Design parameters

Copy the numbers from the highway drawing. Everything else is derived and checked against the policy — warnings never block.

Policy & class

Policy Highway class Terrain

Speed & superelevation

Design speed km/h e_max % Normal crown % Lane width m Lanes rotated (per side) Edge smoothing m · parabola at each break of the SE diagram · 0 = angular

Control line & section

Layout

The profile grade line (PGL) carries the profile elevation; the pavement follows the cross slopes from there. Positive offsets are to the left of increasing station.

Stationing & coordinates

Start station m Station label Coordinate system

Derived limits for this speed

Plan · horizontal alignment

PI table: coordinates, radius and spiral length. Stations, tangents, spiral shift and e_req are derived. Drag to pan, wheel to zoom. Hover to probe a station; click to lock it; ← → step 1 m (Shift 10 m); space plays.

PI	N	E	R m	Ls m	e %	Δ	T	L	TS/BC	ST/EC	e_req	Lr

Paste N/E from the drawing. R blank = angle point.

Profile · vertical alignment

PVI table: station, elevation and curve length. K, PVC/PVT and the high/low point are derived; L_min comes from the policy K-values.

PVI	Station m	Elev m	L m	g_in %	g_out %	A %	K	K_min	PVC	PVT	Hi/Lo

Vertical scale auto-fits; the bar below is the superelevation diagram.

Site & environment

Where the bridge stands: temperature range, humidity, seismic spectrum by province · amphoe or AASHTO / user curve, site class, exposure, wind and flood. Step 5 stays structural (spans, supports, approaches); the analysis stage reads these for temperature, seismic, wind and scour cases.

1Location, soil & exposure

Province · amphoe seismic table · location record

Site class (soil) AASHTO 3.10.3 · Thai 1301 Soil condition Exposure / corrosion zone Basic wind speed m/s · 3-s gust

2Temperature

Temperature range ΔT °C · uniform T_min / T_max °C

Relative humidity % · creep and shrinkage

Temperature gradient vertical · positive (sun on the deck) and negative

Gradient source Solar radiation zone Table 3.12.3-1 T₃ at the soffit °C · bottom 0.20 m · 0 unless site study, ≤ 2.8 Negative gradient factor × positive · blank = −0.30 (plain deck) / −0.20 (asphalt overlay) Positive curve z m from the deck top, ΔT °C per line Negative curve optional · blank = factor × positive

3Flooding & scour

Flood / scour zone Design flood return period years

HWL and scour level per support are typed in the configuration table on step 5; freeboard and the scour check read them.

4Seismic

Seismic standard Spectrum method · damping

PGA · S_s · S₁ g · AASHTO or override

User spectrum T,Sa per line (s, g) Sa unit

Spectrum-compatible ground motions time history

sets of H1 · H2 (· V) accelerograms whose 5 %-damped spectra match the design spectrum above — the record set a time-history analysis case reads (module F · "Ground motion" EQ input). Generated here from the spectrum, or import real records (PEER-style .AT2) and let the app scale them to the target.

Sets · pairs H1 + H2 per set Vertical component Duration · Δt s

Damping of the match % Match period range T₁ … T₂ s

Envelope rise · strong-motion end s

Seed same seed → same records Duration · envelope from Response to report

Active faults around the sitethe bridge location → faults of the regional catalogue within the search radius, nearest first, with mechanism · M_max · slip rate; each ticked fault becomes a scenario (duration D₅₋₉₅ and envelope from M and R) for the synthetic sets — traces are approximate, verify with the DMR active-fault map before the final design

Site location from Latitude · longitude ° · WGS 84

UTM zone Search radius km Scenario magnitude M moment magnitude

no sets yet — define the spectrum, then Generate

Performance criteria · seismic assessment AASHTO guidelines

the operational category of the bridge sets the performance level required under the lower-level (≈ 100-year) and upper-level (≈ 1 000-year) motions — PL3 fully operational · PL2 operational · PL1 life safety — and each level carries its damage description and engineering limits (Guidelines Tables 3.1-1 … 3.1-4). The results module reads these targets for the seismic checks. Choose "User defined" to keep the structure with your own values.

Criteria Operational category Lower-level motion return period · target

Upper-level motion return period · target

Which motion is the design spectrum above?

Engineering design parametersRC column strain limits from the transverse reinforcement and the axial load (Table 3.1-4) · steel-tube (RCFST) limits · offsets and settlements — the values below are what the fibre checks and the movement checks compare against

ρ_s · ρ_v transverse steel ratios

f_yhe · f_yh MPa · expected / nominal hoop yield

E_s · ε_su MPa · hoop ultimate strain

f′_ce · f′_cc MPa · expected / confined concrete

P / (f′_ce A_g) axial-load ratio of the column Steel tube D · t mm · RCFST columns

Parameter	PL1 · Life safety	PL2 · Operational	PL3 · Fully operational

Spans & supports

Define span types and support types once, then assemble the bridge in the configuration table: each span adopts a span type, each support a support type with its joint / bearing choice. Elevation, plan and 3D follow the table.

Bridge on the alignment

Start station (first support) m Spans m · e.g. 30, 40, 30 or 3×30

Span types superstructure library

ST1 name

Superstructure Depth (deck to soffit) m Bearing + pedestal m

Left edge Left walkway m · 0 = none Right edge Right walkway m Deck width

Wearing surface on the roadway (DW automatically) Material Thickness m Unit weight kN/m³ · blank = by material

Depth profilespans beyond 50 m usually haunched Depth at mid-span m Soffit shape Haunch exponent 2 = parabola · 1.8 as the tables

SY Parametric Sectional Editorsuperstructure · section laws along the span · section zones · construction groups

open

Production how the superstructure is made Construction method

Deck on girders parameters of this girder system · every value editable · blanks = defaults for the depth and spacing

Cells blank = auto Web thickness m · st Web angle ° from vertical · blank = from bottom width Top slab m · tt Top slab at web m · tt2 · blank = tt + fillet Top fillet width m · inside corner Top fillet height m Bottom fillet m Bottom width m · bb · blank = auto Bottom slab m · bt at mid-span Bottom slab at pier m · bt2 Cantilever width m · csw · blank = auto Cantilever tip m · ew Cantilever root m · at the web Cantilever haunch width m · blank = auto Section

U bottom width m · sheet 2.60 U web thickness m Deck slab on U m · + 0.05 asphalt Link slab thickness m · over continuous piers Link slab debond m each side of pier CL

Standard sheet NP1-16 … NP2-30 Girder end Deck slab on girder m · sheet 0.20

Beams on the horizontal curve adjacent plank / box beams · press-brake tubs · precast I / U girders

a) Straight beams between the support linesThe deck slab and overhang vary to match the curved roadway edge — the chord offset (middle ordinate) is reported per span. b) Beams follow the horizontal curveCurved beams (CIP T-beams, steel) — constant overhang along the span. c) Fan — straight beams centred on the curveEach beam end is shifted outward by half its middle ordinate on the support lines (U-turn ramps, cantilever-deck piers) — the overhang varies ± m/2 and the beams fan on the radial support lines.

Girders per span blank = standard table Girder spacing m · blank = width / n Girder ends at skew End gap at joint m from support CL End gap continuous m Bearing from support CL m Fixed bearing end alternate per span

Support types pier & abutment library

field hintsPT1 pier name

SY Parametric Sectional Editorsubstructure · column section along the height · head / shaft / plinth zones · taper laws

open

ADeck arrangement single or divided highway · joint and bearing line at this support

Deck arrangement at this support divided highway Joint & bearing (default for this type) Expansion joint type at this support Joint gap at installation m · pounding when it closes Joint model from the library (7 · D) · blank = formulation by the joint type

BBearing configuration type, positions, offsets, rotation, pad size and the spring model of each bearing · click a bearing in the top view · models come from the library in 7 · D

Top view · bearings on the pier
pier axis (red) · bridge CL (blue) · girder lines · every bearing with Δs from the pier axis and u from the CL · left- or right-click a bearing to set its type, spring model, pad, offsets, rotation, uplift, restrainer and buffer

Bearing type default for every bearing of this support type · a single bearing: click it in the top view Bearing model library (7 · D) · blank = the formulation of the bearing type with its defaults Uplift hold-down on every bearing uplift restraint on all bearings advanced — per-end arrangement, orientation on curves, fixed point, pad size the usual way is to click a bearing in the top view and change its type, offsets or rotation there

Bearings per girder end n · spacing m across the girder · blank = auto (1 per girder, 2 per box web line) Bearing orientation curved bridges · axis of free movement Bearing arrangement per girder end blank = every bearing at the girder line with the type's model · add rows for several bearings per end, each with its offset across the girder (m, + left), an optional type and uplift

Restrainers at the joint tension-only cable / rod across the gap · drawn in the top view on Restrainer positions blank = one set per girder line · add rows to place cables at offsets from the bridge CL (m, + left), e.g. beside chosen bearings

Seismic buffers compression-only stopper between girder end and seat · drawn in the top view on Buffer positions blank = one pair per girder line · add rows: offset from the bridge CL (m, + left) and side

Pad L × W m · L along the bridge · blank = span table · per bearing: click it in the top view Rubber layers n × t mm · G MPa · used when no library model is assigned

CPier type · pier library standard sheets now, SYSectionHub later · orientation · cross beam · half-joint ledges · bracing · fixity

Pier library pick a standard type, give the span, deck width and seismic level, then Apply — the pier drawing, plan and 3-D update at once · user types from SYSectionHub later

Standard typeSpan mDeck width mSeismic level edit the general dimensions

DFoundation pile cap or spread footing · piles · cap orientationclick Edit, change the piles and the cap, then Apply — the model rebuilds once

Foundation Embedment below ground m Depth to fixity (piles) m Pile length m Pile type · size

Piles along × across across blank = fill the cap

Pile spacing · edge m · blank = 3 D · 0.5 D + 0.2

Cap thickness m · blank = 1.2 D + 0.4 Cap plan along × across m · blank = from the pile grid

Row spacing along · corner chamfer m · blank = spacing · 0

Cap layout Cap orientation skew / curve

Joint + bearings = simply supported / end of a unit · bearings only = continuous deck · integral = monolithic moment frame (no joint, no bearings). Override per support in the table. L_u = column top → min(footing top, scour level) − depth to fixity; r = D/4 or 0.30·b; KL/r < 22 short · 22–100 magnify · > 100 refined (AASHTO LRFD 5.6.4.3).

EExpansion joints create the joints of the bridge once — number, name, type, total movement, installation gap, minimum gap — then pick them per support in the configuration table below · the nonlinear model comes from the library in 7 · D

New joint show the joint types explained

EJ No.	Name	Type	Total movement MR	Installation gap	Min gap	T_inst	Model (7 · D)	Used at

Total movement, installation gap and minimum gap are re-checked after the analysis against the TU / TG cases of the site temperature range; the calculation report and the joint drawing restate them with the installation temperature.

FApproach transitions

Start · behind A1

Transition structure

Transition length m Under the transition

Panel mSlab mCol. w mCol. t mBay m

pile bearing unit (piled approach)

RuleAcross mAlong m1st L mExtra L_ex m

Rows / step− per step mMin L m

End · behind A2

Transition structure

Transition length m Under the transition

Panel mSlab mCol. w mCol. t mBay m

pile bearing unit (piled approach)

RuleAcross mAlong m1st L mExtra L_ex m

Rows / step− per step mMin L m

Bearing unit — standard sheet: rows every 2.00 m in pairs, the first pair as long as the abutment piles (2 m classes), each next pair 2 m shorter down to 4 m; piles across at 2.00 m max with 0.35 m edges; L_B = 2(n − 1) + 3 m; L_ex adds rows of 4 m piles for very soft clay; skewed abutments get the extra rows parallel to the abutment. Pile lengths will come from SY Pile / SY Pave once the soil profile is linked.

X-ray Deck

Bridge configuration & components	Station	Skew ° from the square · 0 = square · a drawing's 90° skew angle = 0 here	Bearing lines · joint	Deck	Soffit	Cap top	Ground m	HWL m	Scour m	Footing	H pier	L_u	KL/r L	KL/r T	Freeboard

Terrain & imports

Bring in the survey surface (LandXML from Civil 3D, DXF 3DFACE / contours / points, CSV or PNEZD, ESRI grid) or adopt a highway alignment from LandXML. The ground line appears on the profile and step 5 reads pier heights from it.

Import a file

Drop a file here or click to choose
.xml (LandXML) · .dxf (ASCII) · .csv / .txt · .asc

Active surface

show TIN on plan

Saved surfaces on this bridge

Surfaces are thinned to 40 000 points before upload (the API keeps up to 120 000). Coordinates must be in the alignment's system (step 1); "Covers alignment" tells you when they are not.

Analysis workspace

Modules M → I, left to right like a bridge-analysis package: create the FE model from the parametric bridge, review materials, sections, tendons, bearings and groups, define loads and stages, run, read the results. Everything is generated from steps 1–6 and editable here.

M · Model

Model settings discretisation · mass

Element size by structural group m · max element length · pick a group (every span / pier / abutment, or all of a kind), type the size, Apply — the model and the 3-D rebuild at once · Undo steps back · pile caps are rigid bodies (no mesh)

Structural groupMax element m

Cross members Mass source Mass directions X Y Z Barrier load to Wearing load towearing surface and barriers come from the span type (step 5) → DW; f′c and E from module A; extra SDL / overload / overrides in module F Foundation modelcap → pile heads by rigid links · spring values: default until SY Pile supplies them Soil springs fromrev 174: with a SY GeoData boring log the p-y curve of every pile node is generated here — Matlock clay · API sand · rock — the secant at y_ref feeds the linear analysis, the curve is kept on the spring Soil k_h kN/m³ · + n_h·z Tip spring k_v kN/m per pile

no model yet

Model check

Create the model to run the check.

Model data nodes · members · links · restraints and springs — the generated model as tables, for checking and export

Create the model to list its data.

Materials generated from the span / support types · edit E, γ, f′c · time-dependent law

Name	Type	E MPa	ν	G MPa	γ kN/m³	f′c / f_y / f_pu MPa	α 1/°C ×10⁻⁶	Time-dependent	Curves

creep / shrinkage per AASHTO LRFD 5.4.2.3 by default (CEB-FIP 90 · MC2010 · ACI 209 · user) with RH from the site card — used by the stage run (B2b)

Sections generated from the span / support types · A, I, J per section · composite stages · edit, duplicate, adopt, details

Section	A m²	Iy m⁴	Iz m⁴	J m⁴	Material	Stages	Used by

Sections come from the span types (step 5: sheet, parametric box, U, press-brake tub, steel) and the support types; the bare / composite pair is what a stage activates. Local axes: x along the member, y up (strong axis I_y bends about z … shown in Details), z transverse.

Reinforcement longitudinal bars and stirrups of every girder, box or slab object — the fibre section of the nonlinear member run (SY GirderNL engine) · one rebar group per girder for 7 · E and the construction stages 7 · G

ObjectLine

No.	Name	Object · line	Longitudinal	Stirrups	As	Group	Status

Tendons & 3-D layout B2b · C1 · tendon objects · profile along the assigned span or group · cover, clash and radius checks by the corrosion zone of step 4 · jacking force with friction and anchorage set

New show in 3-D

No.	Name	Kind	Strand	Duct	System	Jacking	Object · line	Length	Status

PPrestressing design criteria read by the stage run and the design check (B2b / B2e)

Design basis Cover standard minimum cover to the duct by the exposure of step 4 Friction μ · wobble k rad⁻¹ · m⁻¹ · AASHTO Table 5.9.3.2.2b-1 (galvanised duct 0.15–0.25 · 0.00066) Anchorage set mm · 6 (strand wedges) · 3 (bars) Max aggregate mm · duct spacing rule

The stage run (B2b) applies the tendons at their stage with friction, anchorage set, elastic shortening, creep, shrinkage and relaxation from module A; after a linear run "suggest from the dead-load moment" reshapes the profile inside the cover envelope. Class B runs the stages on the fibre model with geometric nonlinearity and the time-dependent effects (concrete strength and stiffness development by type, shrinkage, creep, relaxation; loading and erection sequence; prestress losses). Class C adds the material nonlinearities (fibre model + full MCFT) and, soon, the environmental degradation of the materials (corrosion, ASR, chloride, thermal, blast) — credits as in the price list.

Springs, bearings, joints & links from the support types · rev 22–23 bearing chain

Element	Count	k_x	k_y	k_z	k_rx	k_ry	k_rz	Note

LBearing & accessory library named spring / mechanical models of bearings, restrainers, seismic buffers, expansion joints and shear keys · create once, assign in step 5 (bearing: click it in the top view · restrainers, buffers: their rows in B · joint: A · shear key: the Key model of the adjacent-beam span type)

Newno models yet — create one, or open a bearing in step 5 · B and choose "new model…"

ID	Name	Kind	Formulation	Key values	Used by

show every bearing, restrainer, buffer and joint of the FE model with the model it resolved to

Name	Kind	Support · location	Model	Key values	Source
Create the model (module M) first.

Every element without an assigned model runs with the default formulation of its type (elastomeric pad by G·A/t_r, pot bearings, cable, collision buffer, strip seal…) · the nonlinear laws (gap, friction, bilinear isolator) are carried into the B2c / B2e runs.

Transverse analysis & design section families sent from the SY Parametric Sectional Editor (T column) · one-metre strip frame per family · AASHTO LRFD strip widths, lanes and HL-93 wheel lines or your own

Edit opens the strip: 2-D / 3-D viewer (Front · Side · Back · Top · Bottom · Iso, rotate, zoom) and the steps A effective width · B supports and springs by click · C transverse tendons with their 2-D alignment · D load cases · L traffic lanes · E live-load model · F build the FE model with its check report · R results. The strip's load cases and combinations are listed in 7 · F.

Load cases generated + user · AASHTO 3.3.2 classes · an analysis case assignable to every load case

LLongitudinal analysis load cases the bridge model of module M

Automatic transient loadsgenerated from the lanes, the alignment and the site — braking BR (3.6.4), centrifugal CE (3.6.3, only on curved alignments), wind on the structure WS (3.8.1.2) and on the live load WL (3.8.1.3) · every value editable · each case can be switched off

Design speed km/hCentrifugal f 1.0 strength · 4/3 fatigueTruck axles kN per laneLane load kN/mWind V30 km/h at 10 mP_B superstructure kPaP_B substructure kPaBarrier height m exposedDirection eccentric lane sets (BRe · CEe)

Design radius R for CEfrom the horizontal alignment use my own RR mcurve

New load caseDC and DW are automatic · BR · CE · WS · WL from the card above · user cases run as static cases in module H and get a column in the combinations

ID	Load case	Class	Type	Application	Magnitude	Analysis	Active

Standard AASHTO cases not generated yet PS · CR · SH · EH · EV · LL · LS · WA · TU · TG · EQ — their analysis default is set here and used when the case is generated

ID	Load case	Class	Type	Analysis default	Status

TTransverse analysis load cases one set per transverse strip of 7 · T

Strip · group	Case	Name	Class	Analysis case	Status

Load-case-based results · increment and accumulated responses per stage / step

Load combinations AASHTO LRFD Table 3.4.1-1 · γ_p max / min · editable

LLongitudinal load combinations

TTransverse load combinations DC · DW · BR · PT · LL envelope (+IM, multiple presence) · shared by every strip

Analysis cases how a load case is solved — create the analysis cases you need, then tick the load cases each one solves (or pick it in the "Analysis" column above) · each analysis case can also be an event of a construction stage (module G)

New analysis case

No.	ID	Name	Description	Analysis method	Parameters	Load cases	Stages

the results module reports reactions and deflections per combination; live load, temperature, wind, EQ, EH / WA / LS join the table as their analyses ship

Construction stages & equipment method template → default sequence · Gantt · time-dependent run in B2b

Construction method Days per span / segment cycle Substructure lead days before span 1 Long-term step years Temperature · humidity °C · %

Fresh concrete of the next part carried by composite sections · cast sequence Composite at age days of curing before the parts act together Equipment in the default sequence by method · placed and moved with the stages Grouting of the post-tensioned tendons a tendon is unbonded (duct void, force from the mean strain) until it is grouted; grouted = bonded to the section for every later load (strain compatibility, (n−1)A_p) Unbalanced-cantilever check cases at every segment stage, each side heavy · AASHTO LRFD 5.12.5.3.3 (DIFF 2 % of one cantilever, U one segment / traveller out of balance, CLL 0.48 / 0.24 kPa) · transient cases ST…c for the pier and foundation checks One stage per step part · cage · prestress · fresh concrete · curing · composite (off = one stage per part with day offsets)

New stagea stage carries the time effect between its start and end day · activities and steps are added after it is created

No.Stage nameDay startDuration daysDescription

A stage with no activities only lets time pass: the solver keeps the deformed, stressed state of the previous stage and applies creep, shrinkage and relaxation for its duration.

#	Stage	Day	Duration	Description	Activities	Steps

Construction equipment templates · scaled to the span weight · load cases at the supports · shown in the 3-D

Template Gantry weight t · blank = template Apply to spans numbers, comma · blank = every span reverse the horizontal forces and moments (note 4 of the sheet)

Leg	On the support	FV t	FL t	FT t	ML t·m	MT t·m

reactions are scaled by (gantry + span weight) / (gantry + reference span weight) — the span weight comes from the box section (constant or varying depth) between the piers; outside the template range the case is flagged as preliminary; edit the leg values, the spans and the directions as needed

Case	Span m	Span weight t	Scale	Legs · scaled reactions (t · t·m)	Warnings

Construction stage analysis option how the stages above are run · read by the stage run and the design checks · summarised in H

Option camber / as-cast profile tables long-term step · creep, shrinkage, relaxation, losses, to years nonlinear soil · the pile springs follow their p-y curves (boring log of Topic 4 or the SY Pile return) at every stage Combination basis

Analysis pick the analyses of the completed bridge (class i) and of the construction stages (class ii) · the set below lists everything the run performs with its compute class

iFull structure stagethe completed bridge · tick the analyses to perform

Which analysis do I need?

· Crack, yield or ductility check → a material nonlinear choice (MCFT fibre model: nonlinear static, or with geometric nonlinearity; nonlinear time history for seismic ductility).

· Stability / unstable-state check → construction stage (class ii), nonlinear geometric analysis or the buckling load (linear buckling first, nonlinear buckling when the material yields before the geometric limit).

· Preliminary tendon or section sizing → linear elastic, or construction stage with geometric nonlinearity when the cantilever / launching deflections matter.

· FE model updating / measured frequencies → linear eigenvalue (elastic stiffness) or the nonlinear eigenvalue on the stressed state (tick Eigenvalue with a nonlinear or stage choice).

· Eigenvalue · mode shapes can be added to any static, nonlinear or stage choice; the moving-load analysis does not need it, and the dynamic analyses (spectrum, time history) run it themselves.

iiConstruction structure stageneeds the stages of G · the stage run plus every analysis requested at a stage or step — on the deformed, stressed state of the structure at that step

Analysis set everything this run will perform · class i from the picks above · class ii from G and the stage steps · compute class and credits

#	Analysis	From	Compute class	Estimate

Advanced analysis options solver · threads · iteration limits

Eigenvalue · modes mass · periods · mode shapes (needed by the dynamic analyses)

run on

create the model first

Drawings SY Automated Drawing Sets · A1 sheets · DXF and PNG

Reports & drawings analysis and design report of the model · the drawing set attached as an appendix · print / save as PDF

Results deflected shapes · modes · reactions · combinations · export

Show Scale × · blank = auto undeformed ghost animate

Video studio · presentation footage of the 3-D model — deformed shapes, the construction sequence with its equipment, or the member-force plot of the diagram section; title band, footer, legend and logo on every frame

Footage Ending stage construction sequence Resolution Camera Duration s Lighting

Automated scene and duration Deformed Equipment Scene captions

Case	Total load kN	ΣR kN	Max δz mm	at node

Span	δz DC mm	δz DW mm	δz DC+DW mm	L/δ

Support	Rx kN	Ry kN	Rz DC kN	Rz DW kN

Mode	f Hz	T s	mass X	mass Y	mass Z

Nonlinear · fibre sections the MCFT-based sectional model on the concrete members: concrete (cover · confined core), rebars and strands as fibres with their own laws, the loads of the analysis case applied in increments — vital signs per member and per section against the strain limits of the performance criteria (step 4), the AASHTO sectional shear check, and the fibre stresses on the grillage and the extruded model

Vital signshow values strain instead of stress

Member	Section	Rebars	State	Demand / limit	μφ	ε_c core	ε_s max	σ_c min MPa	σ_s max MPa	V / V_n	cracked

Section viewatColourPanel

Moving load · LL influence lines of every member end, node and support from one factorisation — HL-93 (design truck · tandem + lane load, IM, multiple presence, two trucks for hogging) and the special vehicles of 7 · F sweeping their lanes; the envelope case LL (max / min) feeds the diagrams, the combinations and the deflection check

Lane	Carriageway	Centre u m	Loaded strip u m	Width m	Loading

Girder · span	Max My kN·m	at member	governing	Min My kN·m	at member	governing	Max Vz kN	Max LL deflection mm

Response spectrum · EQ the dynamic engine · modes from the mass of the model, the spectrum of Topic 4 at every period, modal and directional combination of the analysis case assigned to EQ — the EQ · EQX · EQY (· EQZ) cases below feed the diagrams, the link results, the drift / unseating / pounding checks and the performance level

Mode	T s	f Hz	Sa g	Γ H1	Γ H2	Γ V	m_eff H1 %	m_eff H2 %	m_eff V %	Σ H1	Σ H2

Member force diagrams N · Vy · Vz · T · My · Mz along a girder line, the spine, the columns or the cross beam of a support — per load case, per combination (reversible transient cases swept ±) or the envelope of all combinations · 2-D on the member axis, 3-D as ribbons on the model

Object Result Component Scale ± reversible cases Sectional stress limit / capacity Display in 3-D forDeformed modeshow values

Video of this plot: open the Video studio at the top of the Results section and choose the footage "Member-force plot".

Seismic & movement checks for the result chosen above (an EQ case, a combination or the envelope) — pier drift and performance tier, girder-end ↔ support relative movement against the AASHTO seat length (unseating), expansion-joint closure against the gap (pounding)

Drift limits % of the column height · editable tiersSeismic zone seat-length factor · from the site cardSeat length mm · blank = AASHTO 4.7.4.4 N

Pier drifttop ↔ base of every column chain · resultant of along / across

Pier · column	H m	Δ along mm	Δ across mm	Drift %	Tier

Girder end ↔ support · unseatingrelative movement at every bearing vs the seat length

Bearing	Support	Δ along mm	Δ across mm	N req mm	Seat mm	Δ / seat

Expansion joints · poundingclosure and opening of every joint vs its gap

Joint	Support	Gap mm	Closure mm	Opening mm	Closure / gap

Link results bearings · expansion joints · restrainers · seismic buffers · shear keys · rigid links — force transmitted through each link in its own frame (x along the bridge · y across · z vertical) and the relative movement Δu, for the result chosen above

LinksSupport

Link	Support	Fx along kN	Fy across kN	Fz vertical kN	Mx kN·m	My kN·m	Mz kN·m	Δx · Δy · Δz mm

Send to SY Suite hand a member, a girder line or a pile group with its section, materials, reinforcement and the factored demands of every combination to SY Column, SY GirderNL or SY Pile through the suite server (encrypted, no files) — the receiving app finds it in its inbox and its redesign, report, drawing or p-y springs come straight back into this model. Only the products on your subscription are offered.

TargetObjectDemands

Hand-off	Target	Object	Sent	Status	Returned

Per combination linear superposition of the case results

Combination	Max δz mm	ΣRz kN	Rz per support kN

member force diagrams (N · V · M · T), stresses, tendon results, camber, the PDF report and the DXF set follow with B2a-4 / B2b

Run an analysis (module H) to see the results.

Stage results B2b · incremental and accumulated effect per stage · per load-effect type

Stage Effect Show

Member / station	N kN	Vy kN	Vz kN	My kN·m	Mz kN·m	T kN·m	σ top / bot MPa

Groups structure groups for stages · lanes

New group name Kind Assign by Span blank = any Station from – to m · blank = whole Member types Deck lines girder numbers, comma · blank = all Support blank = any Section stage Tendon ids comma list · from the tendon table (B2b) Equipment template

groups are kept with the layout and rebuilt with the model; the stage table (B2b) activates them

Group	Kind	Members	Nodes	Links

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