Brace Stiffness Calculations Approximate Stiffness ......BOLTED LUG COREBRACE BRB TABLES WELDED...
2
BOLTED LUG COREBRACE BRB TABLES WELDED COREBRACE BRB TABLES TYP W sg TYP Wg Wc Lwc Wb Lwb Ws F ysc = 38 ksi (262 MPa) Bay Width, ft (m) A sc 3 in 2 (cm 2 ) P y_axial 4 kip (kN) 15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2) SINGLE DIAGONAL CHEVRON/V 2.0 (13) 68 (306) 1.28 1.26 1.24 1.23 1.22 1.28 1.27 1.26 1.25 1.24 3.0 (19) 103 (448) 1.30 1.27 1.25 1.24 1.23 1.30 1.28 1.27 1.26 1.25 4.0 (26) 137 (613) 1.32 1.29 1.27 1.25 1.24 1.32 1.30 1.29 1.28 1.27 5.0 (32) 171 (754) 1.32 1.29 1.27 1.25 1.24 1.32 1.31 1.29 1.28 1.27 6.0 (39) 205 (919) 1.37 1.33 1.30 1.28 1.26 1.37 1.35 1.33 1.31 1.30 7.0 (45) 239 (1060) 1.38 1.34 1.31 1.28 1.27 1.38 1.36 1.34 1.32 1.31 8.0 (52) 274 (1225) 1.40 1.36 1.32 1.30 1.28 1.40 1.38 1.36 1.34 1.32 9.0 (58) 308 (1367) 1.42 1.37 1.33 1.30 1.28 1.42 1.39 1.37 1.35 1.33 10.0 (65) 342 (1532) 1.43 1.38 1.34 1.31 1.29 1.43 1.40 1.38 1.36 1.34 11.0 (71) 376 (1673) 1.46 1.40 1.36 1.33 1.30 1.46 1.43 1.40 1.38 1.36 12.0 (77) 410 (1814) 1.46 1.40 1.36 1.33 1.30 1.46 1.42 1.40 1.38 1.36 13.0 (84) 445 (1979) 1.46 1.40 1.36 1.33 1.30 1.46 1.43 1.40 1.38 1.36 14.0 (90) 479 (2121) 1.49 1.43 1.38 1.34 1.32 1.49 1.46 1.43 1.40 1.38 15.0 (96) 513 (2286) 1.49 1.43 1.38 1.35 1.32 1.49 1.46 1.43 1.40 1.38 16.0 (103) 547 (2427) 1.51 1.44 1.39 1.35 1.32 1.51 1.47 1.44 1.41 1.39 17.0 (110) 581 (2592) 1.55 1.47 1.41 1.37 1.34 1.55 1.50 1.47 1.44 1.41 18.0 (116) 616 (2733) 1.55 1.47 1.41 1.37 1.34 1.55 1.50 1.47 1.44 1.41 19.0 (123) 650 (2898) 1.55 1.47 1.41 1.37 1.34 1.55 1.51 1.47 1.44 1.41 20.0 (129) 684 (3040) 1.61 1.52 1.45 1.41 1.37 1.61 1.56 1.52 1.48 1.45 Workpoint Length (ft) 20.5 (6.3) 24.4 (7.4) 28.7 (8.7) 33.1 (10.1) 37.7 (11.5) 20.5 (6.3) 22.4 (6.8) 24.4 (7.4) 26.5 (8.1) 28.7 (8.7) F ysc = 38 ksi (262 MPa) Bay Width, ft (m) A sc 3 in 2 (cm 2 ) P y_axial 4 kip (kN) 15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2) SINGLE DIAGONAL CHEVRON/V 2.0 (13) 68 (306) 1.23 1.21 1.19 1.18 1.17 1.23 1.21 1.21 1.20 1.19 3.0 (19) 103 (448) 1.23 1.21 1.20 1.18 1.18 1.23 1.22 1.21 1.20 1.20 4.0 (26) 137 (613) 1.26 1.23 1.22 1.20 1.19 1.26 1.24 1.23 1.22 1.22 5.0 (32) 171 (754) 1.26 1.23 1.22 1.20 1.19 1.26 1.24 1.23 1.22 1.22 6.0 (39) 205 (919) 1.30 1.26 1.24 1.23 1.21 1.30 1.28 1.26 1.25 1.24 7.0 (45) 239 (1060) 1.31 1.27 1.25 1.23 1.22 1.31 1.28 1.27 1.26 1.25 8.0 (52) 274 (1225) 1.33 1.29 1.26 1.24 1.23 1.33 1.30 1.29 1.27 1.26 9.0 (58) 308 (1367) 1.34 1.29 1.27 1.25 1.23 1.34 1.31 1.29 1.28 1.27 10.0 (65) 342 (1532) 1.35 1.30 1.27 1.25 1.24 1.35 1.32 1.30 1.29 1.27 11.0 (71) 376 (1673) 1.37 1.32 1.29 1.27 1.25 1.37 1.34 1.32 1.30 1.29 12.0 (77) 410 (1814) 1.37 1.32 1.29 1.27 1.25 1.37 1.33 1.32 1.30 1.29 13.0 (84) 445 (1979) 1.37 1.32 1.29 1.27 1.25 1.37 1.34 1.32 1.31 1.29 14.0 (90) 479 (2121) 1.40 1.34 1.31 1.28 1.26 1.40 1.36 1.34 1.32 1.31 15.0 (96) 513 (2286) 1.40 1.34 1.31 1.28 1.26 1.40 1.36 1.34 1.33 1.31 16.0 (103) 547 (2427) 1.41 1.35 1.32 1.29 1.27 1.41 1.37 1.35 1.33 1.32 17.0 (110) 581 (2592) 1.44 1.37 1.34 1.31 1.28 1.44 1.40 1.37 1.35 1.34 18.0 (116) 616 (2733) 1.44 1.37 1.34 1.31 1.28 1.44 1.40 1.37 1.35 1.34 19.0 (123) 650 (2898) 1.44 1.38 1.34 1.31 1.28 1.44 1.40 1.38 1.36 1.34 20.0 (129) 684 (3040) 1.49 1.41 1.37 1.33 1.31 1.49 1.44 1.41 1.39 1.37 Workpoint Length (ft) 23.4 (7.1) 26.9 (8.2) 30.8 (9.4) 35.0 (10.7) 39.4 (12.0) 23.4 (7.1) 25.1 (7.7) 26.9 (8.2) 28.8 (8.8) 30.8 (9.4) F ysc = 38 ksi (262 MPa) Bay Width, ft (m) A sc 3 in 2 (cm 2 ) P y_axial 4 kip (kN) 15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2) SINGLE DIAGONAL CHEVRON/V 2.0 (13) 68 (306) 1.25 1.23 1.21 1.20 1.19 1.25 1.24 1.23 1.22 1.21 3.0 (19) 103 (448) 1.26 1.24 1.22 1.21 1.20 1.26 1.25 1.24 1.23 1.22 4.0 (26) 137 (613) 1.28 1.26 1.24 1.22 1.21 1.28 1.27 1.26 1.25 1.24 5.0 (32) 171 (754) 1.28 1.26 1.24 1.22 1.21 1.28 1.27 1.26 1.25 1.24 6.0 (39) 205 (919) 1.32 1.29 1.27 1.25 1.23 1.32 1.31 1.29 1.28 1.27 7.0 (45) 239 (1060) 1.33 1.30 1.27 1.25 1.24 1.33 1.31 1.30 1.28 1.27 8.0 (52) 274 (1225) 1.35 1.32 1.29 1.27 1.25 1.35 1.33 1.32 1.30 1.29 9.0 (58) 308 (1367) 1.36 1.33 1.29 1.27 1.25 1.36 1.34 1.33 1.31 1.29 10.0 (65) 342 (1532) 1.37 1.33 1.30 1.28 1.26 1.37 1.35 1.33 1.32 1.30 11.0 (71) 376 (1673) 1.40 1.35 1.32 1.29 1.27 1.40 1.38 1.35 1.34 1.32 12.0 (77) 410 (1814) 1.40 1.35 1.32 1.29 1.27 1.40 1.37 1.35 1.33 1.32 13.0 (84) 445 (1979) 1.40 1.35 1.32 1.29 1.27 1.40 1.38 1.35 1.34 1.32 14.0 (90) 479 (2121) 1.43 1.38 1.34 1.31 1.29 1.43 1.40 1.38 1.36 1.34 15.0 (96) 513 (2286) 1.43 1.38 1.34 1.31 1.29 1.43 1.40 1.38 1.36 1.34 16.0 (103) 547 (2427) 1.44 1.39 1.35 1.32 1.29 1.44 1.41 1.39 1.37 1.35 17.0 (110) 581 (2592) 1.47 1.41 1.37 1.33 1.31 1.47 1.44 1.41 1.39 1.37 18.0 (116) 616 (2733) 1.47 1.41 1.37 1.33 1.31 1.47 1.44 1.41 1.39 1.37 19.0 (123) 650 (2898) 1.48 1.42 1.37 1.34 1.31 1.48 1.44 1.42 1.39 1.37 20.0 (129) 684 (3040) 1.53 1.46 1.41 1.36 1.33 1.53 1.49 1.46 1.43 1.41 Workpoint Length (ft) 21.9 (6.7) 25.6 (7.8) 29.7 (9.0) 34.0 (10.4) 38.5 (11.7) 21.9 (6.7) 23.7 (7.2) 25.6 (7.8) 27.6 (8.4) 29.7 (9.0) F ysc = 38 ksi (262 MPa) Bay Width, ft (m) A sc 3 in 2 (cm 2 ) P y_axial 4 kip (kN) 15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2) SINGLE DIAGONAL CHEVRON/V 2.0 (13) 68 (306) 1.22 1.19 1.18 1.17 1.16 1.22 1.19 1.19 1.18 1.18 3.0 (19) 103 (448) 1.23 1.19 1.18 1.17 1.16 1.23 1.20 1.19 1.18 1.18 4.0 (26) 137 (613) 1.25 1.21 1.20 1.18 1.18 1.25 1.22 1.21 1.20 1.20 5.0 (32) 171 (754) 1.25 1.21 1.20 1.19 1.18 1.25 1.22 1.21 1.20 1.20 6.0 (39) 205 (919) 1.29 1.24 1.22 1.21 1.19 1.29 1.25 1.24 1.23 1.22 7.0 (45) 239 (1060) 1.29 1.24 1.23 1.21 1.20 1.29 1.26 1.24 1.24 1.23 8.0 (52) 274 (1225) 1.31 1.26 1.24 1.22 1.21 1.31 1.27 1.26 1.25 1.24 9.0 (58) 308 (1367) 1.32 1.27 1.25 1.23 1.21 1.32 1.28 1.27 1.26 1.25 10.0 (65) 342 (1532) 1.33 1.27 1.25 1.23 1.22 1.33 1.29 1.27 1.26 1.25 11.0 (71) 376 (1673) 1.35 1.29 1.27 1.25 1.23 1.35 1.31 1.29 1.28 1.27 12.0 (77) 410 (1814) 1.35 1.29 1.26 1.24 1.23 1.35 1.31 1.29 1.28 1.26 13.0 (84) 445 (1979) 1.35 1.29 1.27 1.25 1.23 1.35 1.31 1.29 1.28 1.27 14.0 (90) 479 (2121) 1.38 1.31 1.28 1.26 1.24 1.38 1.33 1.31 1.30 1.28 15.0 (96) 513 (2286) 1.38 1.31 1.28 1.26 1.24 1.38 1.33 1.31 1.30 1.28 16.0 (103) 547 (2427) 1.39 1.32 1.29 1.27 1.25 1.39 1.34 1.32 1.30 1.29 17.0 (110) 581 (2592) 1.41 1.34 1.31 1.28 1.26 1.41 1.36 1.34 1.32 1.31 18.0 (116) 616 (2733) 1.41 1.34 1.31 1.28 1.26 1.41 1.36 1.34 1.32 1.31 19.0 (123) 650 (2898) 1.42 1.34 1.31 1.28 1.26 1.42 1.36 1.34 1.32 1.31 20.0 (129) 684 (3040) 1.46 1.38 1.34 1.31 1.28 1.46 1.40 1.38 1.36 1.34 Workpoint Length (ft) 25.0 (7.6) 28.3 (8.6) 32.0 (9.8) 36.1 (11.0) 40.3 (12.3) 25.0 (7.6) 26.6 (8.1) 28.3 (8.6) 30.1 (9.2) 32.0 (9.8) Brace Stiffness Calculations 9/2016 1.00 1.25 1.50 1.75 2.00 2.25 10 (3.0) 15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2) Stiο¬ness Modiο¬cation Factor, KF Workpoint Length, feet (m) Approximate Stiffness Modification Factor A sc = 20 in 2 (129 cm 2 ) A sc = 5 in 2 (32 cm 2 ) REGION OF HIGH STRAIN Stiο¬ness modiο¬cation factors for braces lying within the enveloped region may not vary linearly across the region. This graph is intended to show the general relationship of KF to workpoint length and core area. Actual KF values should be coordinated with CoreBrace. For design assistance please contact CoreBrace: 5789 West Wells Park Road West Jordan, UT 84081 801.280.0701 www.corebrace.com Stiο¬ness Determination of a Composite Element Rigid Assumption β
= 1 0.6 = 1.67 β
1.67 _ If k e and k t are assumed rigid, the above equation for KF simpliο¬es to: KF values in this chart are based on a 45Β° brace angle, 14Λ (360mm) deep columns and 18Λ (460mm) deep beams. STORY HEIGHT: 14ft (4.3m) STORY HEIGHT: 16ft (4.9m) Approximate Stiffness Modiο¬cation Factors, KF 1,2, 7 Sizes shown are representative of typical BRB sizes. Information on intermediate and larger sizes is available upon request. Approximate Stiffness Modiο¬cation Factors, KF 1,2, 7 (contβd) Sizes shown are representative of typical BRB sizes. Information on intermediate and larger sizes is available upon request. Bay Width W18Γ97 14ft (4.3m) W14Γ109 W14Γ109 W18Γ97 Bay Width W18Γ97 18ft (5.5m) W14Γ211 W14Γ211 W18Γ97 Bay Width W18Γ97 16ft (4.9m) W14Γ109 W14Γ109 W18Γ97 Bay Width W18Γ97 20ft (6.1m) W14Γ211 W14Γ211 W18Γ97 Bay Width W18Γ97 14ft (4.3m) W14Γ109 W14Γ109 W18Γ97 Bay Width W18Γ97 16ft (4.9m) W14Γ109 W14Γ109 W18Γ97 Bay Width W18Γ97 20ft (6.1m) W14Γ211 W14Γ211 W18Γ97 Bay Width W18Γ97 18ft (5.5m) W14Γ211 W14Γ211 W18Γ97 NOTES: Brace Force EQ# Brace Elongation & Stiο¬ness (Elastic) Alternate Forms (Elastic) Frame Deο¬ection (Elastic) = β , = β = β = 2 sub from sub from sub from Frame Stiο¬ness = 2 = β * sub from The eο¬ective horizontal stiο¬ness can be summarized by the following statement: For LRFD design, use Ξ¦ = 0.9 in addition to any factor of safety resulting from the ratio of the required A sc to the provided A sc. β !"#$% = 2Ξ¦( ! ) !" 2 = β !"#$% !" = 2Ξ¦( ! ) 2 = β1 ( - STORY HEIGHT: 18ft (5.5m) STORY HEIGHT: 20ft (6.1m) 1. KF = K eο¬ / K sc_wp where K eο¬ is the actual WP to WP stiο¬ness of the installed brace and K sc_wp is the stiο¬ness of the indicated core area if it occurred from WP to WP. The indicated KF factors are expected βbase valueβ (minimums). These can be adjusted upwards somewhat, but doing so can aο¬ect overstrength factors and may have undesirable eο¬ects. Coordinate with CoreBrace. 2. Indicated KF factors are approx values for the indicated frame geometry and beam/column sizes. Diο¬erent beam and/or column sizes will result in diο¬erent KF values. 3. Indicated core area is minimum cross sectional area of yielding portion of BRB core. 4. P y_axial is the design yield strength of the BRB equal to: ΓΈF y A sc based on the lower-bound of the yield stress range. Typ yield stress range = 42 ksi Β± 4 ksi (290MPa Β± 28MPa) 5. Where a KF is not given in the table, the brace orientation may result in an unacceptable level of strain. Contact CoreBrace for project speciο¬c details. 6. The area of the βConnection Regionβ (WP to Tip of gusset) is taken to be on average 5Γ stiο¬er than the βEnd Regionβ of the brace, which results in a semi-rigid oο¬set. 7. Values given are intended for schematic design only. Contact CoreBrace for project speciο¬c information. 8. Brace sizes and Stiο¬ness Modiο¬cation Factors in addition to those shown are available upon request. 9. This table was created by considering core strain at 2% story drift minimum as required by AISC 341-10. For other story drifts, values may be diο¬erent. This assumption can result in signiο¬cant error as the ratio of L wp /L sc increases and can underestimate elastic deformations. However, since the elastic deformations of non-yielding regions calculated with non-rigid assumptions are ampliο¬ed by Cd to calculate their inelastic deformations (which over-predicts these deformations , the rigid assumption may more accurately predict the total inelastic deformations of the element. β = = 4 β = 2 _ = = _ = 1 β 1 =0 Axial stiο¬ness of yielding core projected from workpoint to workpoint Eο¬ective (Actual) stiο¬ness of composite element Axial Stiο¬ness Adjustment Factor supplied by CoreBrace Eο¬ective stiο¬ness of BRB for use in deο¬ection analysis = ( β )
Transcript of Brace Stiffness Calculations Approximate Stiffness ......BOLTED LUG COREBRACE BRB TABLES WELDED...
BO
LTED
LU
G C
OR
EB
RA
CE B
RB
TA
BLES
WELD
ED
CO
REB
RA
CE B
RB
TA
BLES
TYPWsg
TYP Wg
Wc Lwc
Wb Lwb
Ws
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) 1.28 1.26 1.24 1.23 1.22 1.28 1.27 1.26 1.25 1.243.0 (19) 103 (448) 1.30 1.27 1.25 1.24 1.23 1.30 1.28 1.27 1.26 1.254.0 (26) 137 (613) 1.32 1.29 1.27 1.25 1.24 1.32 1.30 1.29 1.28 1.275.0 (32) 171 (754) 1.32 1.29 1.27 1.25 1.24 1.32 1.31 1.29 1.28 1.276.0 (39) 205 (919) 1.37 1.33 1.30 1.28 1.26 1.37 1.35 1.33 1.31 1.307.0 (45) 239 (1060) 1.38 1.34 1.31 1.28 1.27 1.38 1.36 1.34 1.32 1.318.0 (52) 274 (1225) 1.40 1.36 1.32 1.30 1.28 1.40 1.38 1.36 1.34 1.329.0 (58) 308 (1367) 1.42 1.37 1.33 1.30 1.28 1.42 1.39 1.37 1.35 1.33
10.0 (65) 342 (1532) 1.43 1.38 1.34 1.31 1.29 1.43 1.40 1.38 1.36 1.3411.0 (71) 376 (1673) 1.46 1.40 1.36 1.33 1.30 1.46 1.43 1.40 1.38 1.3612.0 (77) 410 (1814) 1.46 1.40 1.36 1.33 1.30 1.46 1.42 1.40 1.38 1.3613.0 (84) 445 (1979) 1.46 1.40 1.36 1.33 1.30 1.46 1.43 1.40 1.38 1.3614.0 (90) 479 (2121) 1.49 1.43 1.38 1.34 1.32 1.49 1.46 1.43 1.40 1.3815.0 (96) 513 (2286) 1.49 1.43 1.38 1.35 1.32 1.49 1.46 1.43 1.40 1.38
16.0 (103) 547 (2427) 1.51 1.44 1.39 1.35 1.32 1.51 1.47 1.44 1.41 1.3917.0 (110) 581 (2592) 1.55 1.47 1.41 1.37 1.34 1.55 1.50 1.47 1.44 1.4118.0 (116) 616 (2733) 1.55 1.47 1.41 1.37 1.34 1.55 1.50 1.47 1.44 1.4119.0 (123) 650 (2898) 1.55 1.47 1.41 1.37 1.34 1.55 1.51 1.47 1.44 1.4120.0 (129) 684 (3040) 1.61 1.52 1.45 1.41 1.37 1.61 1.56 1.52 1.48 1.45Workpoint Length (ft) 20.5 (6.3) 24.4 (7.4) 28.7 (8.7) 33.1 (10.1) 37.7 (11.5) 20.5 (6.3) 22.4 (6.8) 24.4 (7.4) 26.5 (8.1) 28.7 (8.7)
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) 1.23 1.21 1.19 1.18 1.17 1.23 1.21 1.21 1.20 1.193.0 (19) 103 (448) 1.23 1.21 1.20 1.18 1.18 1.23 1.22 1.21 1.20 1.204.0 (26) 137 (613) 1.26 1.23 1.22 1.20 1.19 1.26 1.24 1.23 1.22 1.225.0 (32) 171 (754) 1.26 1.23 1.22 1.20 1.19 1.26 1.24 1.23 1.22 1.226.0 (39) 205 (919) 1.30 1.26 1.24 1.23 1.21 1.30 1.28 1.26 1.25 1.247.0 (45) 239 (1060) 1.31 1.27 1.25 1.23 1.22 1.31 1.28 1.27 1.26 1.258.0 (52) 274 (1225) 1.33 1.29 1.26 1.24 1.23 1.33 1.30 1.29 1.27 1.269.0 (58) 308 (1367) 1.34 1.29 1.27 1.25 1.23 1.34 1.31 1.29 1.28 1.27
10.0 (65) 342 (1532) 1.35 1.30 1.27 1.25 1.24 1.35 1.32 1.30 1.29 1.2711.0 (71) 376 (1673) 1.37 1.32 1.29 1.27 1.25 1.37 1.34 1.32 1.30 1.2912.0 (77) 410 (1814) 1.37 1.32 1.29 1.27 1.25 1.37 1.33 1.32 1.30 1.2913.0 (84) 445 (1979) 1.37 1.32 1.29 1.27 1.25 1.37 1.34 1.32 1.31 1.2914.0 (90) 479 (2121) 1.40 1.34 1.31 1.28 1.26 1.40 1.36 1.34 1.32 1.3115.0 (96) 513 (2286) 1.40 1.34 1.31 1.28 1.26 1.40 1.36 1.34 1.33 1.31
16.0 (103) 547 (2427) 1.41 1.35 1.32 1.29 1.27 1.41 1.37 1.35 1.33 1.3217.0 (110) 581 (2592) 1.44 1.37 1.34 1.31 1.28 1.44 1.40 1.37 1.35 1.3418.0 (116) 616 (2733) 1.44 1.37 1.34 1.31 1.28 1.44 1.40 1.37 1.35 1.3419.0 (123) 650 (2898) 1.44 1.38 1.34 1.31 1.28 1.44 1.40 1.38 1.36 1.3420.0 (129) 684 (3040) 1.49 1.41 1.37 1.33 1.31 1.49 1.44 1.41 1.39 1.37Workpoint Length (ft) 23.4 (7.1) 26.9 (8.2) 30.8 (9.4) 35.0 (10.7) 39.4 (12.0) 23.4 (7.1) 25.1 (7.7) 26.9 (8.2) 28.8 (8.8) 30.8 (9.4)
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) 1.25 1.23 1.21 1.20 1.19 1.25 1.24 1.23 1.22 1.213.0 (19) 103 (448) 1.26 1.24 1.22 1.21 1.20 1.26 1.25 1.24 1.23 1.224.0 (26) 137 (613) 1.28 1.26 1.24 1.22 1.21 1.28 1.27 1.26 1.25 1.245.0 (32) 171 (754) 1.28 1.26 1.24 1.22 1.21 1.28 1.27 1.26 1.25 1.246.0 (39) 205 (919) 1.32 1.29 1.27 1.25 1.23 1.32 1.31 1.29 1.28 1.277.0 (45) 239 (1060) 1.33 1.30 1.27 1.25 1.24 1.33 1.31 1.30 1.28 1.278.0 (52) 274 (1225) 1.35 1.32 1.29 1.27 1.25 1.35 1.33 1.32 1.30 1.299.0 (58) 308 (1367) 1.36 1.33 1.29 1.27 1.25 1.36 1.34 1.33 1.31 1.29
10.0 (65) 342 (1532) 1.37 1.33 1.30 1.28 1.26 1.37 1.35 1.33 1.32 1.3011.0 (71) 376 (1673) 1.40 1.35 1.32 1.29 1.27 1.40 1.38 1.35 1.34 1.3212.0 (77) 410 (1814) 1.40 1.35 1.32 1.29 1.27 1.40 1.37 1.35 1.33 1.3213.0 (84) 445 (1979) 1.40 1.35 1.32 1.29 1.27 1.40 1.38 1.35 1.34 1.3214.0 (90) 479 (2121) 1.43 1.38 1.34 1.31 1.29 1.43 1.40 1.38 1.36 1.3415.0 (96) 513 (2286) 1.43 1.38 1.34 1.31 1.29 1.43 1.40 1.38 1.36 1.34
16.0 (103) 547 (2427) 1.44 1.39 1.35 1.32 1.29 1.44 1.41 1.39 1.37 1.3517.0 (110) 581 (2592) 1.47 1.41 1.37 1.33 1.31 1.47 1.44 1.41 1.39 1.3718.0 (116) 616 (2733) 1.47 1.41 1.37 1.33 1.31 1.47 1.44 1.41 1.39 1.3719.0 (123) 650 (2898) 1.48 1.42 1.37 1.34 1.31 1.48 1.44 1.42 1.39 1.3720.0 (129) 684 (3040) 1.53 1.46 1.41 1.36 1.33 1.53 1.49 1.46 1.43 1.41Workpoint Length (ft) 21.9 (6.7) 25.6 (7.8) 29.7 (9.0) 34.0 (10.4) 38.5 (11.7) 21.9 (6.7) 23.7 (7.2) 25.6 (7.8) 27.6 (8.4) 29.7 (9.0)
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) 1.22 1.19 1.18 1.17 1.16 1.22 1.19 1.19 1.18 1.183.0 (19) 103 (448) 1.23 1.19 1.18 1.17 1.16 1.23 1.20 1.19 1.18 1.184.0 (26) 137 (613) 1.25 1.21 1.20 1.18 1.18 1.25 1.22 1.21 1.20 1.205.0 (32) 171 (754) 1.25 1.21 1.20 1.19 1.18 1.25 1.22 1.21 1.20 1.206.0 (39) 205 (919) 1.29 1.24 1.22 1.21 1.19 1.29 1.25 1.24 1.23 1.227.0 (45) 239 (1060) 1.29 1.24 1.23 1.21 1.20 1.29 1.26 1.24 1.24 1.238.0 (52) 274 (1225) 1.31 1.26 1.24 1.22 1.21 1.31 1.27 1.26 1.25 1.249.0 (58) 308 (1367) 1.32 1.27 1.25 1.23 1.21 1.32 1.28 1.27 1.26 1.25
10.0 (65) 342 (1532) 1.33 1.27 1.25 1.23 1.22 1.33 1.29 1.27 1.26 1.2511.0 (71) 376 (1673) 1.35 1.29 1.27 1.25 1.23 1.35 1.31 1.29 1.28 1.2712.0 (77) 410 (1814) 1.35 1.29 1.26 1.24 1.23 1.35 1.31 1.29 1.28 1.2613.0 (84) 445 (1979) 1.35 1.29 1.27 1.25 1.23 1.35 1.31 1.29 1.28 1.2714.0 (90) 479 (2121) 1.38 1.31 1.28 1.26 1.24 1.38 1.33 1.31 1.30 1.2815.0 (96) 513 (2286) 1.38 1.31 1.28 1.26 1.24 1.38 1.33 1.31 1.30 1.28
16.0 (103) 547 (2427) 1.39 1.32 1.29 1.27 1.25 1.39 1.34 1.32 1.30 1.2917.0 (110) 581 (2592) 1.41 1.34 1.31 1.28 1.26 1.41 1.36 1.34 1.32 1.3118.0 (116) 616 (2733) 1.41 1.34 1.31 1.28 1.26 1.41 1.36 1.34 1.32 1.3119.0 (123) 650 (2898) 1.42 1.34 1.31 1.28 1.26 1.42 1.36 1.34 1.32 1.3120.0 (129) 684 (3040) 1.46 1.38 1.34 1.31 1.28 1.46 1.40 1.38 1.36 1.34Workpoint Length (ft) 25.0 (7.6) 28.3 (8.6) 32.0 (9.8) 36.1 (11.0) 40.3 (12.3) 25.0 (7.6) 26.6 (8.1) 28.3 (8.6) 30.1 (9.2) 32.0 (9.8)
Brace Stiffness Calculations
9/2016
1.00
1.25
1.50
1.75
2.00
2.25
10(3.0)
15(4.6)
20(6.1)
25(7.6)
30(9.1)
35(10.7)
40(12.2)
45(13.7)
50(15.2)
StiοΏ½
ness
Mod
iοΏ½ca
tion
Fact
or, K
F
Workpoint Length, feet (m)
Approximate Stiffness Modification Factor
Asc = 20 in2 (129 cm2)
Asc = 5 in2 (32 cm2)
REGIONOF HIGHSTRAIN
Stiffness modification factors for braces lying within the enveloped region may not vary linearly across the region. This graph is intended to show the general relationship of KF to workpoint length and core area. Actual KF values should be coordinated with CoreBrace.
For design assistanceplease contact CoreBrace:
5789 West Wells Park RoadWest Jordan, UT 84081801.280.0701www.corebrace.com
Stiffness Determination of a Composite Element
Rigid Assumption
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
If ke and kt are assumed rigid, the above equation for KF simplifies to:
KF values in this chart are based on a 45Β° brace angle, 14Λ (360mm) deep columns and 18Λ (460mm) deep beams.
STORY H
EIGH
T: 14ft (4.3m)
STORY H
EIGH
T: 16ft (4.9m)
Approximate Stiffness Modification Factors, KF1,2, 7
Sizes shown are representative of typical BRB sizes. Information on intermediate and larger sizes is available upon request.Approximate Stiffness Modification Factors, KF1,2, 7
(contβd)Sizes shown are representative of typical BRB sizes. Information on intermediate and larger sizes is available upon request.
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
NOTES:
Brace ForceEQ#
Brace Elongation & Stiffness (Elastic)
Alternate Forms (Elastic)
Frame Deflection (Elastic)
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
οΏ½
οΏ½
οΏ½
οΏ½
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
sub from οΏ½sub from οΏ½
sub from οΏ½
Frame Stiffness
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
sub from οΏ½
The effective horizontal stiffness can besummarized by the following statement:
For LRFD design, use Ξ¦ = 0.9 in addition to any factor of safety resulting from the ratio of the required Asc to the provided Asc.
β!"#$%=2Ξ¦(πΉπΉ! πΈπΈ) π»π»!"πΎπΎπΎπΎ π π π π π π 2ππ
ππππππππππ π·π·π·π·π·π·π·π·π·π· =
β!"#$%π»π»!"
=2Ξ¦(πΉπΉ! πΈπΈ) πΎπΎπΎπΎ π π π π π π 2ππ
Rev 1 - 2/10/14 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
*However, this assumption can result in significant error and should not be used for design.
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =2Ξ¦(πΉπΉπ¦π¦ πΈπΈ. ) π»π»π€π€π€π€
πΎπΎπΉπΉ π π π π π π 2ππ
ππππππππππ π·π·πππ·π·π·π·ππ =βπ·π·πππππππππ»π»π€π€π€π€
=2Ξ¦(πΉπΉππ πΈπΈ7 )
πΎπΎπΉπΉ π π π·π·π π 2ππ
ππ = π‘π‘π‘π‘π‘π‘β1 (π»π»π€π€π€π€πππ€π€π€π€
-
STORY H
EIGH
T: 18ft (5.5m)
STORY H
EIGH
T: 20ft (6.1m)
1. KF = Keff / Ksc_wp where Keff is the actual WP to WP stiffness of the installed brace and Ksc_wp is the stiffness of the indicated core area if it occurred from WP to WP. The indicated KF factors are expected βbase valueβ (minimums). These can be adjusted upwards somewhat, but doing so can affect overstrength factors and may have undesirable effects. Coordinate with CoreBrace.
2. Indicated KF factors are approx values for the indicated frame geometry and beam/column sizes. Different beam and/or column sizes will result in different KF values. 3. Indicated core area is minimum cross sectional area of yielding portion of BRB core. 4. Py_axial is the design yield strength of the BRB equal to: ΓΈFyAsc based on the lower-bound of the yield stress range. Typ yield stress range = 42 ksi Β± 4 ksi (290MPa Β± 28MPa) 5. Where a KF is not given in the table, the brace orientation may result in an unacceptable level of strain. Contact CoreBrace for project specific details.6. The area of the βConnection Regionβ (WP to Tip of gusset) is taken to be on average 5Γ stiffer than the βEnd Regionβ of the brace, which results in a semi-rigid offset. 7. Values given are intended for schematic design only. Contact CoreBrace for project specific information. 8. Brace sizes and Stiffness Modification Factors in addition to those shown are available upon request. 9. This table was created by considering core strain at 2% story drift minimum as required by AISC 341-10. For other story drifts, values may be different.
This assumption can result in significant error as the ratio of Lwp/Lsc increases and can underestimate elastic deformations. However, since the elastic deformations of non-yielding regions calculated with non-rigid assumptions are amplified by Cd to calculate their inelastic deformations (which over-predicts these deformations , the rigid assumption may more accurately predict the total inelastic deformations of the element.
Rev 1 - 9/24/16 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
Β·
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of a Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€
π΄π΄π π ππ πΎπΎπΎπΎ πΈπΈ= πππ’π’
πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΎπΎ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =π΄π΄π π π π (πΎπΎπΎπΎ β πΈπΈ)
πΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
βππππππππππ =βππππππππππππππππππ
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
π΄π΄π π π π πΎπΎπΉπΉ πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ = π΄π΄π π π π πΎπΎπΎπΎ πΈπΈ
πΏπΏπ€π€π€π€
Rev 1 - 9/24/16 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
Β·
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of a Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€
π΄π΄π π ππ πΎπΎπΎπΎ πΈπΈ= πππ’π’
πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΎπΎ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =π΄π΄π π π π (πΎπΎπΎπΎ β πΈπΈ)
πΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
βππππππππππ =βππππππππππππππππππ
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
π΄π΄π π π π πΎπΎπΉπΉ πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ = π΄π΄π π π π πΎπΎπΎπΎ πΈπΈ
πΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Rev 1 - 4/1/13
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€πΎπΎπΉπΉ π΄π΄π π ππ πΈπΈ
= πππ’π’πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΉπΉ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
πΎπΎπΉπΉ π΄π΄π π π π πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎππππππππππ = πΉπΉβππππππππππ*
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =πΎπΎπΉπΉ π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
Axial stiffness of yielding core projected from workpoint to workpoint
Effective (Actual) stiffness of composite element
Axial Stiffness AdjustmentFactor supplied by CoreBrace
Effective stiffness of BRB for use in deflection analysis
Rev 1 - 9/24/16 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
Β·
BRACE STIFFNESS CALCULATIONS
Stiffness Determination of a Composite Element
β’β―Axial stiffness of yielding core projected from workpoint to workpoint
β’β―Effective (Actual) stiffness of composite element
β’β―Axial Stiffness Adjustment Factor supplied by CoreBrace
Brace Elongation & Stiffness
β’β―Effective stiffness of BRB for use in deflection analysis
Frame Deflection
Brace Force
Frame Stiffness
The effective horizontal stiffness can be summarized by the following statement:
Rigid Assumption If ke and kt are assumed rigid, the above equation for KF simplifies to:
βππππππππππ =πππ’π’ πΏπΏπ€π€π€π€
π΄π΄π π ππ πΎπΎπΎπΎ πΈπΈ= πππ’π’
πΎπΎππππππ4
πΎπΎπ π π π _π€π€π€π€ =π΄π΄π π π π πΈπΈπΏπΏπ€π€π€π€
πΎπΎππππππ =1
β 1ππππ
ππππ=0
πΎπΎπΎπΎ =πΎπΎπππππππΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ =π΄π΄π π π π (πΎπΎπΎπΎ β πΈπΈ)
πΏπΏπ€π€π€π€
βππππππππππ =πΉπΉ
πΎπΎππππππ ππππππ2ππ
πΎπΎππππππ =πππ’π’
βππππππππππ,
βππππππππππ =βππππππππππππππππππ
πΎπΎππππππππππ = πΎπΎππππππ ππππππ2ππ
βππππππππππ =πΉπΉ πΏπΏπ€π€π€π€
π΄π΄π π π π πΎπΎπΉπΉ πΈπΈ π π πππ π 2ππ
βππππππππππ =πππ’π’
πΎπΎππππππ ππππππππ
πΎπΎπΎπΎ β πΏπΏπ€π€π€π€πΏπΏπ π π π
=10.6
= 1.67
πΎπΎππππππ β 1.67πΎπΎπ π π π _π€π€π€π€
πΎπΎππππππ = π΄π΄π π π π πΎπΎπΎπΎ πΈπΈ
πΏπΏπ€π€π€π€
WELD
ED
CO
REB
RA
CE B
RB
TA
BLES
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) t7 (t178) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t7 (t178) t7 (t178) t7 (t178) t7 (t178) t8 (t203)3.0 (19) 103 (448) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t7 (t178) t7 (t178) t8 (t203) t8 (t203) t8 (t203)4.0 (26) 137 (613) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t8 (t203)5.0 (32) 171 (754) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t8 (t203)6.0 (39) 205 (919) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)7.0 (45) 239 (1060) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)8.0 (52) 274 (1225) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t12 (t305)9.0 (58) 308 (1367) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)
10.0 (65) 342 (1532) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)11.0 (71) 376 (1673) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)12.0 (77) 410 (1814) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)13.0 (84) 445 (1979) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)14.0 (90) 479 (2121) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)15.0 (96) 513 (2286) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)
16.0 (103) 547 (2427) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)17.0 (110) 581 (2592) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)18.0 (116) 616 (2733) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)19.0 (123) 650 (2898) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)20.0 (129) 684 (3040) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)Workpoint Length (ft) 20.5 (6.3) 24.4 (7.4) 28.7 (8.7) 33.1 (10.1) 37.7 (11.5) 20.5 (6.3) 22.4 (6.8) 24.4 (7.4) 26.5 (8.1) 28.7 (8.7)
t = square tubep = round pipe(rectangular casings also available)
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) t7 (t178) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t7 (t178) t7 (t178) t7 (t178) t8 (t203) t8 (t203)3.0 (19) 103 (448) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t8 (t203)4.0 (26) 137 (613) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t10 (t254)5.0 (32) 171 (754) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t10 (t254)6.0 (39) 205 (919) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)7.0 (45) 239 (1060) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)8.0 (52) 274 (1225) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t12 (t305)9.0 (58) 308 (1367) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)
10.0 (65) 342 (1532) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)11.0 (71) 376 (1673) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t14 (t356) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)12.0 (77) 410 (1814) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)13.0 (84) 445 (1979) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)14.0 (90) 479 (2121) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)15.0 (96) 513 (2286) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)
16.0 (103) 547 (2427) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)17.0 (110) 581 (2592) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)18.0 (116) 616 (2733) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)19.0 (123) 650 (2898) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)20.0 (129) 684 (3040) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)Workpoint Length (ft) 23.4 (7.1) 26.9 (8.2) 30.8 (9.4) 35.0 (10.7) 39.4 (12.0) 23.4 (7.1) 25.1 (7.7) 26.9 (8.2) 28.8 (8.8) 30.8 (9.4)
t = square tubep = round pipe(rectangular casings also available)
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) t7 (t178) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t7 (t178) t7 (t178) t7 (t178) t7 (t178) t8 (t203)3.0 (19) 103 (448) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t8 (t203)4.0 (26) 137 (613) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t8 (t203)5.0 (32) 171 (754) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t10 (t254)6.0 (39) 205 (919) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)7.0 (45) 239 (1060) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)8.0 (52) 274 (1225) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t12 (t305)9.0 (58) 308 (1367) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)
10.0 (65) 342 (1532) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)11.0 (71) 376 (1673) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)12.0 (77) 410 (1814) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)13.0 (84) 445 (1979) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)14.0 (90) 479 (2121) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)15.0 (96) 513 (2286) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)
16.0 (103) 547 (2427) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)17.0 (110) 581 (2592) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)18.0 (116) 616 (2733) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)19.0 (123) 650 (2898) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)20.0 (129) 684 (3040) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)Workpoint Length (ft) 21.9 (6.7) 25.6 (7.8) 29.7 (9.0) 34.0 (10.4) 38.5 (11.7) 21.9 (6.7) 23.7 (7.2) 25.6 (7.8) 27.6 (8.4) 29.7 (9.0)
t = square tubep = round pipe(rectangular casings also available)
Fysc = 38 ksi (262 MPa) Bay Width, ft (m)Asc
3
in2 (cm2)Py_axial
4 kip (kN)
15 (4.6) 20 (6.1) 25 (7.6) 30 (9.1) 35 (10.7) 30 (9.1) 35 (10.7) 40 (12.2) 45 (13.7) 50 (15.2)SINGLE DIAGONAL CHEVRON/V
2.0 (13) 68 (306) t7 (t178) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t7 (t178) t7 (t178) t8 (t203) t8 (t203) t8 (t203)3.0 (19) 103 (448) t8 (t203) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t8 (t203)4.0 (26) 137 (613) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t10 (t254) t8 (t203) t8 (t203) t8 (t203) t8 (t203) t10 (t254)5.0 (32) 171 (754) t8 (t203) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t8 (t203) t8 (t203) t10 (t254) t10 (t254) t10 (t254)6.0 (39) 205 (919) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)7.0 (45) 239 (1060) t10 (t254) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t10 (t254) t10 (t254) t10 (t254)8.0 (52) 274 (1225) t10 (t254) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t10 (t254) t10 (t254) t12 (t305) t12 (t305) t12 (t305)9.0 (58) 308 (1367) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)
10.0 (65) 342 (1532) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t14 (t356) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)11.0 (71) 376 (1673) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t14 (t356) t12 (t305) t12 (t305) t12 (t305) t12 (t305) t12 (t305)12.0 (77) 410 (1814) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)13.0 (84) 445 (1979) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)14.0 (90) 479 (2121) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)15.0 (96) 513 (2286) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)
16.0 (103) 547 (2427) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)17.0 (110) 581 (2592) t14 (t356) t14 (t356) t14 (t356) t16 (t406) t16 (t406) t14 (t356) t14 (t356) t14 (t356) t14 (t356) t14 (t356)18.0 (116) 616 (2733) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)19.0 (123) 650 (2898) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)20.0 (129) 684 (3040) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406) t16 (t406)Workpoint Length (ft) 25.0 (7.6) 28.3 (8.6) 32.0 (9.8) 36.1 (11.0) 40.3 (12.3) 25.0 (7.6) 26.6 (8.1) 28.3 (8.6) 30.1 (9.2) 32.0 (9.8)
t = square tubep = round pipe(rectangular casings also available)
Welded Brace and Casing Information
SECT A
SQU
AR
EC
ASIN
GR
OU
ND
CAS
ING
SECT B MATERIAL SPECSCORE PL:STIFFENER PL:CASING:GUSSET PL:ERECTION BOLTS:
A36 CONTROLLED YIELDA572 GR-50 (Fy = 345 MPa)A500 GR-B (Fy = 318 MPa)A572 GR-50 (Fy = 345 MPa)A307 (FU = 414 MPa)
CORE PL:STIFFENER PL:CASING:
ROUND HSS:PIPE:
GUSSET PL:ERECTION BOLTS:
A36 CONTROLLED YIELDA572 GR-50 (Fy = 345 MPa)
A500 GR-B (Fy = 290 MPa)A53 GR-B (Fy = 242 MPa)A572 GR-50 (Fy = 345 MPa)A307 (FU = 414 MPa)
A B
SHADED REGIONS INDICATEBRB PROTECTED ZONES
TENSION COMPRESSION
Casing
Grout Fill
InterfaceMaterial
Air Gap
Core
Com
pres
sion
Str
engt
h
Slenderness
Elastic (Euler) Buckling 2 E
(KL/r)2
Inelastic Buckling
ProportionalLimit
8(203)
10(254)
12(305)
14(355)
16(406)
18(457)
20(508)
22(559)
15(4.6)
20(6.1)
25(7.6)
30(9.1)
35(10.7)
40(12.2)
45(13.7)
50(15.2)
Asc = 10 in2 (65 cm2)Asc = 5 in2 (32 cm2)
Asc = 15 in2 (97 cm2)
Asc = 20 in2 (129 cm2)
Approximate Casing Size
Casi
ng W
idth
, in
(mm
)
Workpoint Length, ft (m)
Rev 1 - 4/1/13 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
BOLTED LUG BRACE AND CASING INFORMATION
1st-Mode Euler Buckling
ππth-Mode Euler Buckling
Casing Demands
Adjusted Brace Strength Determination
β’β―Fy of material used to fabricate brace yielding cores to be established based on coupon testing of individual plates. In such cases, Ry may be taken as equal to 1.0 in the above equations. (See AISC 341)
ππππ = π½π½π½π½πΉπΉπ¦π¦π΄π΄π π ππ (πππππππππππππ π π π ππππππ) πππ‘π‘ = πππΉπΉπ¦π¦π΄π΄π π π π (π‘π‘π‘π‘π‘π‘π π π‘π‘π‘π‘π‘π‘)
where
Rev 1 - 4/1/13 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
BOLTED LUG BRACE AND CASING INFORMATION
1st-Mode Euler Buckling
ππth-Mode Euler Buckling
Casing Demands
Adjusted Brace Strength Determination
β’β―Fy of material used to fabricate brace yielding cores to be established based on coupon testing of individual plates. In such cases, Ry may be taken as equal to 1.0 in the above equations. (See AISC 341)
ππππ = π½π½π½π½πΉπΉπ¦π¦π΄π΄π π ππ (πππππππππππππ π π π ππππππ) πππ‘π‘ = πππΉπΉπ¦π¦π΄π΄π π π π (π‘π‘π‘π‘π‘π‘π π π‘π‘π‘π‘π‘π‘)
where
πth-Mode Euler Buckling
BRB Protected Zones
Schematic BRB Behavior
1st-Mode Euler Buckling
9/2016 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801.280.0701 www.corebrace.com
STORY H
EIGH
T: 14ft (4.3m)
STORY H
EIGH
T: 18ft (5.5m)
STORY H
EIGH
T: 16ft (4.9m)
STORY H
EIGH
T: 20ft (6.1m)
Approximate Casing Sizes1, 8 in (mm)
Sizes shown are representative of typical BRB sizes. Information on intermediate and larger sizes is available upon request.Approximate Casing Sizes1, 8
in (mm) (contβd)Sizes shown are representative of typical BRB sizes. Information on intermediate and larger sizes is available upon request.
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
16ft
(4.9
m)
W14
Γ109
W14
Γ109
16ft
(4.9
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
14ft
(4.3
m)
W14
Γ109
W14
Γ109
14ft
(4.3
m)
W14
Γ109
W14
Γ109
W18Γ97 W18Γ97
NOTES: For design assistanceplease contact CoreBrace:
5789 West Wells Park RoadWest Jordan, UT 84081801.280.0701www.corebrace.com
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
20ft
(6.1
m)
W14
Γ211
W14
Γ211
20ft
(6.1
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Bay Width Bay Width
W18Γ97 W18Γ97
18ft
(5.5
m)
W14
Γ211
W14
Γ211
18ft
(5.5
m)
W14
Γ211
W14
Γ211
W18Γ97 W18Γ97
Rev 1 - 4/1/13 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
BOLTED LUG BRACE AND CASING INFORMATION
1st-Mode Euler Buckling
ππth-Mode Euler Buckling
Casing Demands
Adjusted Brace Strength Determination
β’β―Fy of material used to fabricate brace yielding cores to be established based on coupon testing of individual plates. In such cases, Ry may be taken as equal to 1.0 in the above equations. (See AISC 341)
ππππ = π½π½π½π½πΉπΉπ¦π¦π΄π΄π π ππ (πππππππππππππ π π π ππππππ) πππ‘π‘ = πππΉπΉπ¦π¦π΄π΄π π π π (π‘π‘π‘π‘π‘π‘π π π‘π‘π‘π‘π‘π‘)
where
Rev 1 - 4/1/13 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
BOLTED LUG BRACE AND CASING INFORMATION
1st-Mode Euler Buckling
ππth-Mode Euler Buckling
Casing Demands
Adjusted Brace Strength Determination
β’β―Fy of material used to fabricate brace yielding cores to be established based on coupon testing of individual plates. In such cases, Ry may be taken as equal to 1.0 in the above equations. (See AISC 341)
ππππ = π½π½π½π½πΉπΉπ¦π¦π΄π΄π π ππ (πππππππππππππ π π π ππππππ) πππ‘π‘ = πππΉπΉπ¦π¦π΄π΄π π π π (π‘π‘π‘π‘π‘π‘π π π‘π‘π‘π‘π‘π‘)
where
Rev 1 - 4/1/13 5789 West Wells Park Road, West Jordan, UT 84081 ph: 801-280-0701 www.corebrace.com
BOLTED LUG BRACE AND CASING INFORMATION
1st-Mode Euler Buckling
ππth-Mode Euler Buckling
Casing Demands
Adjusted Brace Strength Determination
β’β―Fy of material used to fabricate brace yielding cores to be established based on coupon testing of individual plates. In such cases, Ry may be taken as equal to 1.0 in the above equations. (See AISC 341)
ππππ = π½π½π½π½πΉπΉπ¦π¦π΄π΄π π ππ (πππππππππππππ π π π ππππππ) πππ‘π‘ = πππΉπΉπ¦π¦π΄π΄π π π π (π‘π‘π‘π‘π‘π‘π π π‘π‘π‘π‘π‘π‘)
where
Adjusted Brace Strength Determination
Casing Demands
Fy of material used to fabricate brace yielding cores to be established based on coupon testing of individual plates. In such cases, Ry may be taken equal to 1.0 in the above equations. (See AISC 341)
FSB = Factor of safety against buckling. Should include code-prescribed phi factor, factor to account for initial out-of-straightness, and any additional factors as deemed necessary.
1. CoreBrace BRB Casing Sizes are approx square minimums for the indicated frame geometry and beam/column sizes. Different beam/column sizes will affect brace length and casing size. More economical sizes or shapes may be used unless specifically required otherwise. Round or rectangular casings are also available.
2. Indicated core area is minimum cross sectional area of yielding portion of BRB core.3. Py_axial is the calculated yield force of the BRB equal to: ΓΈFyAsc based on the lower-bound of the yield stress range.
Typ yield stress range = 42 ksi Β±4 ksi (290 MPa Β±28MPa).4. Where casing size is controlled by fit up, alternate core configurations (width Γ thickness) may allow for reduced casing sizes, on a project specific basis.
Contact CoreBrace for details.5. Casing buckling checks include a FS of 1.3 accounting for code prescribed phi factors and casing initial out-of-straightness in addition to BRB overstrength (and
length effects for WP β₯ 40β (10.2 m)). Where casing size is controlled by buckling, alternate casing configurations must maintain the same minimum moment of inertia about the critical axis. Contact CoreBrace for assistance with alternate configurations.
6. Brace and casing sizes other than those shown are available upon request.7. This table was created by considering overstrength at 2% story drift as required by AISC 341-10. For other story drifts, values may be different.8. Casing sizes in table are intended for schematic design only. Contact CoreBrace for project specific sizes.
This graph is intended to show the general relationship of casing width to work point length and core area. Actual casing sizes should be coordinated with CoreBrace. Circular casings are assumed for casings wider than 16β (406mm). Sizes may not be the most economical.
Compression Overstrength Factors (Ξ²) for braces longer than 40β (12.2m) have been adjusted to account for length effects.
Casing sizes in this chart are based on a 45Β° brace angle, 14Λ (360mm) deep columns and 18Λ (460mm) deep beams.
