Конструкция соединения балок

Beam splice connection design to AISC 360 comes down to splitting the moment, shear and axial load between the flange plates and the web plates, then checking every bolt group, plate and beam section that load passes through, on both sides of the joint. The flange plates carry the moment as a tension and compression couple plus their share of the axial load. The web plates carry the shear and the rest of the axial load.

This page works through one real bolted beam splice from start to finish: a W27x84 spliced to a W27x94, с 400 kip-ft moment, а 250 kip shear and 300 kip of axial tension or compression, предназначен для AISC 360-16 LRFD and the AISC Manual 15th Edition. Each flange has a 3/4 in flange plate with 1 in A490 slip-critical bolts, and the web has a pair of 1/2 in web plates with ten 1 in A490 slip-critical bolts on each side of the splice. Каждое уравнение записано с его номерами, in the same order as the AISC calc sheet the SkyCiv Connection Design module produces for it.

ПОПРОБУЙТЕ НАШ БЕСПЛАТНЫЙ ИНСТРУМЕНТ СЕЙЧАС КУПИТЬ МОДУЛЬ КОНСТРУКЦИИ ПОДКЛЮЧЕНИЯ

What is a beam splice connection?

A beam splice joins two beam segments end to end so the member behaves as if it were continuous. In a bolted beam splice, splice plates lap across the joint on the flanges and the web and are bolted to both beams. It is used when a beam is too long to ship or erect in one piece, or when the section changes along the span, as it does here from a W27x84 to a W27x94.

The splice in this example is a full moment splice: а момент связи between two beams rather than between a beam and a column. The flange plates work exactly like the plates of a flange plate moment connection, except that they are bolted to a beam flange at both ends instead of being welded to a column. The web plates sit on both faces of the web, so the web bolts are in double shear. You can check this configuration directly in the beam splice connection calculator. В bolted splice connection calculator и момент соединения page cover the related types.

Plan of the flange splice. В 3/4 in flange plate has two bolt lines at a 5 1/2 в норме, six bolt columns on the W27x84 side and five on the W27x94 side, all at 3 в пространстве. The beam ends are 1 in apart.

Section A-A. The web plates are 14 1/2 in deep, with five rows of two bolts on each side of the joint at 3 в пространстве. The loads are shown at the splice.

Beam splice connection design: шаги с первого взгляда

The loads are split between the flanges and the web first. Then the flange plate splice is checked on both sides of the joint, and then the web plate splice.

1. Check the detailing limits for the flange plate bolts.
2. Find the flange force and check slip of the slip-critical flange bolts.
3. Check bolt bearing and tear-out on the flange plate.
4. Check bolt bearing and tear-out on the beam flange.
5. Check block shear of the flange plate for three tear-out patterns.
6. Check block shear of the beam flange.
7. Check tension yielding and rupture of the flange plate.
8. Check tension rupture of the beam, with shear lag.
9. Check flexural rupture of the beam at the flange bolt holes.
10. Check the flange plate in compression.
11. Repeat the flange checks for the second beam.
12. Check the detailing limits for the web plate bolts.
13. Check slip of the web bolt group under the resultant of shear and axial load.
14. Check bolt bearing on the web plates for shear, axial load and their interaction.
15. Check bolt bearing on the beam web for shear, axial load and their interaction.
16. Check block shear of the web plates for shear, axial load and their interaction.
17. Check block shear of the beam web for axial load.
18. Check shear yielding and shear rupture of the web plates.
19. Check tension yielding and rupture of the web plates.
20. Check tension rupture of the beam web, with shear lag.
21. Check the web plates in compression.
22. Repeat the web checks for the second beam.

Проектирование входных данных для этого примера

Код дизайна: AISC. 360-16 LRFD. Свойства раздела взяты из руководства AISC.. The left beam is the W27x84 and the right beam is the W27x94.

 

 

 

How the beam splice shares the load between flanges and web

Before any check, the splice has to decide which plates carry which load. The report proportions the axial load to the web by the web area over the total gross area of the beam, and gives the rest of the axial load and all of the moment to the flanges. The web also carries all of the shear.

The axial force on the web is:

[math] C_{web} = T_{web} = 135.34\,kip [math]

The flange force is half of the remaining axial load plus the moment divided by the distance between the flange centroids. [mathin] C_{bp} [mathin] is any compression carried by direct bearing between the beam ends. The beams are 1 in apart, so nothing bears and it is zero:

[math] C_{flange} = \frac{C_{u} – C_{bp} – C_{web}}{2} + \frac{M_{u}}{d_{c} – t_{fc}} [math]

[math] C_{flange} = \frac{(300\,kip) – (0\,kip) – (135.34\,kip)}{2} + \frac{(400\,kip\text{-}ft)}{(26.7\,in) – (0.64\,in)} = 266.52\,kip [math]

Tension and compression are both 300 кип , так [mathin] T_{flange} [mathin] is the same, and the design flange force is:

[math] P_{flange} = \max\left( C_{flange},\, T_{flange} \right) = 266.52\,kip [math]

The report uses the W27x84’s depth and flange thickness for the moment arm on both sides. It is the shallower of the two beams, so its lever arm is shorter and the flange force is larger, which is conservative for the W27x94 side.

The web bolts see the shear and the web axial load together. Their resultant is:

[math] R_{u} = \sqrt{V_{u}^{2} + P_{web}^{2}} = \sqrt{(250\,kip)^{2} + (135.34\,kip)^{2}} = 284.28\,kip [math]

Часть 1: the flange plate splice

Шаги 1 в 10 check the flange plate and the W27x84 flange on the left side for the 266.52 kip flange force. шаг 11 repeats them for the W27x94 on the right.

шаг 1: Detailing limits for the flange plate bolts (Aisc 360-16 J3.3, J3.4, J3.5)

Before any strength check, the bolt layout has to be buildable and match the assumptions behind the strength equations. Болты, затянутые слишком близко, рвутся между отверстиями., and edges that are too close tear out.

The minimum bolt spacing is [mathin] 2\tfrac{2}{3} d_{b} [mathin] from J3.3, and the maximum here is 6 в. The minimum edge distance for a 1 in bolt is 1 1/4 in from Table J3.4, which is the limit on the beam flange, where the holes are standard. The flange plate has oversized holes, so Table J3.5 adds 1/8 in and its edge distance limits are 1.375 в. The gage has its own minimum, so that the two bolt lines fit across the flange with room to install the bolts.

Для минимального предела соотношение превышает фактическое значение., а для максимума это актуально сверх лимита. The governing row is the horizontal edge distance on the beam flange, from the end of the beam to the first bolt column:

[math] DCR = \frac{1.25\,in}{1.25\,in} = 1 [math]

Прочность на единицу размера сварного шва 1.000 ≤ 1.0, Прочность на единицу размера сварного шва

Соотношение 1.0 means the edge distance is at the code minimum, which is common in detailing. A short beam end distance also keeps the unbraced length of the flange plate short in Step 10.

шаг 2: Slip critical bolt strength at the flange (Aisc 360-16 J3.8)

The flange plate bolts have to carry the flange force without slipping. These bolts are slip-critical because the flange plate has oversized holes, which AISC 360-16 J3.2 allows only in slip-critical connections.

куда [mathin] \phi = 0.85 [mathin] is the resistance factor for oversized holes, [mathin] \mu = 0.5 [mathin] is the mean slip coefficient for Class B faying surfaces, [mathin] D_{u} = 1.13 [mathin] relates the mean installed pretension to the specified minimum, [mathin] h_{f} = 0.85 [mathin] is the filler factor, [mathin] T_{b} = 64\,kip [mathin] is the minimum pretension of a 1 in A490 bolt from Table J3.1, and there is [mathin] N_{s} = 1 [mathin] плоскость скольжения:

[math] \phi R_{n} = \phi\, \mu\, D_{u}\, h_{f}\, T_{b}\, N_{s}\, n_{r}\, n_{c} [math]

[math] \phi R_{n} = (0.85) \times (0.5) \times (1.13) \times (0.85) \times (64\,kip) \times (1) \times (2) \times (6) [math]

[math] \phi R_{n} = 313.51\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 313.51 кип = 0.850 < 1.0, Прочность на единицу размера сварного шва

J3.8 sets the filler factor at 1.0 when there is no filler or one filler between the plies, и 0.85 for two or more. The W27x84 is 0.2 in shallower than the W27x94, so its flanges sit inside the plane of the flange plates and need packing. The report designs that side for the 0.85 фактор.

шаг 3: Bolt bearing and tear-out on the flange plate (Aisc 360-16 J3.10)

Slip-critical bolts must also work as bearing bolts, in case the joint does slip. Each bolt pushes on the edge of its hole in the plate. The plate either deforms at the hole (болт подшипника, capped at 2.4 Поскольку расстояние до края меньше, чем соседнее расстояние до следующего отверстия под болт) or tears a strip out to the next hole or to the end of the plate (tear-out, 1.2 Поскольку расстояние до края меньше, чем соседнее расстояние до следующего отверстия под болт).

The clear distance for the end bolts, с участием [mathin] d_{h} = 1.25\,in [mathin] for the oversized holes, является:

[math] l_{c1} = L_{eh,fp} – \frac{d_{h}}{2} = (2.875\,in) – \frac{(1.25\,in)}{2} = 2.25\,in [math]

Between the other bolts:

[math] l_{c2} = s_{c} – d_{h} = (3\,in) – (1.25\,in) = 1.75\,in [math]

The end bolt in each of the two lines uses [mathin] l_{c1} [mathin], and the other five in each line use [mathin] l_{c2} [mathin]:

[math] \phi R_{n} = \phi \left[ \min\left(1.2\, l_{c1},\, 2.4\, d_{b}\right) t_{fp} F_{up}\, n_{r} + \min\left(1.2\, l_{c2},\, 2.4\, d_{b}\right) t_{fp} F_{up}\, n_{r} \left( n_{c} – 1 \right) \right] [math]

[math] \phi R_{n} = (0.75) \times \left[ \min\left(1.2 \times 2.25\,in,\, 2.4 \times 1\,in\right)(0.75\,in)(65\,ksi)(2) + \min\left(1.2 \times 1.75\,in,\, 2.4 \times 1\,in\right)(0.75\,in)(65\,ksi)(2)(6 – 1) \right] [math]

[math] \phi R_{n} = 943.31\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 943.31 кип = 0.283 < 1.0, Прочность на единицу размера сварного шва

The end bolts are capped by bearing at 2.4 d, because their 2 7/8 in end distance is long. The inner bolts are limited by tear-out between the oversized holes.

шаг 4: Bolt bearing and tear-out on the beam flange (Aisc 360-16 J3.10)

The same check applies to the beam flange, which has standard holes ([mathin] d_{h} = 1.125\,in [mathin]) и является 0.64 in thick on the W27x84. Its end bolts are only 1 1/4 in from the end of the beam, so tear-out governs them.

[math] l_{c1} = L_{eh,c} – \frac{d_{h}}{2} = (1.25\,in) – \frac{(1.125\,in)}{2} = 0.6875\,in [math]

[math] l_{c2} = s_{c} – d_{h} = (3\,in) – (1.125\,in) = 1.875\,in [math]

[math] \phi R_{n} = \phi \left[ \min\left(1.2\, l_{c1},\, 2.4\, d_{b}\right) t_{f} F_{u}\, n_{r} + \min\left(1.2\, l_{c2},\, 2.4\, d_{b}\right) t_{f} F_{u}\, n_{r} \left( n_{c} – 1 \right) \right] [math]

[math] \phi R_{n} = (0.75) \times \left[ \min\left(1.2 \times 0.6875\,in,\, 2.4 \times 1\,in\right)(0.64\,in)(65\,ksi)(2) + \min\left(1.2 \times 1.875\,in,\, 2.4 \times 1\,in\right)(0.64\,in)(65\,ksi)(2)(6 – 1) \right] [math]

[math] \phi R_{n} = 753.48\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 753.48 кип = 0.354 < 1.0, Прочность на единицу размера сварного шва

шаг 5: Block shear of the flange plate (Aisc 360-16 J4.3)

A block of the flange plate can tear out along the bolt lines: shear along a line of holes plus tension across the plate. With two bolt lines there are three ways for this to happen, and the weakest one governs. Каждое отверстие добавляет 1/16 за повреждение во время удара кулаком (Б4.3), и [mathin] d_{h} = 1.25\,in [mathin] for the oversized holes.

L-образный узор: one shear plane, tension across the bolts to one edge

[math] A_{nt} = t_{fp} \left[ (n_{r} – 2)\, s_{r} + g_{a} + L_{ev,fp} – (n_{r} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] [math]

[math] A_{nt} = (0.75\,in) \times \left[ (2 – 2)(3\,in) + 5.5\,in + 2.25\,in – (2 – 0.5)(1.25\,in + 0.0625\,in) \right] = 4.3359\,in^{2} [math]

[math] A_{gv} = t_{fp} \left[ L_{eh,fp} + (n_{c} – 1)\, s_{c} \right] = (0.75\,in) \times \left[ 2.875\,in + (6 – 1)(3\,in) \right] = 13.406\,in^{2} [math]

[math] A_{nv} = t_{fp} \left[ L_{eh,fp} + (n_{c} – 1)\, s_{c} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = (0.75\,in) \times \left[ 2.875\,in + (5)(3\,in) – (5.5)(1.3125\,in) \right] = 7.9922\,in^{2} [math]

С [mathin] U_{bs} = 1 [mathin] for uniform tension:

[math] \phi R_{n} = \phi \left( 0.6\, F_{up} A_{nv} + U_{bs} F_{up} A_{nt} \right) \le \phi \left( 0.6\, F_{yp} A_{gv} + U_{bs} F_{up} A_{nt} \right) [math]

[math] \phi R_{n} = (0.75) \left( 0.6 \times 65 \times 7.9922 + 1 \times 65 \times 4.3359 \right) \le (0.75) \left( 0.6 \times 50 \times 13.406 + 1 \times 65 \times 4.3359 \right) [math]

[math] \phi R_{n} = 445.15\,kip [math]

U-образный узор: two shear planes, tension between the bolt lines

[math] A_{nt} = t_{fp} \left[ (n_{r} – 2)\, s_{r} + g_{a} – (n_{r} – 1)\left( d_{h} + 0.0625\,in \right) \right] = (0.75\,in) \times \left[ 0 + 5.5\,in – (1)(1.3125\,in) \right] = 3.1406\,in^{2} [math]

[math] A_{gv} = 2\, t_{fp} \left[ L_{eh,fp} + (n_{c} – 1)\, s_{c} \right] = 26.813\,in^{2} [math]

[math] A_{nv} = 2\, t_{fp} \left[ L_{eh,fp} + (n_{c} – 1)\, s_{c} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = 15.984\,in^{2} [math]

[math] \phi R_{n} = (0.75) \left( 0.6 \times 65 \times 15.984 + 1 \times 65 \times 3.1406 \right) \le (0.75) \left( 0.6 \times 50 \times 26.813 + 1 \times 65 \times 3.1406 \right) = 620.65\,kip [math]

2L-образный узор: two shear planes, tension from each bolt line to its edge

[math] A_{nt} = 2\, t_{fp} \left[ L_{ev,fp} – 0.5\left( d_{h} + 0.0625\,in \right) \right] = 2 \times (0.75\,in) \times \left[ 2.25\,in – 0.5 \times (1.3125\,in) \right] = 2.3906\,in^{2} [math]

[math] \phi R_{n} = (0.75) \left( 0.6 \times 65 \times 15.984 + 1 \times 65 \times 2.3906 \right) \le (0.75) \left( 0.6 \times 50 \times 26.813 + 1 \times 65 \times 2.3906 \right) = 584.09\,kip [math]

Управляющий сдвиг блока

[math] \phi R_{n} = \min\left( 445.15\,kip,\, 620.65\,kip,\, 584.09\,kip \right) = 445.15\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 445.15 кип = 0.599 < 1.0, Прочность на единицу размера сварного шва

Модель L имеет решающее значение, поскольку имеет только одну плоскость сдвига..

шаг 6: Block shear of the beam flange (Aisc 360-16 J4.3)

The beam flange can tear out the same way. The critical block is the 2L pattern: the two outer strips of flange shear along the bolt lines from the beam end and pull away in tension. The beam flange has standard holes, [mathin] d_{h} = 1.125\,in [mathin].

[math] A_{nt} = t_{f} \left[ b_{f} – g_{a} – (n_{r} – 1)\left( d_{h} + 0.0625\,in \right) \right] = (0.64\,in) \times \left[ 10\,in – 5.5\,in – (1)(1.125\,in + 0.0625\,in) \right] = 2.12\,in^{2} [math]

[math] A_{gv} = 2\, t_{f} \left[ L_{eh,c} + (n_{c} – 1)\, s_{c} \right] = 2 \times (0.64\,in) \times \left[ 1.25\,in + (5)(3\,in) \right] = 20.8\,in^{2} [math]

[math] A_{nv} = 2\, t_{f} \left[ L_{eh,c} + (n_{c} – 1)\, s_{c} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = 2 \times (0.64\,in) \times \left[ 16.25\,in – (5.5)(1.1875\,in) \right] = 12.44\,in^{2} [math]

[math] \phi R_{n} = (0.75) \left( 0.6 \times 65 \times 12.44 + 1 \times 65 \times 2.12 \right) \le (0.75) \left( 0.6 \times 50 \times 20.8 + 1 \times 65 \times 2.12 \right) [math]

[math] \phi R_{n} = 467.22\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 467.22 кип = 0.570 < 1.0, Прочность на единицу размера сварного шва

шаг 7: Tension yielding and rupture of the flange plate (Aisc 360-16 J4.1)

On the tension flange, the flange plate is a short tension member. Its gross section must not yield, and its net section through the row of holes must not rupture.

Уступчивость напряжения (уравнение. J4-1)

[math] \phi R_{n,ty} = \phi\, F_{yp}\, t_{fp}\, b_{fp} = (0.9) \times (50\,ksi) \times (0.75\,in) \times (10\,in) = 337.5\,kip [math]

Разрыв напряжения (уравнение. J4-2)

[math] \phi R_{n,tr} = \phi\, F_{up}\, t_{fp} \left[ b_{fp} – n_{r}\left( d_{h} + 0.0625\,in \right) \right] [math]

[math] \phi R_{n,tr} = (0.75) \times (65\,ksi) \times (0.75\,in) \times \left[ 10\,in – (2) \times (1.3125\,in) \right] = 269.65\,kip [math]

[math] \phi R_{n} = \min\left( 337.5\,kip,\, 269.65\,kip \right) = 269.65\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 269.65 кип = 0.988 < 1.0, Прочность на единицу размера сварного шва

This is the governing check for the flange plates. The oversized holes take 2.625 in out of a 10 в тарелке, so net section rupture controls well below gross yielding. A wider plate is not an option here because the plate already matches the 10 in flange width, so the fix is a thicker plate.

шаг 8: Tension rupture of the beam with shear lag (Aisc 360-16 Д3, J4.1)

The flange force has to get into the beam as well. Half the beam, a WT made of one flange and half the web, is treated as the tension member. The bolts connect only the flange, so the web lags behind in picking up stress, and the shear lag factor U reduces the effective net area.

From Table D3.1 case 2, где [mathin] \bar{y} = 3.5359\,in [mathin] is the distance from the flange to the centroid of the WT and l is the length of the connection, from the first bolt column to the last:

[math] U = 1 – \frac{\bar{y}}{l} = 0.76437 [math]

[math] \phi R_{n,tr} = \phi\, F_{u}\, U \left[ 0.5\, A – n_{r}\left( d_{h} + 0.0625\,in \right) t_{f} \right] [math]

[math] \phi R_{n,tr} = (0.75) \times (65\,ksi) \times (0.76437) \times \left[ 0.5 \times (24.7\,in^{2}) – (2) \times (1.125\,in + 0.0625\,in) \times (0.64\,in) \right] [math]

[math] \phi R_{n,tr} = 403.56\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 403.56 кип = 0.660 < 1.0, Прочность на единицу размера сварного шва

шаг 9: Flexural rupture of the beam at the flange bolt holes (Aisc 360-16 F13.1)

The bolt holes take material out of the beam’s tension flange at the splice. F13.1 checks whether those holes reduce the beam’s flexural strength, and if they do, by how much.

Gross and net area of the tension flange

[math] A_{fg} = b_{f}\, t_{f} = (10\,in) \times (0.64\,in) = 6.4\,in^{2} [math]

[math] A_{fn} = A_{fg} – n_{r}\left( d_{h} + 0.0625\,in \right) t_{f} = (6.4\,in^{2}) – (2) \times (1.1875\,in) \times (0.64\,in) = 4.88\,in^{2} [math]

Does tensile rupture apply?

[math] \frac{F_{y}}{F_{u}} = \frac{50\,ksi}{65\,ksi} = 0.76923 \le 0.8 \;\Rightarrow\; Y_{t} = 1 [math]

[math] F_{u} A_{fn} = (65\,ksi) \times (4.88\,in^{2}) = 317.2\,kip [math]

[math] Y_{t} F_{y} A_{fg} = (1) \times (50\,ksi) \times (6.4\,in^{2}) = 320\,kip [math]

Так как [mathin] F_{u} A_{fn} \lt Y_{t} F_{y} A_{fg} [mathin] by a small margin, the net flange ruptures before the gross flange yields and the limit state of tensile rupture applies.

Flexural strength at the holes (уравнение. F13-1)

[math] M_{n} = \frac{F_{u} A_{fn}}{A_{fg}}\, S_{x} = \frac{(65\,ksi) \times (4.88\,in^{2})}{(6.4\,in^{2})} \times (213.65\,in^{3}) = 882.4\,kip\text{-}ft [math]

As a flange force, to compare with [mathin] P_{flange} [mathin]:

[math] \phi R_{n} = \frac{\phi\, M_{n}}{d – t_{f}} = \frac{(0.9) \times (882.4\,kip\text{-}ft)}{(26.7\,in) – (0.64\,in)} = 365.69\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 365.69 кип = 0.729 < 1.0, Прочность на единицу размера сварного шва

шаг 10: Compression strength of the flange plate (Aisc 360-16 J4.4)

On the compression flange the flange plate is a short column across the gap between the beam ends. If it is stocky enough, it reaches its yield load without buckling, и AISC 360-16 J4.4 lets you skip the full Chapter E column check.

The unbraced length is [mathin] L_{b} = 3.5\,in [mathin], the distance between the first bolt columns on either side of the joint: 1.25 на краевом расстоянии, в 1 in gap, и 1.25 in again. С [mathin] K = 1.2 [mathin] (Commentary Table C-A-7.1, rotation fixed at both ends, translation free at one) и [mathin] r = t_{fp} / \sqrt{12} [mathin] for a rectangular plate:

[math] \frac{K L}{r} = \frac{(1.2) \times (3.5\,in)}{(0.75\,in) / \sqrt{12}} = 19.4 \le 25 [math]

Since KL/r is no more than 25, уравнение. J4-6 applies:

[math] \phi R_{n} = \phi\, F_{yp}\, t_{fp}\, b_{fp} = (0.9) \times (50\,ksi) \times (0.75\,in) \times (10\,in) = 337.5\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 337.5 кип = 0.790 < 1.0, Прочность на единицу размера сварного шва

шаг 11: Flange plate splice on the W27x94 side

The right side of the splice carries the same 266.52 kip flange force through the same plate, but into a W27x94 with a thicker flange (0.745 в) and one fewer bolt column (пять). Every check in Steps 1 в 10 is repeated with those values, and the detailing table is identical.

The slip check is the one that changes most. The report uses [mathin] h_{f} = 1 [mathin] on this side, the J3.8 value for no filler or one filler, and five bolt columns:

[math] \phi R_{n} = (0.85) \times (0.5) \times (1.13) \times (1) \times (64\,kip) \times (1) \times (2) \times (5) = 307.36\,kip [math]

Прочность на единицу размера сварного шва 266.52 кип / 307.36 кип = 0.867 < 1.0, Прочность на единицу размера сварного шва

Flexural rupture uses the W27x94 flange and section modulus:

[math] A_{fg} = (10\,in)(0.745\,in) = 7.45\,in^{2}, \quad A_{fn} = 5.6806\,in^{2} [math]

[math] F_{u} A_{fn} = 369.24\,kip \lt Y_{t} F_{y} A_{fg} = 372.5\,kip [math]

[math] M_{n} = \frac{(65\,ksi) \times (5.6806\,in^{2})}{(7.45\,in^{2})} \times (242.89\,in^{3}) = 1003.2\,kip\text{-}ft [math]

[math] \phi R_{n} = \frac{(0.9) \times (1003.2\,kip\text{-}ft)}{(26.9\,in) – (0.745\,in)} = 414.24\,kip [math]

The other right side results:

The right side has five bolt columns against six on the left, so its slip and block shear ratios are higher. The beam checks are lower because the W27x94 flange is thicker. Flange plate tension is the same 0.988 on both sides, since it depends only on the plate.

Часть 2: the web plate splice

Шаги 12 в 21 check the two web plates and the W27x84 web on the left side, для 250 kip shear and the 135.34 kip web axial force. шаг 22 covers the W27x94 side. Because the web carries axial load as well as shear, the bearing and block shear checks are done in each direction and then combined.

шаг 12: Detailing limits for the web plate bolts (Aisc 360-16 J3.3, J3.4, J3.5)

The web bolt layout has to meet the same spacing and edge distance rules as the flange, and the web plates have to be deep enough to stabilise the beam web but fit between the flanges.

The horizontal short slots in the plate run perpendicular to the plate’s vertical end edge, so Table J3.5 adds 1/8 in to the horizontal edge distance, дающий 1.375 в. The vertical edge distance stays at the Table J3.4 value of 1.25 в.

Прочность на единицу размера сварного шва 1.000 ≤ 1.0, Прочность на единицу размера сварного шва

Both plate edge distances sit at the code minimum. That keeps the web plates compact, which matters for the compression check in Step 21.

шаг 13: Slip critical bolt strength at the web (Aisc 360-16 J3.8)

The web bolts carry the shear and the web axial force together, so the slip check uses their resultant, 284.28 кип . The bolts are slip-critical because the plates have short slots that run parallel to the axial load.

куда [mathin] \phi = 0.85 [mathin] for short slots parallel to the load, [mathin] \mu = 0.3 [mathin] for Class A faying surfaces, [mathin] D_{u} = 1.13 [mathin], [mathin] h_{f} = 1 [mathin], [mathin] T_{b} = 64\,kip [mathin], и [mathin] N_{s} = 2 [mathin] slip planes because there is a web plate on each face of the web:

[math] \phi R_{n} = \phi\, \mu\, D_{u}\, h_{f}\, T_{b}\, N_{s}\, n_{r}\, n_{c} [math]

[math] \phi R_{n} = (0.85) \times (0.3) \times (1.13) \times (1) \times (64\,kip) \times (2) \times (5) \times (2) [math]

[math] \phi R_{n} = 368.83\,kip [math]

Прочность на единицу размера сварного шва 284.28 кип / 368.83 кип = 0.771 < 1.0, Прочность на единицу размера сварного шва

Two slip planes double the slip resistance of each bolt, so ten bolts are enough even with the lower Class A slip coefficient.

шаг 14: Bolt bearing on the web plates (Aisc 360-16 J3.10)

The web plate holes are loaded in two directions at once: down by the shear and along the beam by the axial force. Bolt bearing and tear-out are checked separately in each direction, using the clear distances that apply in that direction, and then combined. Both plates work together, so the thickness is [mathin] 2t_{wp} = 1\,in [mathin].

Shear direction

Across the slot, the hole dimension is [mathin] d_{h} = 1.125\,in [mathin]. The bottom bolt in each column tears toward the bottom edge of the plate, and the others toward the hole below:

[math] l_{c1} = L_{ev,wp} – \frac{d_{h}}{2} = (1.25\,in) – \frac{(1.125\,in)}{2} = 0.6875\,in, \quad l_{c2} = s_{r} – d_{h} = (3\,in) – (1.125\,in) = 1.875\,in [math]

The bracket sums one column of bolts, и [mathin] C / n_{r} [mathin] scales it to the whole group. The load is concentric, so the bolt group coefficient C is the number of bolts, 10:

[math] \phi R_{n} = \phi \left[ \min\left(1.2\, l_{c1},\, 2.4\, d_{b}\right) 2t_{wp} F_{up} + \min\left(1.2\, l_{c2},\, 2.4\, d_{b}\right) 2t_{wp} F_{up} \left( n_{r} – 1 \right) \right] \frac{C}{n_{r}} [math]

[math] \phi R_{n} = (0.75) \times \left[ \min\left(1.2 \times 0.6875\,in,\, 2.4\,in\right)(1\,in)(65\,ksi) + \min\left(1.2 \times 1.875\,in,\, 2.4\,in\right)(1\,in)(65\,ksi)(5 – 1) \right] \times \frac{10}{5} = 957.94\,kip [math]

Прочность на единицу размера сварного шва 250 кип / 957.94 кип = 0.261 < 1.0, Прочность на единицу размера сварного шва

Axial direction

Along the slot, the hole dimension is [mathin] d_{h} = 1.3125\,in [mathin]. The outer bolt in each row tears toward the plate’s end edge:

[math] l_{c1} = L_{eh,wp} – \frac{d_{h}}{2} = (1.375\,in) – \frac{(1.3125\,in)}{2} = 0.71875\,in, \quad l_{c2} = s_{c} – d_{h} = (3\,in) – (1.3125\,in) = 1.6875\,in [math]

[math] \phi R_{n} = \phi \left[ \min\left(1.2\, l_{c1},\, 2.4\, d_{b}\right) 2t_{wp} F_{up} + \min\left(1.2\, l_{c2},\, 2.4\, d_{b}\right) 2t_{wp} F_{up} \left( n_{c} – 1 \right) \right] \frac{C}{n_{c}} [math]

[math] \phi R_{n} = (0.75) \times \left[ \min\left(1.2 \times 0.71875\,in,\, 2.4\,in\right)(1\,in)(65\,ksi) + \min\left(1.2 \times 1.6875\,in,\, 2.4\,in\right)(1\,in)(65\,ksi)(2 – 1) \right] \times \frac{10}{2} = 703.83\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 703.83 кип = 0.192 < 1.0, Прочность на единицу размера сварного шва

Interaction

The two directions are combined as a sum of squares, which treats the bearing strength as a circular interaction for a bolt loaded at an angle:

[math] \left( \frac{V_{u}}{\phi R_{n,v}} \right)^{2} + \left( \frac{P_{web}}{\phi R_{n,a}} \right)^{2} = \left( \frac{250}{957.94} \right)^{2} + \left( \frac{135.34}{703.83} \right)^{2} = 0.10508 [math]

Прочность на единицу размера сварного шва 0.105 < 1.0, Прочность на единицу размера сварного шва

шаг 15: Bolt bearing on the beam web (Aisc 360-16 J3.10)

The beam web has standard holes, [mathin] d_{h} = 1.125\,in [mathin], and is only 0.46 in thick on the W27x84, so it is weaker in bearing than the pair of plates.

Shear direction

Below each web bolt there is either another hole or a long stretch of web down to the bottom flange, so every bolt uses the clear distance between holes, [mathin] l_{c2} = 1.875\,in [mathin]:

[math] \phi R_{n} = \phi \min\left(1.2\, l_{c2},\, 2.4\, d_{b}\right) t_{w} F_{u}\, C = (0.75) \times \min\left(2.25\,in,\, 2.4\,in\right) \times (0.46\,in) \times (65\,ksi) \times (10) = 504.56\,kip [math]

Прочность на единицу размера сварного шва 250 кип / 504.56 кип = 0.495 < 1.0, Прочность на единицу размера сварного шва

Axial direction

Along the beam, the bolt column nearest the beam end tears out toward it, с участием [mathin] l_{c1} = L_{eh,c} – d_{h}/2 = 0.6875\,in [mathin]:

[math] \phi R_{n} = \phi \left[ \min\left(1.2\, l_{c1},\, 2.4\, d_{b}\right) t_{w} F_{u} + \min\left(1.2\, l_{c2},\, 2.4\, d_{b}\right) t_{w} F_{u} \left( n_{c} – 1 \right) \right] \frac{C}{n_{c}} = 344.78\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 344.78 кип = 0.393 < 1.0, Прочность на единицу размера сварного шва

Interaction

[math] \left( \frac{250}{504.56} \right)^{2} + \left( \frac{135.34}{344.78} \right)^{2} = 0.39957 [math]

Прочность на единицу размера сварного шва 0.400 < 1.0, Прочность на единицу размера сварного шва

шаг 16: Block shear of the web plates (Aisc 360-16 J4.3)

A block of the web plates can tear out under the shear, under the axial force, or under both. Each direction is checked with its own tear-out pattern, and the two ratios are combined the same way as for bearing.

Shear load

The block shears along the inner bolt column to the bottom of the plates and tears in tension across the bottom row to the plate end. The tension area uses the slot length, [mathin] d_{h} = 1.3125\,in [mathin], and the shear area uses the slot width, 1.125 в:

[math] A_{nt} = 2t_{wp} \left[ (n_{c} – 1)\, s_{c} + L_{eh,wp} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = (1\,in) \times \left[ (1)(3\,in) + 1.375\,in – 1.5(1.375\,in) \right] = 2.3125\,in^{2} [math]

[math] A_{gv} = 2t_{wp} \left[ L_{ev,wp} + (n_{r} – 1)\, s_{r} \right] = 13.25\,in^{2} [math]

[math] A_{nv} = 2t_{wp} \left[ d_{wp} – L_{ev,wp} – (n_{r} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = 7.9062\,in^{2} [math]

With two bolt columns the tension stress across the block is not uniform, так [mathin] U_{bs} = 0.5 [mathin], as the AISC Manual uses for multi-column bolt groups:

[math] \phi R_{n} = (0.75) \left( 0.6 \times 65 \times 7.9062 + 0.5 \times 65 \times 2.3125 \right) \le (0.75) \left( 0.6 \times 50 \times 13.25 + 0.5 \times 65 \times 2.3125 \right) = 287.62\,kip [math]

Прочность на единицу размера сварного шва 250 кип / 287.62 кип = 0.869 < 1.0, Прочность на единицу размера сварного шва

Осевая нагрузка

Under axial load, the report checks two patterns. In the L pattern, the block tears in tension down the bolt rows and out the bottom edge, and shears along the top bolt row to the plate end:

[math] A_{nt} = 2t_{wp} \left[ (n_{r} – 1)\, s_{r} + L_{ev,wp} – (n_{r} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = 7.9063\,in^{2} [math]

[math] A_{gv} = 2t_{wp} \left[ L_{eh,wp} + (n_{c} – 1)\, s_{c} \right] = 4.375\,in^{2} [math]

[math] A_{nv} = 2t_{wp} \left[ L_{wp} – L_{eh,c} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = (1\,in) \times \left[ 5.625\,in – 1.25\,in – 1.5(1.375\,in) \right] = 2.3125\,in^{2} [math]

[math] \phi R_{n,L} = (0.75) \left( 0.6 \times 65 \times 2.3125 + 1 \times 65 \times 7.9063 \right) \le (0.75) \left( 0.6 \times 50 \times 4.375 + 1 \times 65 \times 7.9063 \right) = 453.07\,kip [math]

In the U (or C) шаблон, the block between the top and bottom bolt rows pulls out, shearing along both outer rows:

[math] A_{nt} = 2t_{wp} \left[ (n_{r} – 1)\, s_{r} – (n_{r} – 1)\left( d_{h} + 0.0625\,in \right) \right] = 7.25\,in^{2} [math]

[math] A_{gv} = 2 \cdot 2t_{wp} \left[ L_{eh,wp} + (n_{c} – 1)\, s_{c} \right] = 8.75\,in^{2}, \quad A_{nv} = 2 \cdot 2t_{wp} \left[ (n_{c} – 1)\, s_{c} + L_{eh,wp} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = 4.625\,in^{2} [math]

[math] \phi R_{n,U} = 488.72\,kip [math]

[math] \phi R_{n} = \min\left( 453.07\,kip,\, 488.72\,kip \right) = 453.07\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 453.07 кип = 0.299 < 1.0, Прочность на единицу размера сварного шва

Interaction

[math] \left( \frac{250}{287.62} \right)^{2} + \left( \frac{135.34}{453.07} \right)^{2} = 0.84471 [math]

Прочность на единицу размера сварного шва 0.845 < 1.0, Прочность на единицу размера сварного шва

The shear term alone contributes 0.755 из 0.845.

шаг 17: Block shear of the beam web (Aisc 360-16 J4.3)

Under axial load, a block of the beam web around the bolts can pull out of the beam end: tension between the top and bottom bolt rows, and shear along both rows to the end of the beam. This is the C pattern.

[math] A_{nt} = t_{w} \left[ (n_{r} – 1)\, s_{r} – (n_{r} – 1)\left( d_{h} + 0.0625\,in \right) \right] = 3.335\,in^{2} [math]

[math] A_{gv} = 2t_{w} \left[ L_{eh,c} + (n_{c} – 1)\, s_{c} \right] = 3.91\,in^{2} [math]

[math] A_{nv} = 2t_{w} \left[ (n_{c} – 1)\, s_{c} + L_{eh,c} – (n_{c} – 0.5)\left( d_{h} + 0.0625\,in \right) \right] = 2.2713\,in^{2} [math]

[math] \phi R_{n} = (0.75) \left( 0.6 \times 65 \times 2.2713 + 1 \times 65 \times 3.335 \right) \le (0.75) \left( 0.6 \times 50 \times 3.91 + 1 \times 65 \times 3.335 \right) = 229.02\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 229.02 кип = 0.591 < 1.0, Прочность на единицу размера сварного шва

шаг 18: Shear yielding and shear rupture of the web plates (Aisc 360-16 J4.2)

The two web plates carry the full 250 kip shear across the splice. Their gross section must not yield in shear, and their net section through the bolt holes must not rupture.

Shear yielding (уравнение. J4-3)

[math] A_{gv} = d_{wp} \times 2t_{wp} = (14.5\,in) \times (1\,in) = 14.5\,in^{2} [math]

[math] \phi R_{n,sy} = \phi\, 0.6\, F_{yp}\, A_{gv} = (1) \times 0.6 \times (50\,ksi) \times (14.5\,in^{2}) = 435\,kip [math]

Shear rupture (уравнение. J4-4)

[math] A_{nv} = 2t_{wp} \left[ d_{wp} – n_{r}\left( d_{h} + 0.0625\,in \right) \right] = (1\,in) \times \left[ 14.5\,in – 5 \times (1.1875\,in) \right] = 8.5625\,in^{2} [math]

[math] \phi R_{n,sr} = \phi\, 0.6\, F_{up}\, A_{nv} = (0.75) \times 0.6 \times (65\,ksi) \times (8.5625\,in^{2}) = 250.45\,kip [math]

[math] \phi R_{n} = \min\left( 435\,kip,\, 250.45\,kip \right) = 250.45\,kip [math]

Прочность на единицу размера сварного шва 250 кип / 250.45 кип = 0.998 < 1.0, Прочность на единицу размера сварного шва

This is the governing check of the whole beam splice. Five holes remove 41% of the plate depth, so shear rupture of the net section is far below shear yielding. Another bolt row or a deeper plate would add net area directly.

шаг 19: Tension yielding and rupture of the web plates (Aisc 360-16 J4.1)

Under axial tension, the web plates carry the 135.34 kip web force across the joint as a tension member.

[math] \phi R_{n,ty} = \phi\, F_{yp}\, 2t_{wp}\, d_{wp} = (0.9) \times (50\,ksi) \times (1\,in) \times (14.5\,in) = 652.5\,kip [math]

[math] \phi R_{n,tr} = \phi\, F_{up}\, 2t_{wp} \left[ d_{wp} – n_{r}\left( d_{h} + 0.0625\,in \right) \right] = (0.75) \times (65\,ksi) \times (1\,in) \times \left[ 14.5\,in – 5 \times (1.1875\,in) \right] = 417.42\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 417.42 кип = 0.324 < 1.0, Прочность на единицу размера сварного шва

шаг 20: Tension rupture of the beam web with shear lag (Aisc 360-16 Д3, J4.1)

The web axial force also has to get into the beam. Here the bolts connect only the web, so the flanges lag behind in picking up stress. The whole wide flange section is the tension member, and the shear lag factor uses [mathin] \bar{x} = 1.3614\,in [mathin], the distance from the web to the centroid of half the section, over the 3 in connection length:

[math] U = 1 – \frac{\bar{x}}{l} = 0.54639 [math]

[math] \phi R_{n} = \phi\, F_{u}\, U \left[ A – n_{r}\left( d_{h} + 0.0625\,in \right) t_{w} \right] = (0.75) \times (65\,ksi) \times (0.54639) \times \left[ 24.7\,in^{2} – 5 \times (1.1875\,in) \times (0.46\,in) \right] = 585.17\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 585.17 кип = 0.231 < 1.0, Прочность на единицу размера сварного шва

шаг 21: Compression strength of the web plates (Aisc 360-16 J4.4, E3)

Under axial compression the web plates span the gap between the beam ends as short columns. Each plate can buckle on its own, so the radius of gyration is that of one 1/2 в тарелке, while the area is that of both plates.

С [mathin] K = 1.2 [mathin] и [mathin] L_{b} = 3.5\,in [mathin], the same unbraced length as the flange plates:

[math] \frac{K L}{r} = \frac{(1.2) \times (3.5\,in)}{(0.5\,in) / \sqrt{12}} = 29.098 \gt 25 [math]

KL/r is above 25, so J4.4 sends the plates to Chapter E. The slenderness is below [mathin] 4.71\sqrt{E/F_{y}} = 113.43 [mathin], so Eq. E3-2 applies:

[math] F_{e} = \frac{\pi^{2} E}{\left( KL/r \right)^{2}} = \frac{\pi^{2} \times (29000\,ksi)}{(29.098)^{2}} = 338.03\,ksi [math]

[math] F_{cr} = 0.658^{F_{y}/F_{e}} F_{y} = 0.658^{(50/338.03)} \times (50\,ksi) = 46.998\,ksi [math]

[math] \phi R_{n} = \phi\, F_{cr}\, 2t_{wp}\, d_{wp} = (0.9) \times (46.998\,ksi) \times (1\,in) \times (14.5\,in) = 613.33\,kip [math]

Прочность на единицу размера сварного шва 135.34 кип / 613.33 кип = 0.221 < 1.0, Прочность на единицу размера сварного шва

В 1/2 in web plates are thinner than the 3/4 in flange plates, so they cross the KL/r = 25 limit over the same 3.5 в длину. Buckling only takes about 6% off the yield strength at this slenderness.

шаг 22: Web plate splice on the W27x94 side

The web plates and bolt layout are the same on the right, so the plate checks (bearing on the plates, block shear of the plates, сдвиг, растяжение и сжатие) give the same results as on the left. The beam web checks change because the W27x94 web is 0.49 Вы можете заметить, что основное отличие заключается в соединении полок балки с опорной колонной., and the slip check uses [mathin] h_{f} = 0.85 [mathin] on this side:

[math] \phi R_{n} = (0.85) \times (0.3) \times (1.13) \times (0.85) \times (64\,kip) \times (2) \times (5) \times (2) = 313.51\,kip [math]

Прочность на единицу размера сварного шва 284.28 кип / 313.51 кип = 0.907 < 1.0, Прочность на единицу размера сварного шва

Summary of design checks

Flange plate splice

Web plate splice

The beam splice passes every check. Shear rupture of the web plates governs at 0.998 on both sides, and tension rupture of the flange plates is next at 0.988. Both are net section checks through the bolt holes, so the plates, not the bolts or the beams, are what limit this splice. The detailing ratios of 1.000 mean the edge distances are at the code minimum, not that the connection is overstressed.

Что изменить, если проверка не удалась

• Web plate shear rupture or block shear: add a bolt row and make the web plates deeper, or use thicker plates.
• Flange plate tension rupture: use a thicker flange plate. The plate is already as wide as the beam flange, so width is not available.
• Slip of the flange or web bolts: add a bolt column, change to a Class B faying surface on the web, or reduce the number of fillers so the filler factor goes up to 1.0.
• Block shear or bearing on the beam flange or web: increase the edge distance at the beam end, or add bolt columns to lengthen the shear planes.
• Beam tension or flexural rupture at the holes: these depend on the beam and the hole layout, so use fewer holes across the flange, or move the splice to a point of lower moment.
• Plate compression: shorten the unbraced length by tightening the gap or the beam edge distance, or use thicker plates to bring KL/r down.

Часто задаваемые вопросы

How is the load shared between the flange plates and the web plates in a beam splice?

The web plates carry all of the shear. The axial load is split by area: the web takes its share of the gross area, Вот 135.34 kip of the 300 кип , and the flanges take the rest, half each. The moment goes entirely to the flanges as a tension and compression couple. In this example each flange plate carries 266.52 кип .

Why are the splice bolts slip-critical?

The flange plates have oversized holes and the web plates have short slots parallel to the axial load. Both give the erector room to fit the beams together, и AISC 360-16 J3.2 allows those holes only in slip-critical connections. Slip-critical bolts also keep the splice from moving when the moment or axial force reverses, so the beam behaves as continuous.

Why does the web plate check combine shear and axial results?

The web bolts are loaded diagonally, by the vertical shear and the horizontal axial force at the same time. The report checks bearing and block shear in each direction on its own, then adds the squares of the two ratios. A result below 1.0 means the combined load is inside the circular interaction curve. The slip check uses the resultant force directly.

Why is there a gap between the beam ends?

В 1 in gap gives erection tolerance, so the beams do not have to be cut to an exact length. Because the ends do not touch, no compression passes by direct bearing and all of it goes through the splice plates. The gap also sets the unbraced length of the plates for the compression check.

What happens when the two beams have different depths?

The flanges of the shallower beam sit inside the plane of the flange plates, so fillers or shims are packed in to make up the difference. Fillers reduce slip resistance, вот почему AISC 360-16 J3.8 uses a filler factor of 0.85 when there are two or more. This example also uses the shallower beam’s lever arm to find the flange force, which gives the larger force.

Does this example follow the AISC 15th edition or the AISC 16th edition Manual?

It follows AISC 360-16 и Руководство AISC, 15-е издание., which is written around that Specification. The AISC 16th Edition Manual pairs with the later 360-22 Спецификация. Clause numbers and some provisions, including the filler factor for slip-critical bolts, changed in the newer edition, so check the references against the edition your project uses.

Как это изменится для AISC ASD вместо LRFD??

The limit states and nominal strengths are the same. With AISC ASD you compare service-level forces against the nominal strength divided by a safety factor instead of multiplying by a resistance factor. Коэффициент сопротивления 0.75 становится фактором безопасности 2.00, 0.90 становится 1.67, и 1.00 становится 1.50. Сочетания нагрузок тоже меняются., so the flange and web forces are lower.

Design a beam splice connection for free

Каждое число на этой странице получено из одного решения. Pick the beam splice configuration, enter your two beams, тарелки, болты, момент, сдвиговая и осевая нагрузка, и просмотрите каждую из этих проверок в своем браузере. Нечего устанавливать.

РАЗРАБОТАЙТЕ СОЕДИНЕНИЕ БЕСПЛАТНО

Модуль SkyCiv Connection Design — это программное обеспечение для проектирования соединений, лежащее в основе этого примера.. Он дает вам полный отчет о расчетах с каждым уравнением и вашими числами в нем., как шаги выше, плюс каждая емкость и DCR, для AISC 360-16 (ЛРФД и АСД) и, как 4100:2020. В калькулятор болтов covers bolt group checks on their own.

КУПИТЬ МОДУЛЬ КОНСТРУКЦИИ ПОДКЛЮЧЕНИЯ

Ссылки

• Aisc 360-16, Спецификация для зданий из конструкционной стали: Б4.3, Д3 (Table D3.1), E3 (уравнение. Е3-2, Е3-4), F13.1 (уравнение. F13-1), J3.2, J3.3, J3.4 (Таблица J3.4), J3.5 (Таблица J3.5), J3.8 (уравнение. J3-4, Таблица J3.1), J3.10 (уравнение. J3-6а, J3-6c), J4.1 (уравнение. J4-1, J4-2), J4.2 (уравнение. J4-3, J4-4), J4.3 (уравнение. Дж4-5), J4.4 (уравнение. J4-6); Commentary Table C-A-7.1.
• Руководство по стальным конструкциям AISC, 15й выпуск: Часть 1 свойства раздела.
• Проектирование стальных соединений с использованием AISC 360-16
• Болты в дизайне соединений SkyCiv