HomeMy WebLinkAboutCT 2017-0003; LA COSTA TOWN SQUARE PARCEL 3 RESIDENTIAL; STRUCTURAL CALCULATIONS FOR LA COSTA-MSE WALL POST SUBMITTAL (2022 CBC); 2024-08-14Structural Calculations for:
La Costa-MSE Wall Post
Submittal (2022 CBC)
Location: La Costa, California
Prepared for:
Woodside Homes
1250 Corona Pointe Court, Suite 500
Corona, CA 92879
PPE Job #: 22-2759
Sign Date: August 14, 2024
31805 Temecula Parkway, Suite 504,
Temecula, CA 92592
(951) 491-7120
THESE PLANS/DOCUMENTS HAVE BEENREVIEWED FOR COMPLIANCE WITH THEAPPLICABLE CALIFORNIA BUILDING STANDARDSCODES AS ADOPTED BY THE STATE OFCALIFORNIA AND AMENDED BY THEJURISDICTION. PLAN REVIEW ACCEPTANCE OFDOCUMENTS DOES NOT AUTHORIZECONSTRUCTION TO PROCEED IN VIOLATION OFANY FEDERAL, STATE, NOR LOCAL REGULATION.BY: _________________ DATE: ________________
True North Compliance Services, Inc.
THIS SET OF THE PLANS AND SPECIFICATIONSMUST BE KEPT ON THE JOB SITE AT ALL TIMESAND IT IS UNLAWFUL TO MAKE ANY CHANGESOR ALTERATIONS WITHOUT PERMISSION FROMTHE CITY. OCCUPANCY OF STRUCTURE(S) ISNOT PERMITTED UNTIL FINAL APPROVAL ISGRANTED BY ALL APPLICABLE DEPARTMENTS.
Scot Weiss 08/27/2024
PERFORMANCE PLUS
ENGINEERING, INC.
Steel Column
LIC# : KW-06013695, Build:20.23.07.20 Performance Plus Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Woodside Homes-La Costa MSE WALL 2" NPS Standard Steel Post-Rev 1
Project File: ENERCALC_20
Project Title:Engineer:Project ID:Project Descr:
.Code References
Calculations per AISC 360-16, IBC 2021, CBC 2022, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
4.67Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :Pipe2xxS
36.0
ft
E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 4.67 ft, K = 2.1
Unbraced Length for buckling ABOUT Y-Y Axis = 4.67 ft, K = 2.1
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 42.217 lbs * Dead Load Factor
BENDING LOADS . . .
Lat. Point Load at 4.670 ft creating My-y, L = 0.20 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.3265
Location of max.above base 0.0 ft
0.04222 k
13.771 k
0.0 k-ft
Load Combination +D+L
Load Combination +D+L
2.874 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.20 k
0.01232 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
2.874 k-ft
-0.9340 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.20 k
Bottom along X-X 0.20 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.3170 in at 4.670ft above base
for load combination :+D+L
16.232
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.67 165.52 0.00
+D+L PASS PASS0.00 0.012 0.00 ftft0.326 1.00 1.67 165.52 0.00
+D+0.750L PASS PASS0.00 0.009 0.00 ftft0.245 1.00 1.67 165.52 0.00
+0.60D PASS PASS0.00 0.000 0.00 ftft0.002 1.00 1.67 165.52 0.00
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 0.042 0.200
+D+L 0.042 -0.200 0.200 -0.934
+D+0.750L 0.042 -0.150 0.200 -0.701
+0.60D 0.025 0.200
L Only -0.200 0.200 -0.934
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 0.042 0.200
Minimum"-0.200 0.200 -0.934
MaximumReaction, X-X Axis Base 0.042 0.200
Minimum"0.042 -0.200 0.200 -0.934
Steel Column
LIC# : KW-06013695, Build:20.23.07.20 Performance Plus Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Woodside Homes-La Costa MSE WALL 2" NPS Standard Steel Post-Rev 1
Project File: ENERCALC_20
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, Y-Y Axis Base 0.042 0.200
Minimum"0.042 0.200
MaximumReaction, X-X Axis Top 0.042 0.200
Minimum"0.042 0.200
MaximumReaction, Y-Y Axis Top 0.042 0.200
Minimum"-0.200 0.200 -0.934
MaximumMoment, X-X Axis Base 0.042 0.200
Minimum"0.042 0.200
MaximumMoment, Y-Y Axis Base 0.042 0.200
Minimum"0.042 -0.200 0.200 -0.934
MaximumMoment, X-X Axis Top 0.042 0.200
Minimum"0.042 0.200
MaximumMoment, Y-Y Axis Top 0.042 0.200
Minimum"0.042 0.200
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftftinin0.000
+D+L 0.3170 0.000 0.000 ftftinin4.670
+D+0.750L 0.2377 0.000 0.000 ftftinin4.670
+0.60D 0.0000 0.000 0.000 ftftinin0.000
L Only 0.3138 0.000 0.000 ftftinin4.639
.Steel Section Properties :Pipe2xxS
R xx =
0.711
in
Depth =2.375 in
R yy =
0.711
in
J =2.540 in^4
Diameter =2.375 in
Wall Thick
=
0.436 in Zx =1.600 in^3
Area
=
2.510 in^2
Weight =9.040 plf
I xx =1.27 in^4
S xx =1.07 in^3
I yy =1.270 in^4
S yy =1.070 in^3
Ycg =0.000 in
Steel Column
LIC# : KW-06013695, Build:20.23.07.20 Performance Plus Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Woodside Homes-La Costa MSE WALL 2" NPS Standard Steel Post-Rev 1
Project File: ENERCALC_20
Project Title:Engineer:Project ID:Project Descr:
Sketches
+Y
0.20k
+X
2.38in