A.4 | TEXT doc#
The text doc is stored in the _published/txtdocs folder. The file may be
downloaded. Section separations are
designed for code folding in text editors e.g. Noteppad++ and VSCode
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Example 1 - rivt Doc | R Holland | v-1.0.0a17 | 2026-07-27 - 05:11PM
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................................................................................]
0.1-1 | Summary and Loads
================================================================================]
This rivt file example calculates the maximum stress and deflection in a
simply supported, uniformly loaded beam using E-B theory [0.1.1]. It also
serves as an annotated example of a single rivt doc with multiple sections
that is not part of a report.
The example illustrates the use of some of the most common API functions,
commands and tags. Further details are provided in the
rivt user manual https://www.rivt.info .
The file may be formatted as a text, PDF or HTML doc by changing the type
parameter in the Doc API | PUBLISH | command at the end of each
rivt file (rv.D()). Published files are found in the
_published folder.
................................................................................]
0.1-2 | Load Combinations
================================================================================]
Dead and live loads effects are taken from ASCE 7-05 [0.1.2]
Table 2.1: Load Effects (stored: t001-1.csv)
============= ================================================
Equation No. Load Combination
============= ================================================
16-1 1.4(D+F)
16-2 1.2(D+F+T) + 1.6(L+H) + 0.5(Lr or S or R)
16-3 1.2(D+F+T) + 1.6(Lr or S or R) + (f1L or 0.8W)
============= ================================================
................................................................................]
0.1-3 | Loads and Geometry
================================================================================]
Successive value definitions are formatted as a table. Variable values are
defined with the define operator. The line tag [T] labels and numbers the
table.
Table 3.1: Define Unit Loads
========== ============= ============= =====================
variable value [value] description
========== ============= ============= =====================
D_1 3.80 p_sf 0.18 kPA joists DL
D_2 2.10 p_sf 0.10 kPA plywood DL
D_3 10.00 p_sf 0.48 kPA partitions DL
D_4 3.00 k_ft 43.78 kN_m fixed machinery DL
L_1 40.00 p_sf 1.92 kPA ASCE7-O5 LL
b_1 10.00 inch 254.00 mm beam width
h_1 18.00 inch 457.20 mm beam depth
E_1 29000.00 k_si 199947.96 MPA modulus of elasticity
Fb_1 20000.00 p_si 137.90 MPA allowable stress
========== ============= ============= =====================
The VALTABLE command reads variable values from a file in the rvsrc/data
folder. The description is the table title, followed by the max
column width.
Table 3.2: Beam Geometry (beam1.csv)
========== ======== ========= =============
variable value [value] description
========== ======== ========= =============
spc_1 2.00 ft 0.61 m beam spacing
spn_1 16.00 ft 4.88 m beam span
========== ======== ========= =============
----------------------------------------
Fig. 3.1 - Beam Diagram
----------------------------------------
Uniform Distributed Loads
┌ Eq-3.1 | Dead load [ASCE7-05 2.3.2]
│
│ dl₁ = 1.2⋅(D₄ + spc₁⋅(D₁ + D₂ + D₃))
└
dl₁ = 3.64 k_ft [dl₁] = 53.09 kN_m | Dead load [ASCE7-05 2.3.2]
========== ============ ========= ============= ==================
D₂ spc₁ D₁ D₃ D₄
========== ============ ========= ============= ==================
2.10 p_sf 2.00 ft 3.80 p_sf 10.00 p_sf 3.00 k_ft
————— ————— ————— ————— —————
plywood DL beam spacing joists DL partitions DL fixed machinery DL
========== ============ ========= ============= ==================
┌ Eq-3.2 | Live load [ASCE7-05 2.3.2]
│
│ ll₁ = 1.6⋅L₁⋅spc₁
└
ll₁ = 0.13 k_ft [ll₁] = 1.87 kN_m | Live load [ASCE7-05 2.3.2]
============ ===========
spc₁ L₁
============ ===========
2.00 ft 40.00 p_sf
————— —————
beam spacing ASCE7-O5 LL
============ ===========
┌ Eq-3.3 | Total load [ASCE7-05 2.3.2]
│
│ ω₁ = dl₁ + ll₁
└
ω₁ = 3.77 k_ft [ω₁] = 54.96 kN_m | Total load [ASCE7-05 2.3.2]
=================== ===================
ll₁ dl₁
=================== ===================
128.00 ft·p_sf 3.64 k_ft
————— —————
Live load [ASCE7-05 Dead load [ASCE7-05
2.3.2] 2.3.2]
=================== ===================
................................................................................]
0.1-4 | Beam Response
================================================================================]
The following lines import the beam geometry from an external file,
calculate section properties from imported functions and calculate
the maximum moment, bending stress and mid-span deflection.
Table 4.1: (from file)
========================== ============================================
Function Docstring
========================== ============================================
rectsect(b, d) section modulus of rectangle
rectinertia(b, d) moment of inertia of rectangle
midspan_delta(ln, w, e, i) mid-span deflection of simply supported beam
with UDL
========================== ============================================
┌ Eq-4.2 | rectangle - S (sectprop.py)
│
│ section₁ = rectsect(b₁, h₁)
└
section₁ = 540.00 in3 [section₁] = 8849.01 cm3 | rectangle - S (sectprop.py)
========== ==========
b₁ h₁
========== ==========
10.00 inch 18.00 inch
————— —————
beam width beam depth
========== ==========
┌ Eq-4.3 | rectangle - I (sectprop.py)
│
│ inertia₁ = rectinertia(b₁, h₁)
└
inertia₁ = 4860.0 in4 [inertia₁] = 202288.5 cm4 | rectangle - I (sectprop.py)
========== ==========
b₁ h₁
========== ==========
10.0 inch 18.0 inch
————— —————
beam width beam depth
========== ==========
----------------------------------------
Fig. 4.1 - Moment diagram | Fig. 4.2 - Deflection diagram
----------------------------------------
Maximum bending stress formula
┌ Eq-4.4 |
│
│ M₁
│ σ₁ = ──
│ S₁
└
┌ Eq-4.4 | Mid-span UDL moment
│
│ 2
│ ω₁⋅spn₁
│ m₁ = ────────
│ 8
└
m₁ = 120.52 ft-kip [m₁] = 163.40 mkN | Mid-span UDL moment
========= ====================
spn₁ ω₁
========= ====================
16.00 ft 3.77 k_ft
————— —————
beam span Total load [ASCE7-05
- 2.3.2]
========= ====================
┌ Eq-4.5 | Bending stress
│
│ m₁
│ fb₁ = ────────
│ section₁
└
fb₁ = 2678.2 p_si [fb₁] = 18.5 MPA | Bending stress
============= ===================
section₁ m₁
============= ===================
540.0 inch3 120.5 ft2·k_ft
————— —————
rectangle - S Mid-span UDL moment
(sectprop.py) -
============= ===================
┌ Eq-4.7 | Stress ratio
│
│ fb_1 < Fb_1
└
▮ ========= ========== =============== ======= ============
▮ [1] fb₁ [2] Fb₁ ratio [1]/[2] check reference
▮ ========= ========== =============== ======= ============
▮ 2.68 k_si 20.00 k_si 0.13 OK Stress ratio
▮ ========= ========== =============== ======= ============
┌ Eq-4.8 | mid-span deflection (sectprop.py)
│
│ δ₁ = midspan_δ(spn₁, ω₁, E₁, inertia₁)
└
δ₁ = 0.04 inch [δ₁] = 1.00 mm | mid-span deflection (sectprop.py)
============= ==================== ========= =============
E₁ ω₁ spn₁ inertia₁
============= ==================== ========= =============
29000.00 k_si 3.77 k_ft 16.00 ft 4860.00 inch4
————— ————— ————— —————
modulus of Total load [ASCE7-05 beam span rectangle - I
elasticity 2.3.2] - (sectprop.py)
============= ==================== ========= =============
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[0.1.1] "Euler–Bernoulli beam theory", Wikipedia, Wikimedia Foundation.
[Online].https://en.wikipedia.org/wiki/Euler_Bernoulli_beam_theory.[Accessed: Jun. 15, 2026].
[0.1.2] ASCE/SEI 7-05, Minimum Design Loads for Buildings and Other
Structures,American Society of Civil Engineers, 2005.