Posted on Sunday, January 02, 2005 - 11:32 pm:

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quote:

References

ICBO, 1994, Uniform Building Code, Structural Engineering

Provisions, International Conference of Building Officials,

Whittier California



ICBO, 1997, Uniform Building Code, Structural Engineering

Provisions, International Conference of Building Officials,

Whittier California



ICBO, 1994, 1994 UBC Structural CheckList, International Conference

of Building Officials, Whittier California



DPIC, 1988, Lessons In Professional Liability, Design Professionals

Insurance Company, Monterey, California








CHECKLISTS FOR THE QUALITY ASSURANCE OF CALCULATIONS, DESIGN AND

DRAWING PRODUCTION




CALCULATIONS, ANALYSIS, AND CODE



Verify the that the following items have been addressed and are

included in the calculations and Code checks:



Gravity Loading

Review and compare initial dead load assumptions with

the weights of the members chosen for final design

Are Dead Loads overly conservative, i.e. very

heavy such that wind uplift and lateral overturning

are not safe, use .85 dead load or less to resist

overturning

Dead load slope correction factors

100 psf at all exits, corridors, common areas

HVAC Loading, RTU's, suspended equipment, tanks

20 psf partition loading (UBC 94 pg 2-3)

[UBC 97 pg 2-2]

Live load reduction (UBC 94 pg 2-4)

[UBC 97 pg 2-3]

Unbalanced loading combinations

Deflection, ponding, vibration perceptibility

Hydrostatic uplift



Load Combinations (UBC 94 pg 2-2)

[UBC 97 pg 2-4]

All combinations included (preliminary design vs final)

1.33 stress increase for combinations with wind and

seismic (UBC 94 pg 2-2) [UBC 97 pg 2-5]

IF 1.33 stress increase is applied to load combos as .75,

then don't also apply 1.33 to stresses

Do not apply that .75 to deflection calculations

Clearly clarify which calculations use Working

Stress/ASD vs LRFD/ULT



Snow Loading (UBC 94 Appendix 16 pg 2-1199)

[UBC 97 pg 2-387]

Snow drift at parapets, equipment, screen walls, low

roofs, snow (Pg vs Pf), rain on snow surcharge (UBC

94 pg 2-1203) [UBC 97 pg 2-389]



Wind Loading (UBC 94 pg 2-8)

[UBC 97 pg 2-7]

Exposure, Enclosed/partially open

Wind speed: note fastest mile or 3 second gust

Pressures on walls and roof are all applied

simultaneously?

1.5 factor of safety for overturning (2/3 dead load

resisting moment), except for short, squat buildings

(UBC 94 pg 2-9) [UBC 97 pg 2-7]

Net uplift: Is assumed Dead Load appropriate for

resisting wind uplift and overturning?

Uplift forces, H clips at wood trusses, brace

bottom/compression flange of beams

Wind drift < .0025 h

Quartering wind, corner columns

Real plan torsion (UBC 94 pg 2-2)

[UBC 97 pg 2-1]

Elements and Components if < 1000 sf (UBC 94 pg

2-33) [UBC 97 pg 2-29]

5 psf interior partition loading (UBC 94 pg 2-6)

[UBC 97 pg 2-3]



Seismic Loading

Irregular structure, plan or vertical (UBC 94 pg 2-14)

[UBC 97 pg 2-12]

Simplified static procedure limitations [UBC 97 pg 2-12]

Dynamic analysis trigger (UBC 94 pg 2-14)

[UBC 97 pg 2-12]

Near-source factor [UBC 97 pg 2-11, 2-35]

Base Shear (UBC 94 pg 2-16) [UBC 97 pg 2-14]

97 UBC redundancy, overstrength factors

[UBC 97 pg 2-13]

Seismic weight:

25% of storage live load in seismic weight, (combine

Seismic lateral load with 100% of vertical live

load + dead load)

10 psf partition seismic weight to floors

(UBC 94 pg 2-16) [UBC 97 pg 2-13]

Snow load if > 30 psf

Operating weight of equipment in seismic weight

Ballpark check: Period T approximately = 0.1 x Number

of stories

Ballpark check:: For S=1.5, regular building, Ct =

0.020, T=Ct(hn)^.75; the following relationships

hold true:

C=2.75 when T < .56 sec

C=2.75 when hn < 85' (approx. 6 stories)

(UBC 94 pg 2-16)

Rw, R with height limits (UBC 94 pg 2-37)

[UBC 97 pg 2-32]

Rw, R combined along different/same axes, use lower

value (UBC 94 pg 2-18) [UBC 97 pg 2-15]

Vertical distribution of force formula (UBC 94 pg 2-18)

[UBC 97 pg 2-15]

5% accidental torsion included (UBC 94 pg 2-18)

[UBC 97 pg 2-15]

Column strength (3 Rw/8) load combinations for

irregular structures (UBC 94 pg 2-19)

[UBC 97 pg 2-16]

Calculated drift < .04/Rw & .005h ("Calculated" drift

does not include 3 Rw/8 factor) (UBC 94 pg 2-20)

[UBC 97 pg 2-16]

3 Rw/8 x deflection, pounding

Deformation Compatibility (UBC 94 pg 2-24)

Building Separations (UBC 94 pg 2-26)

Use 1.7 allowable stress increase for "strength"

calculations, but do not include 1.33 stress increase.

Coordinate with .75 factor in load combinations

Delta s vs Delta m [UBC 97 pg 2-16]

P delta (UBC 94 pg 2-20) [UBC 97 pg 2-14]

Vertical component of seismic, effects greater than 1.33

gravity?



Seismic Forces on Parts of Structure

Rigid equipment, > 400 lbs (UBC 94 pg 2-22)

[UBC 97 pg 2-18]

2/3 Fp if supported on ground (UBC 94 pg 2-22)

[UBC 97 pg 2-18 formula (32-2)]

If tank with toxic substances, Ip=1.50

(UBC 94 pg 2-35) [UBC 97 pg 2-30]



Seismic Detailed System Requirements

0.85 DL for uplift load combinations (UBC 94 pg 2-23)

[UBC 97 pg 2-19, 2-4]

Corner columns, orthogonal effects, SRSS combine

(UBC 94 pg 2-24) [UBC 97 pg 2-19]

3 Rw/8 x deflection, pounding

Deformation Compatibility (UBC 94 pg 2-24)

[UBC 97 pg 2-19]

Building Separations (UBC 94 pg 2-26)

[UBC 97 pg 2-21]

Use 1.7 allowable stress increase for "strength"

calculations, but do not include 1.33 stress increase.

Coordinate with .75 factor in load combinations

Delta s vs Delta m [UBC 97 pg 2-16]

Cladding connections (UBC 94 2-24) [UBC 97 pg 2-19]

Ties

Collectors

Anchor walls, 200 plf min (UBC 94 2-25 and 2-6)

280 plf [UBC 97 pg 2-20, 2-3]

Diaphragms: Deflection

Force equation (31-1) (UBC 94 pg 2-25)

[UBC 97 pg 2-20 eqn (33-1)]

Rw =6 if flexible diaphragm with heavy walls

Continuous crossties

No cross grain bending or nail withdrawal

If plan irregular, then no 1 1/3 stress increase for

diaphragms and collectors

Projecting wing motion out of phase

Building Separations (UBC 94 pg 2-26)

[UBC 97 pg 2-21]

Nonbuilding Structures (UBC 94 pg 2-26)

[UBC 97 pg 2-21] and Table 16-P (UBC 94 pg 2-39)

[UBC 97 pg 2-34]

Rigid structures eqn (32-1) (UBC 94 pg 2-27)

[UBC 97 pg 2-21 eqn (34-1)]

Tanks



Global Load Path

Load Path: continuous and in proportion to relative

rigidities of elements

Gravity: From roof to foundation, connections

Seismic: From each mass and/or level to foundation,

connections

Wind: From walls and roof to foundation, connections



Stability

Global

Local

Sloping members, sloping bearing surfaces: forces

accounted for?



Computer Analysis

Units consistent, ft, in, kips, degrees vs radians

Member orientation correct? Weak vs strong axis bending.

Global vs local loading direction

Positive y loading is up or down, self weight loading is

down

Check plot of model for configuration, load and reaction

direction, case by case

AISC unbraced lengths may be greater than the default

length of node to node; k, Cm, Cb defaults, x, y

directions

Global Restraints: Are global restraints appropriate? If

a large horizontal reaction is output, then the

foundation must be designed for that force.

Are mid span moments, forces, deflections reported and

critical? Or reports at nodes only?

Connection design based on load path vs reported

member end force: e.g. For a concentric braced

frame with an in-plane offset, the connection of beam

to column may need to be designed for the reported

end force plus the horizontal component of the brace.

Thermal expansion and contraction stresses (building

greater than 200' in plan)



Foundations (UBC 94 pg 2-48) [UBC 97 pg 2-43]

Allowable bearing pressures, net? Working stress?

(UBC 94 pg 2-57) [UBC 97 pg 2-49]

1.33 stress increase OK (UBC 94 pg 2-2, pg 2-56)

[UBC 97 pg 2-49]

Piling: group action reduction factors when closely

spaced

Tie piles together for 10% of axial load

(UBC 94 pg 2-52) [UBC 97 pg 2-45]

Lateral earth pressures: Active equivalent fluid pressure

or higher "at rest" pressure if top is constrained (i.e.

basement wall)

Hydrostatic pressures or adequately drained condition



Retaining Walls

Factor of Safety and minimum loads (UBC 94 pg 2-6)

[UBC 97 pg 2-4]

Surcharge loading, parking, construction equipment

Allowable bearing pressures, net? (UBC 94 pg 2-57)

[UBC 97 pg 2-49]

Check overturning stability, sliding, bearing pressure,

concrete bending/shear in wall and footing, assure

adequate development length in footing rebar.



Concrete

Include Load Factors, 1.4 DL, 1.7 LL

Include phi factors on materials

Flexure ballpark check:

As req'd (in^2) = Mu (ft-k) / [4*d (in)]

Spread footings: check bending, one way shear, punching

shear

Stirrups for torsion

Shear friction calcs: ld on each side of plane (ACI 11.7.8)

similar at construction joints

Lightweight concrete: Reduction factor, lambda, for shear, ld

Splices: factors affecting splice length: f'c, Fy, spacing,

cover, col/beam/wall/ductile, top bar, lightweight

conc, epoxy coated, excess reinforcing, class A or B,

zone 3& 4

Beam deflection, long term creep

One way slabs: crack control: "z" equation



Concrete Seismic

(UBC 94 pg 2-232) [UBC 97 pg 2-154]

Load factors, 1.4 DL , 1.7 LL, 1.4 for seismic

combinations UBC 94

1.0 x seismic for UBC 97 seismic loads

135 degree stirrups and ties @ 4" oc, ductile detailing



Anchor Bolts and Headed Studs

Reduce capacity for close spacing, edge distance. Use

conservative UBC 94 Table 19-E pg 2-267, double

tensile values if special inspection, or calculate

pullout cones as per pg 2-254.

[UBC 97 pg 2-181, 2-168]



Expansion Anchors

Reduce capacity for close spacing, edge distance



Concrete Block Masonry (CMU)

No special inspection if 1/2 stresses are used in design, E

does not get divided by 2. (UBC 94 pg 2-310)

[UBC 97 pg 2-209]

Check bond length of flexural reinforcement

Minimum 200 plf anchorage of walls to roof

(UBC 94 pg 2-6) [280 plf UBC 97 pg 2-3]

Deflection for lintel or veneer support < L/600 (UBC 94

pg 2-317) [UBC 97 pg 2-2133]



CMU Seismic

Working Stress Design (UBC 94 pg 2-320)

[UBC 97 pg 2-214]

1.5 factor for seismic loads in shearwalls, working stress

(UBC 94 pg 2-321) [UBC 97 pg 2-215]




Steel

Verify material grade used i.e. Gr 50 for shapes, but also

for plates and small angles?



Steel Beams

Brace compression flange: bottom flange for continuous

beams, net wind uplift, design brace for 2% + of

flange force

Beam stiffeners required atop steel columns for stability

Torsion accounted for?



Steel Columns

K > 1.0 if moment frame, i.e. column not braced with

shearwall or X braced frame.

Moment due to eccentricity of beam end connection used



Steel Connections

Prying Action

Eccentricities on bolt groups

Eccentricities on welds

Gusset plates: width thickness, Whitmore section

Net section

Bolt bearing on thin plates

Bolt capacities, SC or N

Collector and chord forces



Steel Seismic Allowable Stress Design

For 97 UBC, Reduce earthquake forces by E/1.4

(UBC 97 pg 2-5 and 2-255]

Member strength allowables 1.7 * allowable: do not also

include 1.33 stress increase, increase loads by 3Rw/8

(UBC 94 2-359) [UBC 97 pg 2-255]

Column strength, splices, slenderness (UBC 94 2-359)

[UBC 97 pg 2.255]

Ordinary Moment Frame requirements OMF (UBC 94

pg 2-360) [UBC 97 pg 2-256]

Special Moment Frame requirements SMRF (UBC 94 pg

2-360) [UBC 97 pg 2-256]

Connections, seismic provisions, follow Code



Steel Seismic Braced Frames

(UBC 94 pg 2-363) [UBC 97 pg 2-257]



Concentric Braced Frames (CBF)

(UBC 94 pg 2-364) [UBC 97 pg 2-257]

Slenderness minimums

Fas = B Fa for brace member

Max 70 % of braces oriented in same direction

Built-up members, stitch plates, local 1/r

Width thickness minimums

Chevron bracing requirements, 1.5 factor (UBC 94

2211.8.4.1 pg 2-365) apply to diagonal brace

member only and not to beams, columns or brace

connection [UBC 97 pg 2-258]

No K bracing, no non-concentric bracing

One and two Story buildings, OK to design for 3 Rw/8

[Omega zero] forces with relaxed requirements

Non-building Structures: Rw from Nonbuilding table

(UBC 94 pg 2-39) [UBC 97 pg 2-34], need only

comply with connection requirements for braced

frames (UBC 94 pg 2-365) [UBC 97 pg 2-258]



Steel Seismic Bracing Connections

Brace connections: Seismic*3Rw/8 < 1.7 allowable

(UBC 94 pg 2-366) [UBC 97 pg 2-258]

Net area



Special Concentric Braced Frames (SCBF) (UBC 94 pg 2-364)

[UBC 97 pg 2-258]

Slenderness minimums

Max 70 % of braces oriented in same direction

Built-up members, stitch plates, local 1/r

Width thickness minimums

Chevron bracing requirements, no 1.5 factor for SCBF's,

but check post buckle strength (UBC 94 pg 2-366)

[UBC 97 pg 2-259]



Steel Seismic Bracing Connections for SCBF's

Brace connections: Seismic*3Rw/8 < 1.7 allowable

(UBC 94 pg 2-366) [UBC 97 pg 2-259]

Net area

Gusset plates

Bracing configuration

Columns, splices (UBC 94 pg 2-367) [UBC 97 pg 2-259]



Eccentric Braced Frames

(UBC 94 pg 2-367) [UBC 97 pg 2-259]

Bottom flange of beam must be braced, hence do not

locate in exterior walls of elevator shafts, or similar.

Prescriptive, follow code



Zone 1 and 2 Steel Frames

(UBC 94 pg 2-369) [UBC 97 pg 2-261]

Relaxed requirements



Wood

Allowable stress adjustment factors for: duration, size,

repetitive member, flat use, wet use etc.

Wind: 1.6 duration factor in lieu of 1.33; members only,

not connections (UBC 94 pg 2-810)

[UBC 97 pg 2-291]

SPF studs, low allowable shear and E

Dead load slope correction factors



Wood Connections

Bolts: Min edge distance, end dist, spacing

Nails: Adequate penetration, reductions for wet use

Increases for metal side plates

No cross grain tension or bending stresses

No heel cuts or bottom notches near bearing

(UBC 94 pg 2-813) [UBC 97 pg 2-292]

Adequate bearing area for engineered products, LVL,

PSL



Wood Seismic

Ties

Collectors

Chords

Anchorage to heavy walls, 200 plf min (UBC 94 2-25 and 2-6)

[UBC 97 pg 2-3 and 2-20]

Diaphragms: Flexible, Deflection

Force equation (31-1) (UBC 94 pg 2-25)

[UBC 97 pg 2-20, eqn (33-1)]

Rw =6 if flexible diaphragm with heavy walls

Continuous cross ties

Large diaphragm openings detailed (UBC 94 pg 2-825)

[UBC 97 pg 2-279]



Calculation Epilogue

Review and compare initial dead load assumptions with

those of the members chosen for final design.

Check camber calculations, check self weight of truss and

self weight of gusset plates.

Key plans accurate and up to date

Verify that engineers show units in all equations

Building Department calculations for: Stairs,

handrail/guardrail, ceiling assemblies, interior

partitions, suspended equipment etc.

Title sheet with project identification for Building

Department use: Project name, project address,

permit number, scope of work.

Design Basis: for Building Department use: Code used,

wind speed, see general notes above.

Index and cross reference calculation sections, pages

Sign and seal calculations




DESIGN AND DRAWING PRODUCTION



Verify the that the following information has been adequately

defined:



All Drawings, General

Title block, project name, drawn by, checked by

Sheet number (matches architect's system)

Sheet title (matches architect's index)

Issue date (updated)

Stamped "PRELIMINARY, NOT FOR CONSTRUCTION, FOR BID", etc.

Autocad plot Time and Date stamp

Revisions ballooned, w/ triangle, dated, revision block

description

Firm Logo and job #



All Plans, General

North Arrow, scale shown, bar scale

Not to scale items labeled NTS

Grid lines and dimensions shown and consistent at each

level, all extents dimensioned

Existing construction shown as double dashed line or

labeled "(E)" or "EXISTING"

New construction located with respect to existing

"Field verify" dimensions clearly noted and reasonable

Recessed areas defined or noted



Foundation Plans

Datum elevation defined, coordinated with civil, architect

Pipe penetrations through footings, slab; sleeved

Compaction and quality of fill defined



Floor Framing Plans

Elevations: Top of steel, top of concrete, finished floor,

joist bearing, top of plywood, top of column

Does fabricator have enough information to determine

length of steel beams and columns? Rebar?

HVAC duct openings shown, located and framed

Vertical Bracing locations shown, type

Moment connections locations shown



Roof Framing Plans

Roof drainage accounted for, built up insulation or

sloping top of steel, slopes, work points

HVAC openings shown, framed

Weight of roof top equipment shown on drawing



General Notes

Abbreviation list, symbols and marks defined

Safety and means and methods of construction disclaimer

Shore and protect existing



Design Basis: Code used (i.e. UBC `97)

Clearly clarify which loads are Working

Stress level /ASD and which are Ultimate,

LRFD/USD

Live load listed

Snow load, exposure, rain on snow surcharge

Wind speed (fastest mile or 3 second gust), exposure,

enclosed/partially open, Importance factor

Seismic zone, Z, R/Rw, I, S, C



Material Specifications: Concrete, Steel etc., See below

Coordinate with specifications

No proprietary product names on Government jobs



Soils report referenced

Basis of foundation design noted, allowable bearing

pressure, equivalent fluid pressure etc.

Geotechnical site presence and soils verification defined

Submittals defined (shop drawings, etc.)

Field testing defined (compaction, concrete, UT)

Special Inspection, list types required

(periodic/continuous)

Structural Observation



Concrete



Concrete Notes

f'c, regular weight, w/c ratio, slump, fly ash, admixtures

Air entrained 5 to 7 % where subject to frost

Rebar: Grade 40/60, A706 where welded

Concrete cover

Splice lengths called out

Hook dimensions



Concrete Plans

All slab rebar called out

All beam marks labeled

Top of concrete elevation

Show where slopes to drain, recesses



Concrete Detailing

Adequate hook embedment

Adequate development length

Rebar spacing large enough to allow flow of concrete

between bars, at splice locations also

Add bars at openings, reentrant corners

Corner bars at wall and beam intersections

Section cuts are consistent for layering of bars (walls,

slabs, beams)

Construction joints are located, type (keyed, rough etc.)



Steel Embed Plates

Adequate thickness if field welded (prevent concrete

popping)

Adequate room or weep holes to allow concrete to flow

under horizontal plates

Nelson studs in specifications

Stud or anchor bolt locations compatible with rebar



Spread Footings

All footings have ID mark, or sizes and detail callout

Detail and schedule

Plan dimensions, location, thickness, bottom of footing

elevation

Bottom below frost depth, or below soils report

recommendation

Sleeve holes for utilities, max size allowed, add bars

Step continuous footing where elevation changes



Retaining Walls

Contraction and construction joints

Allow movement at top to occur

Drainage behind wall, drain rock with geotextile fabric

Detail length of lap splice between vertical bars in wall

and footing dowels



Drilled Piers, Caissons

Plan showing location with individual piers numbered

Tip elevation, top elevation,

6" socket into rock

Reinforcing called out

Spiral lap splice length

If the doweled rebars protruding from top of pier have

hooks, are they compatible with casing removal?

Hooked bars compatible with grade beam rebar?



Auger Cast Piles

No rebar cages within pile



Concrete Driven Piles

Precast performance specification

Dowels to grade beams



Slab on Grade (SOG)

Top of Concrete (TOC) elevation, thickness, reinforcing

or mesh called out

2" sand, membrane, 4" drain rock

Support for mesh or rebar, height, type and spacing

Joints: spacing, type: contraction, construction

weakened plane, keyed, thickened edge, greased

dowel

Sawcut within 12 hours of pour, or plastic strip

Expansion joint material at walls or existing

construction (floating slab), or dowels for tied

together construction

Expansion joint material around steel columns

Sump in pits, specify rebar

Edge detail: with steel angle, guardrails



Concrete Floors

Finish: Hard Trowel/Broom, F number

Recesses, slopes, drains, openings shown on structural

Curbs, housekeeping pads; locate and detail



Concrete Beams and Cols

Stirrup and tie spacing and size, type of hook 90/135

Corner bars at corners and intersections

Intersecting bars are compatible and layered

Rebar spacing large enough to allow flow of concrete

between bars, at splice locations also

Avoid hooking both ends of a continuos bar, accurate

length problems

Chamfer corners

"Top bar" splice length values for horz top bars



Concrete Walls

Add bars at openings and re-entrant corners

Corner bars at wall intersections and corners

Add bars around handrail post sleeves

Damproofing, bituminous coating (basements)

Construction joints: keyed, waterstops, chemical/jet fuel

resistant material

Foundation dowel lap length

"Top bar" splice length values for horz top bars

#3 rebar on each side of handrail sleeves



Tilt-up

Wall h/t < 42

Chord bar connection

Continuous cross ties



Precast

Performance specification, design responsibility, seal by

fabricator

Allowable camber, deflection, weight

Detail shear transfer and load path

Wall panels, see UBC 94 pg 2-216, and Cladding UBC

94 pg 2-24 [UBC 97 pg 2-144 and 2-19]




Concrete Masonry Units (CMU)



CMU Notes

Block grade N, lightweight or normal weight if exposed to

weather, moisture controlled, compressive strength

Rebar grade, lap splice 40+ bar diameters

Horizontal bed joint reinforcement, size, type, spacing

Mortar type M if below grade, otherwise type S

Grout 3/8" max aggregate size, f'g, 8 to 10" slump

f'm (=1500 psi), bond pattern (running/stack)



CMU Reinforcing

Vertical bar size and spacing, foundation dowels to

match, show lap splice length and hook

Horizontal bond beams, locations and max spacing, size

Additional rebar: corners, wall intersections, door and

window openings (extend 24" beyond openings),

below beam bearings

Define which cells to grout (cells w/ rebar only, or all cells)

Note if 1/2 stresses were used and No Special Inspection

required



CMU Plans

Dimension to only one face of wall (nominal dimension

problems)

Wall joint spacing, type



CMU Details

Joint types, cut rebar and joint reinforcement at joints

except at floor and roof bond beams

Lateral bracing at top of non-bearing walls, with vertical

slots



CMU Lintels

Bottom of lintel elevation, minimum depth, reinforcing

Bearing condition, extend bars 8"+ beyond opening



Structural Steel



Steel Notes

Grade of Steel (A36, Gr50) Shapes, Plates, Tubes, Pipes

High strength bolts (A325, A490), Anchor bolts (A307)

Weld electrode(E70)

Surface prep (SSPC-SP6 etc.)

Paint: None/primer/galvanize/galvanize and paint,

surface prep (none if fireproofed)

UT testing for complete penetration welds

Procedures for welding SMRF's

All grout to be non-shrink, cementitious, flowable

Expansion anchor (i.e. Hilti...), Epoxy, Headed studs

Powder Actuated Fasteners (i.e. Hilti...) size, penetration



Steel Framing Plans

Top of steel defined

Edge of deck condition, edge angles defined

Cladding connection detail

Framing for roof screen columns and braces

Vertical bracing locations shown, type

Moment connections located



Steel Beams

All beam sizes are labeled

Camber, composite stud size, length and spacing



Steel Columns

All columns have ID or size shown, orientation, schedule

Top of col, bottom of baseplate elevation

Splice elevation and type

Baseplate type called out, detailed



Steel Tubes

Slot tube with plate, or less costly shear tab



Steel Bracing

Spacing of double angle spacers, stitch plates

Verify locations do not conflict with windows, louvers etc



Steel Details, Connections

Work points defined

Weld sizes, lengths, symbols, electrodes, procedures,

inspections

Bolt sizes, quantity, type (A325N, A325SC, A307),

scheduled per beam depth or location

Hole types: STD, OVS, short or long slots and orientation

of slot

Snug tight, fully pretensioned or slip critical; inspection

Faying surfaces for SC bolts, no paint

Erection sequence, plausibility (shop weld, field bolt)

Special detail for W6 and C6 connections w/ 2 bolts

Allowance for k fillet, coping, wrench clearance

Web stiffeners req'd for steel beams continuous over tops

of columns for stability.

Web stiffeners req'd for handrail posts at steel beams?

If fabricator is to design any connections, then provide

performance specification, define which members,

provide all loads, define scope and responsibility,

require fabricator's seal.



Steel Baseplates

Plan dimensions, thickness

Anchor bolts; length, embedment, projection, threads, min

edge distance, minimum of 4 bolts for erection safety

(OSHA requirement)

L bolts or nut with plate washer

Oversized holes OK, std holes, shear key req'd?,

embedded studs

Weld to column (avoid fillet welds in tension for high

seismic loads in critical locations)

Grout: "non-shrink", thickness, relief holes for large

baseplates

Bracing work points defined



Open Web Steel Joists

Joist bearing elevation

2 1/2" bearing depth compatible with adjacent and

parallel steel beam connections

Performance specification, design responsibility, seal by

fabricator

Bridging design by fabricator, connection to building by

designer, detail connection

Define loads for design, including dead load to be used,

equipment, roof screens, snow (Pg vs Pf), snow drift,

rain on snow surcharge, live load reduction

Define collector loading

Specify deflection criteria, vibration

Paint (primer/none)

2 1/2" tall hat or tube steel between joist bearings for

shear transfer (between metal deck and collector

beam), weld size and spacing

Bolted connections required at top of column locations

(OSHA requirement)

Joist girder bottom chord stabilization plate, label "do not

weld"



Metal Deck

Depth, Gauge, Manufacturer, Section properties

Galvanized or painted, vented, WWF

Welding: Size, type and spacing; ends, edges, sidelaps

Direction of span shown

Minimum gage thickness of end dam material

Reinforcement at openings, Support at column openings

Detail connections in load path from diaphragm to

vertical shear resisting elements



Steel Stairs

Performance specification, design responsibility, seal by

fabricator

Slotted holes at connection to floor slab



Steel Bar Grating

Galvanized/painted, thickness, size, attachment to

framing

Span direction, support at large holes



Steel Piling

See trade association guidelines



Cold Formed Steel

Gauge, size, section properties, grade

Punched webs OK? stiffened flanges

Weld lengths, screw size and quantity

Bridging (walls and roof/floors)

Strap bracing locations, details



Expansion Anchors

Diameter, Embedment, Min edge distance, spacing



Epoxy Anchors

Diameter, Embedment, Min edge distance, spacing

Use only if non-rated construction and less than 130

degrees F.



Wood



Wood Notes

Plywood (roof, floor, shearwall) thickness, span rating,

exposure, finish, T&G, Blocked/unblocked, nailing

pattern

Equivalent OSB OK?

Glue to floor plywood to joist (adhesive AFG-01)

Framing material and grade( DF#2, SP #2, SPF #2) for

joists, rafters, studs, beams, columns, sills

Plates in contact with concrete are Preservative Treated

Framing hardware (Simpson, Kant-Sag) note to fill all

holes with nails or bolts

Nails Common/box, lengths, galvanized if exterior

Anchor bolts, through bolts, lag screws (A307)



Wood Framing Plans

Top of plate or joist bearing elevation

Differentiate bearing walls from non-bearing walls

Continuous cross ties for roof of concrete tilt-up or CMU

wall building

Shearwall locations shown

Shearwall nailing, sill nailing/bolting, anchor bolts

Hold downs dimensioned adequately for concrete workers

to locate

Hold Down size, bolts, embedment, post size

Dimensions are to face of stud UNO

Typ door and window headers called out

Large diaphragm openings detailed (UBC 94 pg 2-825)

[UBC 97 pg 2-279]



Wood Details

Shrinkage considered

Minimum bolt edge and end distance (4d and 7d)

No cross grain tension or bending stresses

No nails in withdrawal

Detail connection load path from diaphragm to vertical

shear resisting elements

Blocking at 4' oc at walls parallel to joists

Continuous 2x6 studs at tall walls

Note to "edge nail" shearwall plywood to hold down post

Minimum distance of wood above earth, exterior and

crawl space (UBC 94 pg 2-829) [UBC 97 pg 2-276]



Manufactured Wood Products

Floor stiffness, vibration, perceptibility

Allowable Fb, E, Wet-use

Hanger type, size and nail quantity, web stiffeners

Glulam beam camber

Adequate nailer thickness for top mounted hangers



Prefabricated Wood Trusses

Performance specification, design responsibility, seal by

fabricator

Bridging and connection responsibility

Define loads for design, including dead load to be used,

equipment, snow (Pg vs Pf), snow drift, rain on snow

surcharge, live load reduction

Dead load should be realistic for net wind uplift condition



Specify deflection criteria, inter-panel deflection

Roof slope, ceiling profile

Define bearing type, dimensions, and cantilever/overhang

dimensions

Define "no bearing" partition walls

H clips at net wind uplift conditions

Show plywood sheathing below valley trusses and

below "California Framing"



Wood Piling

Preservative treated above water table



Metal Buildings

Wind columns are (or are not) allowed

Rebar in slab (hair pins) for outward horz forces at column bases

Performance specification, design responsibility, seal by

fabricator



Architectural Interface

Intra-discipline coordination; Architectural, civil, mechanical,

electrical etc

Partitions: Top of wall: lateral bracing and vertical slotted

connection

At sloping roofs, do horizontal or large members protrude

through ceiling or roof.

Parapets secure for wind, window washers

Heavy items connected to structure?

Brick veneer ties



Cladding and Windows

Performance specification, design responsibility, seal by

fabricator

Diagonal brace to top of windows



Constructability

Can it be built without skyhooks?

Sequence of construction

Rebar congestion

Bolt tightening access

Likely locations of construction joints









Drawing Production Epilogue

Review "follow-up list"

Has information been called out in more than one location

on the drawings? If so, is it consistent and/or is it

necessary to show the item in more than one location.

Are all section callouts cut or noted from plans?

Do Specifications match drawing notes?



Final Review and Plotting

Issue date (updated)

Stamped "PRELIMINARY, NOT FOR CONSTRUCTION, FOR BID", etc.

Revisions ballooned, w/ triangle, dated, revision block

description

Engineer's seal and signature



Heausler Structural Engineers

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