher
<br />loading (including but not limited to snow drift or mechanical unit loads).
<br />10 MULTI -PLY TRUSSES: Multiple ply (girder) trusses, where required by plan and/or
<br />by the manufacturer's engineer, shall be sistered per the manufacturer to ensure
<br />equal load distribution between members.
<br />11 MEP COORDINATION: See Specifications and Mechanical Drawings for critical
<br />duct locations/sizes that may affect truss profiles and design parameters. General
<br />Contractor shall coordinate all such requirements and all special circumstances
<br />shall be clearly indicated in the truss submittal package. See General Notes for
<br />additional coordination responsibilities.
<br />CONC STEMWALL
<br />WOOD BRG WALL (WHERE OCCURS)
<br />EDGE OF STEMWALL / SLAB ON GRADE
<br />CONTINUOUS CONC FTG
<br />APPROX LOCATION OF STEP IN FTG.
<br />COORDINATE WITH ARCH DWGS.
<br />F CONC FTG
<br />SEE FTG SCHEDULE
<br />WOOD BRG WALL ABOVE
<br />E v STRUCTURAL BRG WALL BELOW
<br />WOOD NON-BRG WALL ABOVE
<br />EXISTING (E) BRG WALL BELOW
<br />WOOD SHEARWALL
<br />SHEARWALL END POST (SWEP)
<br />SHEARWALL TYPE,
<br />SEE SHEARWALL SCHEDULE
<br />EXISTING (E) SHEARWALL FRAMING. AT
<br />DEMO. AREAS, OR FILLED iN AREAS IN (E)
<br />SHEARWALL, PROVIDE SHEARWALL
<br />FRAMING, SHEATHING, & FASTENING PER
<br />PLANS & SCHEDULE.
<br />SHEARWALL TYPE,
<br />SEE SHEARWALL SCHEDULE
<br />JOIST / TRUSS
<br />BEAM
<br />EXISTING (E) BEAM/JOIST
<br />- - ROOF OVERFRAMING
<br />1
<br />LEGEND (REMODEL)
<br />U 1 /4 = 1 -01
<br />I
<br />Verify;_
<br />Enclosing box measures 1/2 inch tall x 2112 inch wide
<br />when drawings are printed at full scale.
<br />`8/22 1
<br />® pG� 37388 t y
<br />�/I2AL E�aCs
<br />1�AL
<br />Digita_ Seal
<br />Applied to PDF
<br />!17 1• 1.f �. � J
<br />File No:
<br />Drawn By: BAndersen
<br />Checked By: JKing
<br />Issued for: BID
<br />�.t
<br />© copyright KW. 2017
<br />
|