K factor

DIRECT ANALYSIS METHOD

Loading Diagram Bending Moment Diagram (Direct Analysis)

Parameter input verification,

PrPy

Py= fyAg= 50ksix19.1in2= 955 kips

Pr= 144.853 kipsPrPy

MEMBER STRESS (Direct Analysis Staad Output) Unit kips/sq feet

MEMB LD SECT AXIAL BEND-YBEND-

Z COMBINEDSHEAR

-YSHEAR

-Z

1 20 0 1079 C 0 0 1079.2 64.2 01 1079 C 0 696.4 1775.6 64.2 0

6 20 0 1092 C 0 0 1092.1 83.2 01 1092 C 0 1063.5 2155.6 83.2 0

20 20 0 123.7 T 0 3691.4 3815.1 1019.8 01 123.7 T 0 4179.6 4303.3 1056.9 0

21 20 0 541.3 C 0 2173.5 2714.8 403.1 01 541.3 C 0 2617 3158.2 403.1 0

26 20 0 544.4 C 0 2185.9 2730.3 412.6 01 544.4 C 0 2740.2 3284.6 412.6 0

34 20 0 150.9 C 0 3366.1 3517 1032.3 01 150.9 C 0 3524.6 3675.5 1044.4 0

0.15168

< 0.5

< 0.5,Thestiffnessassumptionusedintheanalysis,b=1.0isokay6-29.454 kip-ft

Max: -54.133 kip-ft

26-14.705 kip-ft

Max: -139.473 kip-ft

20-114.266 kip-ft

Max: 165.394 kip-ft

119.268 kip-ft

Max: 35.446 kip-ft

34-134.878 kip-ft

Max: 139.473 kip-ft

2111.763 kip-ft

Max: 133.202 kip-ft

Bending ZLoad 20 : Moment - kip-ft

626

20

-2.400 kips/ft

1

34

-2.400 kips/ft21

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

Load 20

EFFECTIVE LENGTH METHOD

Loading Diagram Bending Moment Diagram (Second-order Analysis)

Check for Effective length Method limitationsFirst-order Analysis Second-order AnalysisSTORY HEIGHT STORY HEIGHT

(FEET) X Z (FEET) X Z1 0 1 0 0 1 0 1 0 0 -

2 0 0 2 0 0 -10 0 0 10 0 0 -

2 20 1 0 0 2 20 1 0 0 -2 0.147 0 2 0.1469 0 1.00 < 1.5 OK10 0.147 0 10 0.2123 0 1.45 < 1.5 OK

3 40 1 0 0 3 40 1 0 0 -2 0.2 0 2 0.2004 0 1.00 < 1.5 OK10 0.2 0 10 0.2821 0 1.41 < 1.5 OK

MEMBER STRESS (Second-Order Analysis) Unit kips/sq feet


Z COMBINEDSHEAR

-YSHEAR

-Z

1 20 0 1080 C 0 0 1079.8 64.7 01 1080 C 0 722.3 1802.1 64.7 0

6 20 0 1092 C 0 0 1091.5 83.7 01 1092 C 0 1048.7 2140.2 83.7 0

20 20 0 123.4 T 0 3718.4 3841.8 1021.6 01 123.4 T 0 4158 4281.4 1055.1 0

21 20 0 541.4 C 0 2168.6 2710 402.8 01 541.4 C 0 2621.1 3162.4 402.8 0

26 20 0 544.3 C 0 2184 2728.3 412.3 01 544.3 C 0 2735.3 3279.6 412.3 0

34 20 0 150.8 C 0 3371.3 3522.2 1032.8 01 150.8 C 0 3518.3 3669.1 1043.9 0

Effective length factor K use for column strength design, see back page

DRIFT DRIFT, INCH /o < 1.5LOADCOMBLOADCOMB

626

20

-2.400 kips/ft

1

34

-2.400 kips/ft

21

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

Load 20

-28.545 kip-ft

Max: -53.378 kip-ft

-14.505 kip-ft


-114.158 kip-ftMax: 164.540 kip-ft

19.645 kip-ft

Max: 36.762 kip-ft

-134.652 kip-ftMax: 139.226 kip-ft

11.900 kip-ft

Max: 133.410 kip-ft


FIRST-ORDER ANALYSIS METHOD

Loading Diagram Bending Moment Diagram (First-order Analysis)

Check for First-order Analysis Method limitationsCheck, Pr 0.5Py

0.5 Py = 0.5Fy Ag = 477.5 kipsPr = 145.2 kips < 0.5Py Ok

First-order Analysis Second-order AnalysisSTORY HEIGHT LOADCOMB DRIFT STORY HEIGHT

LOADCOMB /o < 1.5

(FEET) X Z (FEET) X Z1 0 1 0 0 1 0 1 0 0 -

2 0 0 2 0 0 -10 0 0 10 0 0 -

2 20 1 0 0 2 20 1 0 0 -2 0.308 0 2 0.3084 0 1.00 < 1.5 OK10 0.308 0 10 0.4458 0 1.45 < 1.5 OK

3 40 1 0 0 3 40 1 0 0 -2 0.421 0 2 0.4209 0 1.00 < 1.5 OK10 0.421 0 10 0.5924 0 1.41 < 1.5 OK

MEMBER STRESS (First-Order Analysis) Unit kips/sq feet


Z COMBINEDSHEAR

-YSHEAR

-Z

1 20 0 1077 C 0 0 1076.5 56.2 01 1077 C 0 669.4 1745.9 56.2 0

6 20 0 1095 C 0 0 1094.8 96.1 01 1095 C 0 1144.7 2239.5 96.1 0

20 20 0 122.1 T 0 3613.8 3736 1012.9 01 122.1 T 0 4283.7 4405.9 1063.8 0

21 20 0 540.4 C 0 2140.2 2680.5 396.2 01 540.4 C 0 2580.7 3121 396.2 0

26 20 0 545.3 C 0 2185.7 2731 416.1 01 545.3 C 0 2772.8 3318 416.1 0

34 20 0 150.3 C 0 3319.4 3469.7 1028.9 01 150.3 C 0 3566.5 3716.8 1047.7 0

DRIFT, INCH

626

20

-2.400 kips/ft

134

-2.400 kips/ft

21

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

-36.000 kip

0.144 kip

Load 20

-33.192 kip-ft

Max: -58.264 kip-ft

-15.760 kip-ft


-113.740 kip-ft

Max: 169.515 kip-ft

16.277 kip-ft

Max: 34.072 kip-ft

-134.726 kip-ft

Max: 141.131 kip-ft

11.203 kip-ft

Max: 131.353 kip-ft


DIRECT ANALYSIS METHODWith Lateral seismic load (15% gravity load)

Loading Diagram Bending Moment Diagram (Direct Analysis)

Parameter input verification,

PrPy

Py= fyAg= 50ksix19.1in2= 955 kips

Pr= 207.969 kipsPrPy

MEMBER STRESS (Direct Analysis Staad Output) Unit kips/sq feet


Z COMBINEDSHEAR

-YSHEAR

-Z

1 20 0 603.4 C 0 0 603.4 850.3 01 603.4 C 0 13065 13668 850.3 0

6 20 0 1568 C 0 0 1567.9 574.2 01 1568 C 0 14469 16036.4 574.2 0

20 20 0 200.5 T 0 14446 14646.8 354.7 01 200.5 T 0 22171 22371.2 2431.4 0

21 20 0 424.7 C 0 1833.2 2257.9 47.5 01 424.7 C 0 1927.5 2352.1 47.5 0

26 20 0 661 C 0 2768.1 3429.1 759.8 01 661 C 0 7308 7969 759.8 0

34 20 0 149.4 C 0 2479.2 2628.6 586.3 01 149.4 C 0 9400 9549.4 1490.4 0

0.21777

< 0.5

< 0.5,Thestiffnessassumptionusedintheanalysis,b=1.0isokay

-416.411 kip-ft


-121.536 kip-ft


-117.214 kip-ft

Max: 877.331 kip-ft

-348.191 kip-ft


-134.261 kip-ft

Max: 371.974 kip-ft

-98.852 kip-ft

Max: -99.308 kip-ft


626

20

-2.400 kips/ft

1

34

-2.400 kips/ft21

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

Load 20

EFFECTIVE LENGTH METHODWith Lateral seismic load (15% gravity load)

Loading Diagram Bending Moment Diagram (Second-order Analysis)

Check for Effective length Method limitationsFirst-order Analysis Second-order AnalysisSTORY HEIGHT STORY HEIGHT

(FEET) X Z (FEET) X Z1 0 1 0 0 1 0 1 0 0 -

2 0 0 2 0 0 -10 0 0 10 0 0 -

2 20 1 0 0 2 20 1 0 0 -2 11.01 0 2 11.013 0 1.00 < 1.5 OK10 11.01 0 10 15.919 0 1.45 < 1.5 OK

3 40 1 0 0 3 40 1 0 0 -2 15.03 0 2 15.031 0 1.00 < 1.5 OK10 15.03 0 10 21.153 0 1.41 < 1.5 OK

MEMBER STRESS (Second-Order Analysis) Unit kips/sq feet


Z COMBINEDSHEAR

-YSHEAR

-Z

1 20 0 648.1 C 0 0 648.1 774.5 01 648.1 C 0 11469 12116.9 774.5 0

6 20 0 1523 C 0 0 1523.2 650 01 1523 C 0 13014 14536.8 650 0

20 20 0 172.6 T 0 12594 12766.7 216.1 01 172.6 T 0 20379 20551.1 2292.7 0

21 20 0 433.2 C 0 1677.4 2110.7 48 01 433.2 C 0 1598.7 2031.9 48 0

26 20 0 652.4 C 0 2829.6 3482.1 760.3 01 652.4 C 0 6969.6 7622.1 760.3 0

34 20 0 149.6 C 0 2056.4 2205.9 619 01 149.6 C 0 8964.7 9114.3 1457.7 0

Effective length factor K (alignment chart)use for column strength design,

LOADCOMB

DRIFT LOADCOMB

DRIFT, INCH /o < 1.5

-364.084 kip-ft


-109.642 kip-ft


-116.008 kip-ft

Max: 806.411 kip-ft

-303.653 kip-ft


-134.271 kip-ft

Max: 354.748 kip-ft

-85.602 kip-ft

Max: -86.052 kip-ft


626

20

-2.400 kips/ft

1

34

-2.400 kips/ft

21

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

Load 20

FIRST-ORDER ANALYSIS METHODWith Lateral seismic load (15% gravity load)

Loading Diagram Bending Moment Diagram (First-order Analysis)

Check for First-order Analysis Method limitationsCheck, Pr 0.5Py

0.5 Py = 0.5Fy Ag = 477.5 kipsPr = 187.2 kips < 0.5Py Ok

First-order Analysis Second-order AnalysisSTORY HEIGHT LOADCOMB DRIFT STORY HEIGHT

LOADCOMB /o < 1.5

(FEET) X Z (FEET) X Z1 0 1 0 0 1 0 1 0 0 -

2 0 0 2 0 0 -10 0 0 10 0 0 -

2 20 1 0 0 2 20 1 0 0 -2 11.01 0 2 11.013 0 1.00 < 1.5 OK10 11.01 0 10 15.919 0 1.45 < 1.5 OK

3 40 1 0 0 3 40 1 0 0 -2 15.03 0 2 15.031 0 1.00 < 1.5 OK10 15.03 0 10 21.153 0 1.41 < 1.5 OK

MEMBER STRESS (First-Order Analysis) Unit kips/sq feet


Z COMBINEDSHEAR

-YSHEAR

-Z

1 20 0 760 C 0 0 760 636.2 01 760 C 0 7580.3 8340.3 636.2 0

6 20 0 1411 C 0 0 1411.4 788.4 01 1411 C 0 9394.4 10805.8 788.4 0

20 20 0 122.1 T 0 8014.2 8136.3 128.1 01 122.1 T 0 15912 16033.9 1948.6 0

21 20 0 455.1 C 0 1349.7 1804.7 50 01 455.1 C 0 753.7 1208.8 50 0

26 20 0 630.6 C 0 2976.2 3606.8 762.3 01 630.6 C 0 6107.1 6737.7 762.3 0

34 20 0 150.3 C 0 969.4 1119.7 702.6 01 150.3 C 0 7855.3 8005.6 1374.1 0

DRIFT, INCH

-239.084 kip-ft


-79.680 kip-ft


-113.740 kip-ft

Max: 629.655 kip-ft

-192.916 kip-ft


-133.758 kip-ftMax: 310.847 kip-ft

-53.530 kip-ft

Max: -68.697 kip-ft


626

20

-2.400 kips/ft

1

34

-2.400 kips/ft21

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

-36.000 kip

10.800 kip

Load 20

Documents

K factor