Resources
Errata for FEMA 350
| Section | Page | Correction |
|---|---|---|
| 2.13.1 | 2-26 | Reference to Section 3.3.2.4 should instead be to Section 3.3.2.5. |
| 3.3.2.5 | 3-16 | Reference to "20ft-lb. at -20oF" in first line should instead be to "20ft-lb. at 0oF" |
| 3.5.1 | 3-27 | Table 3-2, Beam/Column Relations: 1st line should
read as follows: Panel Zone Strength No Requirement (OMF) |
| 3.5.2 | 3-30 | Table 3-3. Beam/Column Relations: 2nd line should
read as follows: Column/beam bending strength: SMF: Section 2.9.1 |
| 3.5.4 | 3-35 | Table 3-5. Beam/Column/Flange Plate (FP) Relations,
should read as follows: Panel Zone Strength SMF: Section 3.3.3.2 Column/beam bending strength ratio SMF: Section 2.9.1 |
| 3.5.4.1 | 3-38 | Step 6 should read: Determine the required panel zone thickness according to the methods of Section 3.3.3.2. For purposes of this calculation, substitute db+ (tplt + tplb) for db and the quantity 
for db - tfb |
| 3.5.5 | 3-40 | Table 3-6. Beam/Column Relations: 2nd line
should read as follows: Column/beam bending strength: SMF: Section 2.9.1 |
| 3.5.5.1 | 3-41 | Step 2, Item d, should read: If Mf < RyZbFy the design is acceptable. If Mf is greater than the limit, increase c. The value of c should not exceed 0.25bf. |
| 3.6.1 | 3-43 | Replace Figure 3-13 with: |
| 3-44 | Table 3-8. Beam/Column Relations: 1st and 2nd
lines should read: Panel zone strength: SMF: Sec. 3.3.3.2, Sec. 3.6.1.1 Step 9 Column/beam bending strength ratio: SMF: Sec. 2.9.1 |
|
| 3.6.1.1 | 3-45 | In Step 1, the reference to Section 3.2.7 should instead
be to Section 3.2.6. Step 2 should read: Select end plate bolt size by solving Equation 3-18 for Tub and selecting bolt type and Abolt as required: Mf < 2Tub (do + di) (3-18) where: Tub = 90Abolt for A325 bolts = 113Abolt for A490 bolts and do and di are as defined in Figure 3-14 |
| 3-47 | Equation 3-29 should read:
and the sentence beneath Equation 3-29 should read: If tfc is less than the calculated value, a column with a thicker flange must be selected. |
|
| 3-48 | Figure 3-14 should appear as:
|
|
| 3.6.2 | 3-49 | Replace Figure 3-15 with: |
| 3-50 | Table 3-9. Critical Beam Parameters. Flange Thickness up
to 1" Table 3-9. Beam/Column Relations. 1st and 2nd lines should read: Panel zone strength: SMF Sec. 3.6.2.1 Step 8. Column/beam bending strength ratio: SMF: Sec. 2.9.1 |
|
| 3.6.2.1 | 3-51 | Step 2, reference to Equation 3-32 should be to Equation
3-31. Sentence below Equation 3-32 should read: Where Tb is the minimum bolt pretension per Table J3.1 of AISC-LRFD and Ffu is as defined in Equation 3-36. |
| 3-52 | Step 6 should read "Check column web ..." | |
| 3-53 | Replace Figure 3-16 with: |
|
| 3.6.3 | 3-55 | Table 3-10. Critical Beam Column Relations: 1st
and 2nd lines should read: Panel zone strength: SMF: Sec. 3.6.3.1, Step 3 Column/beam bending strength ratio SMF: Sec. 2.9.1 |
| 3.6.3.1 | 3-58 | Equation 3-47 should read: Mfail = Fu - b(Zb - 2(dbt + 0.062)tfb(db - tfb))LTF3 |
| 3.7.1 | 3-62 | Table 3-12. Critical Beam Column Relations. 1st
and 2nd lines should read: Panel zone strength: SMF: Sec. 3.7.1.2, Step 3 Column/beam bending strength ratio SMF: Sec. 2.9.1 |
| 3.7.1.2 | 3-64 | Figure 3-21 should appear as: |
| 3-66 | Step 6: reference to Figure 22 should be to Figure 3-22. Equation 3-61 should read:  Equation 3-64 should read:  |
|
| 3-67 | Equation 3-65 should read: Mfail = (Fubm(Zb - 2(dbt + 0.062)tfb(db - tfb)))LTF3 |
|
| Appendix A | A-6 | Equation A-3 should read: |
Errata for FEMA 353
| Section | Page | Correction |
|---|---|---|
| Table of Contents | vii | Last word in section title should be plural as: "Procedures" |
| Part 1 Sec. 5.1.3 | Part I: 5-1 | Reference to "AWS Sample 3" should instead be to: "AWS C4.1-77, Sample 4" |
| Part 1 Appendix A Test Specimens | Part I: A-2 | First line of section should read: Two test plates, one for each heat input level, shall be used and 5 CVN test specimens shall be made per plate. Ref. to AWS A5.29-89R should be to AWS A5.29-98. |
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