Structural Engineers Association of California Convention
held in San Diego, CA, September 25, 1997.
I hope you find it useful. Please feel free to add to it,
modify it, and even delete items as you see fit. Its use
is optimized when personalized with your individual
experiences and tailored to your projects.
This checklist is not intended to be used in an absolute or
exact science manner, but rather as an efficient production
tool which will likely produce better and safer designs and
drawings, than if the checklist had not been used.
Thomas F. Heausler, S.E.
9/27/97
CHECKLISTS FOR THE QUALITY ASSURANCE OF CALCULATIONS, DESIGN AND
DRAWING PRODUCTION
Thomas F. Heausler, S.E.
President
Heausler Structural Engineers
Kansas City, MO
Abstract
This presentation demonstrates the use of a collection of
checklists developed for quality assurance of a structural building
design.
A listing of keywords and phrases will be presented. The
keywords can be reviewed at appropriate stages of a project, most
notably near the end, in order to help assure that errors and
omissions have been minimized. The presentation will elaborate on
the most effective use of the list and discuss the optimum and
appropriate stages and staff for its execution.
The checklist is not intended to be a "how-to" design manual
or even a procedural manual, but rather a list of reminders to help
verify that all critical calculation and design considerations have
been made and that adequate and essential detail information has
been provided.
The list has been compiled over the last 16 years from
experience gained with small, medium and very large size firms and
staffs. The list is applicable to structural projects of all sizes
and types.
Quality Assurance
It is very easy for a designer to get absorbed in state of the
art calculations and design methodologies and then neglect
attention to some of the relatively mundane
details. These details, although sometimes tedious, are
nonetheless essential for a complete and safe structure.
The use off a checklist can help the engineer remember to
include or check all of the numerous items which are essential for
a complete structural design.
DPIC, liability insurer of structural engineers, recommends
developing and using checklists as a means towards a more
aggressive approach to error detection. DPIC states that
"Obviously, technical mistakes cause embarrassment and cost time
and money. But, more importantly, they can cost lives. The true
professional regards checking aids and other sources of information
enthusiastically - not resentfully - recognizing that anything that
produces a better final product has value."
ICBO has produced a document known as the 1994 UBC Structural
Checklist. This is a 96 page document intended for engineers and
plan reviewers. It basically itemizes and discusses or rewords
every structural element in the code. The document is worth
reviewing, especially as a learning tool. It is however a bit
lengthy to use consistently on each project and, of course, it only
covers Code items.
The checklist herein covers calculations, analysis, Code,
design and drawing production issues. The checklist is composed of
a series of keywords and phrases intended to "jog your memory"
about items to be included in the design and drawing production.
It is intended to be used by experienced professionals,
consistently and expeditiously on each project. A review of the
checklist should take less than one hour.
The experienced engineer may be likened to a licensed airplane
pilot who knows and understands all the procedures to fly a plane.
The pilot, nonetheless, uses a checklist prior to throttling up the
runway for take-off.
Use of Checklist
The checklist consists of two main parts:
Calculations, Analysis and Code
Design and Drawing Production
The first section uses the Uniform Building Code (UBC) as a
point of departure. The second section is formatted by typical
drawing sequence and materials.
It is intended that this checklist will be used by designers,
checkers or principals for quality review near the end of a
project. Internal office review practices may vary from firm to
firm. Some firms perform a quality review at approximately the 30%
complete stage, in order to "ratify" the choice of structural
system, materials, and force criteria. Parts of the checklist may
be used at that stage, prior to proceeding with final analysis and
member design.
Our office routinely keeps a "Follow-up" list during a
project. Notations are made for items which will be followed up on
later. This allows the engineer to continue his current task, but
without forgetting to return to a recent thought. Examples of
notations made to a follow-up list include the following:
Add laminated wood beams to specifications
Get dimension of block wall from architect and show
on sheet S2
Detail embed plate for bridging connection
Show CMU wall joint spacing on plan sheet S1
Reference soils report in general notes
Show contraction joints in slab on grade
Etc.
The follow-up list is generally reviewed in conjunction with
this checklist.
Disclaimer
It is hoped that this checklist may serve as a tool to be used
by others to improve the quality of structural engineering design
products. However, as with any tool, engineering judgment and
caution should be exercised. The list should not be considered
complete, and it is hoped that individuals may add their own
practices and experiences to it. This list shall only be used by
experienced professionals and in no case shall any liability be
assigned to the author. Anyone making use of this information
assumes all liability arising from such use.
Conclusion
The checklist may be used near the end of a project to help
assure that errors and omissions have been minimized. The
checklist addresses Code compliance items as well as practical
drawing production issues. It is intended to be applied
expeditiously and consistently to each project.
While this checklist does not cover everything possible it is
believed that calculations and drawings will nonetheless be
improved by using the checklist versus not having used the
checklist.
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
TFHSE@aol.com