B08_Attach_4_Structural_Calculations.pdf
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These are structural calculations for a buried filtered water tank project at Haleakala National Park in Kula, Hawaii. The calculations, prepared by Consulting Structural Hawaii, Inc. on 03/29/24, cover detailed engineering specifications for a water tank installation, including design criteria, load analysis, seismic considerations, and structural components. Key technical details include a concrete design strength of 4,000 PSI, reinforcing steel of ASTM A615 Grade 60, a seismic design category of C, and soil bearing capacity assumed at 3,000 PSF. The structural design accounts for various load combinations, wind pressures (195 MPH basic wind speed), and seismic forces, with specific attention to the tank's foundation, walls, and overall structural integrity.
The calculations comprehensively examine vertical and lateral loads, roof and floor framing, columns, and foundation requirements. Specific structural elements are analyzed, including beam design, column capacities, and retaining wall specifications, with detailed calculations for soil pressure, seismic lateral earth pressure, and structural component strengths. The project is located at Tax Map Key 2-2-020:049 and is being executed for the National Park Service, with the structural engineering license expiring 04/30/26.
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STRUCTURAL CALCULATIONS:
HALEAKALA NATIONAL PARK
INSTALL BURIED FILTERED WATER TANK AND
APPURTENANCES
KULA, HAWAII 96790
TMK: 2-2-020:049
KAULA AE PROJECT - HALE 259822
FOR
NATIONAL PARK SERVICE
03/29/24
LIC EXP 04/30/26
This work was prepared by me or under my supervision
CONSULTING STRUCTURAL
HAWAII, INC.
Structural Engineers
99-860 Iwaena Street, Suite 204
Aiea, Hawaii 96701
Phone: (808)945-0198 Fax: (808)944-1177
Email: admin@cshengineers.com CSH Job No 23003
LICENSED
ENGINEER
No.7811−S
PROFESSIONAL
TABLE OF CONTENTS: SHEET NO.
1 . DESIGN CRITERIA 1.0
2 . VERTICAL LOADS 2.0
3 . LATERAL LOADS 3.0
4 . ROOF FRAMING 4.0
5 . FLOOR FRAMING 5.0
6 . FRAMES 6.0
7 . COLUMNS 7.0
8 . WALLS 8.0
9 . FOUNDATION 9.0
10 . MISCELLANEOUS 10.0
SHT NO. 1.0
DESIGN CRITERIA
DESCRIT-CSH 2020.xls
CONSULTING STRUCTURAL
HAWAII, INC.
Structural Engineers PROJECT: Haleakala Buried Filtered Water Tank 99-860 Iwaena St, Suite 204 JOB NO: 23003 Aiea, Hawaii 96701 ENGINEER: SS Phone: (808)945-0198 DATE: 10/25/2023 Email: admin@cshengineers.com
A. REFERENCES
1. IBC 2018
B. DESIGN LOADS
1. LIVE LOADS
ROOF 20 PSF
2. WIND PRESSURE
WIND IMPORTANCE FACTOR, IW 1.00
BASIC WIND SPEED 195 MPH
EXPOSURE C
3. SEISMIC FORCE
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR, IE 1.00
SPECTRAL RESPONSE ACCELERATION, SS 1.05
SPECTRAL RESPONSE ACCELERATION, S1 0.27
SITE CLASS D
SPECTRAL RESPONSE COEFFICIENT, SDS 0.84
SPECTRAL RESPONSE COEFFICIENT, SD1 N/A
SEISMIC DESIGN CATEGORY D
SEISMIC FORCE SYSTEM SPECIAL REINF CONC SHEARWALLS
SEISMIC RESPONSE COEFFICIENT, CS 0.10
RESPONSE MODIFICATION FACTOR, R 5.0
ANALYSIS PROCEDURE EQUIV LATERAL FORCE PROCEDURE
C. ALLOWABLE STRESSES
1. CONCRETE
SUSPENDED SLABS, BEAMS 4000 PSI
WALLS, COLUMNS 4000 PSI
SLAB ON GRADE 3000 PSI
FOOTINGS 3000 PSI
2. REINFORCING STEEL
ASTM A615, GRADE 60
3. SOILS
BEARING CAPACITY ASSUME 3000 PSF
ssuehiro Text Box 1.1
SHT NO. 2.0
VERTICAL LOADS
VERTLOAD-CSH 2020.xls
HAWAII, INC.
Structural Engineers PROJECT: Haleakala Buried Filtered Water Tank
99-860 Iwaena St, Suite 204 JOB NO: 23003 Aiea, Hawaii 96701 ENGINEER: SS Phone: (808)945-0198 DATE: 10/25/2023 Email: admin@cshengineers.com
VERTICAL LOADS - WORKING LOADS
ROOF: SLOPE= 0 :12 SLOPE FACTOR= 1.00
NOT USED adjusted for slope
PSF PSF
LL 20 20
ROOF SLAB 100.5 101
BEAM 225 225
MISC 10 10
DL 335.5 336
TL 355.5 356
FLOOR:
LL 250
WATER 280.8
DL 280.8
TL 530.8
ssuehiro
2.1
SHT NO. 3.0
LATERAL LOADS
ASCE 7 Hazards Report Address:
No Address at This Location
Standard: ASCE/SEI 7-16 Latitude: 20.76
Risk Category: II Longitude: -156.23
Soil Class: D - Default (see Section 11.4.3)
Elevation: 7299.09604819377 ft (National Geodetic Vertical Datum of 1929 (NGVD 29))
Wind
Results:
Wind Speed 195 Vmph
10-year MRI 53 Vmph
25-year MRI 59 Vmph
50-year MRI 67 Vmph
100-year MRI 86 Vmph
Special Special Wind Region -- Mountainous terrain, gorges, and special wind regions shown in Fig. 26.5-1 shall be examined for unusual wind conditions. The Authority Having Jurisdiction shall, if necessary, adjust the values given in Fig.
26.5-1 to account for higher local wind speeds. Such adjustment shall be based on meteorological information and an estimate of the basic wind speed obtained in accordance with the provisions in Section 26.5.3.
Data Source: ASCE/SEI 7-16, Fig. 26.5-2B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri Sep 29 2023
Page 1 of 4https://asce7hazardtool.online/ Fri Sep 29 2023 https://asce7hazardtool.online/ ssuehiro
3.1
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).
Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3.
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3.2
SS : 1.054
S1 : 0.274
Fa : 1.2
Fv : N/A
SMS : 1.265
SM1 : N/A
SDS : 0.844
SD1 : N/A
TL : 6
PGA : 0.377
PGA M : 0.461
FPGA : 1.223
Ie : 1
Cv : 1.311
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Fri Sep 29 2023
Page 3 of 4https://asce7hazardtool.online/ Fri Sep 29 2023 https://doi.org/10.5066/F7NK3C76 https://asce7hazardtool.online/ ssuehiro
3.3
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.
Page 4 of 4https://asce7hazardtool.online/ Fri Sep 29 2023 https://asce7hazardtool.online/ ssuehiro
3.4
Seismic Load
Structural Load Data (ATC HAZARDS) Roof 367 KIPS
Risk Category = II Lower Roof 0 KIPS
Site Soil Class = D
MCER, 5% damped, SRA at Short Periods (SMS) = 1.265 Level 5 0 KIPS
MCER, 5% damped, SRA at 1s (SM1) = 0.27
Design, 5% damped, SRA at Short Periods (SDS) = 0.843 (0.667SMS) Level 4 0 KIPS
Design, 5% damped, SRA at 1s (SD1) = 0.180 (0.667SM1)
Seismic Design Category = C Level 3 0 KIPS
Approximate Fundamental Period Level 2 367 KIPS
Approximate Period Parameters (C t) = 0.02 Total Seismic Weight 367 KIPS
Approximate Period Parameters (x) = 0.75
Structural Height (hn) = 7
Approximate Fundamental Period (Ta) = 0.09 (Cthn x
Seismic Response Coefficient
Siesmic Importance Factor (Ie) = 1.00
Response Modification Factor (R) = 5 (TA 12.2-1, A1 Special Reinforced Concrete Shear Wall)
Seismic Response Coefficient, Minimum (C s,min) = 0.037 (0.044SDSIe ≥ 0.01)
Seismic Response Coefficient, Minimum (C s,max) = 0.42 (SD1/(T(R/Ie)))
Seismic Response Coefficient, Minimum (C s) = 0.169 (SDS/(R/Ie))
Seismic Base Shear
Effective Seismic Weight (W) = 367
Seismic Base Shear (V) = 62 (CsW)
Vertical Distribution of Seismic Forces wx
(Kips) hx (FT) k Factor wxhx k
(Kip-FT)
∑wihi k
(Kip-FT)
Cvx
Factor Fx (Kips) Vx (Kips)
367 47.83 1.0 17553 17553 1.0000 61.9 61.9
0 38.5 1.0 0 17553 0.0000 0.0 61.9
0 29.17 1.0 0 17553 0.0000 0.00 61.9
0 19.83 1.0 0 17553 0.0000 0.00 61.9
0 10.50 1.0 0 17553 0.0000 0.00 61.9
61.9 Kips
0.0 Kips M= 577.7 KIP-FT
0.00 Kips M= 1155.3 KIP-FT
0.00 Kips M= 1733.0 KIP-FT
0.00 Kips M= 2310.7 KIP-FT
M= 2960.6 KIP-FT
Effective Seismic Weights
Floor Level
Roof
Roof
Level 5
Level 4
Level 3
Level 2 ssuehiro
3.5
HAWAII, INC.
Structural Engineers PROJECT: Haleakala Buried Filtered Water Tank 99-860 Iwaena Street, Suite 204 JOB NO:
Aiea, Hawaii 96701 ENGINEER: SS Phone: (808) 945-0198 DATE:
Email: admin@cshengineers.com
ASCE 7-16 15.7.6-Sloshing Effect Water Storage Tank - Haleakala
Site Seismic Criteria
Risk Category II
Seismic Importance Factor 1.00
Site Classification D
MCER SRA at Short Periods (SMS) 1.273 UFC 03-301-01
MCER SRA at 1-Second (SM1) 0.375 UFC 03-301-01
Design SRA at Short Periods (SDS) 0.849
Design SRA at Short Periods (SD1) 0.25
Tank Properties
Tank Storage Width 24.0 ft
Liquid Height 4.50 ft
Liquid Unit Weight 62.4 pcf
Liquid Weight 420 k
Tank Wall Height 7.17 ft
Tank Wall Weight 134 k
Concetive Seismic Component
Sloshing Period (Tc) 3.65 s ASCE 7-16 EQ15.7-12
Spectral Acceleration (Sac) 0.103 ASCE 7-16 EQ15.7-11
Convective Weight (WC/WT) 0.732 AWWA D100 EQ13-26
Convective Seismic Base Shear (VC) 21 k ASCE 7-16 EQ15.7-6 ssuehiro Text Box 23003 ssuehiro Text Box 10/25/23 ssuehiro
3.6
SHT NO. 4.0
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AutoCAD SHX Text
SC: 3/8" = 1'-0"
AutoCAD SHX Text S4
AutoCAD SHX Text
TOP SLAB PLAN
AutoCAD SHX Text
AutoCAD SHX Text
NORTH
AutoCAD SHX Text
10" CONC WALL BELOW
AutoCAD SHX Text 18"x20" CONC BEAM
AutoCAD SHX Text
18"X18" CONC COLUMN BELOW
AutoCAD SHX Text
8" THK CONC SLAB W/ #6@12" AT MID-DEPTH OF SLAB, TYP
AutoCAD SHX Text S5
AutoCAD SHX Text
AutoCAD SHX Text S5
AutoCAD SHX Text
AutoCAD SHX Text NOTE: SEE CIVIL DRAWINGS FOR SIZE AND LOCATION OF PENETRATIONS. SEE 3/S2 FOR TYPICAL REINFORCEMENT AROUND PENETRATIONS THROUGH WALLS AND SLABS.
AutoCAD SHX Text ROOF VENT, SEE CIVIL FOR DETAILS, SEE 3/S2 FOR TYPICAL REINFORCEMENT AROUND PENETRATIONS
AutoCAD SHX Text ACCESS HATCH, TYP OF 2. SEE CIVIL FOR DETAILS, SEE 4/S2 FOR TYPICAL REINFORCEMENT AROUND SLAB OPENINGS
AutoCAD SHX Text
SCALE: 3/8" = 1'-0"
AutoCAD SHX Text 1'
AutoCAD SHX Text 2'
AutoCAD SHX Text 2'
AutoCAD SHX Text 6'
AutoCAD SHX Text
AutoCAD SHX Text 4'
AutoCAD SHX Text
PIPE PENETRATION BELOW, TYP. SEE CIVIL FOR DETAILS
AutoCAD SHX Text
VEHICLE TURNOUT
Concrete Beam LIC# : KW-06017124, Build:20.23.08.01 CONSULTING STRUCTURAL HAWAII, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof Slab - No Vehicle Loading, w/ Column, Assume No Fill On Top
Project File: 23003.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021
General Information 4.0
7.50 150.0
Elastic Modulus 3,122.0 ksi
60.0 29,000.0
40.0 29,000.0
3=
= 0.90 0.750 f'c ksi fy - Main Rebar ksi
Density
1/2 fr = f'c * 474.342 pcf
E - Main Rebar ksi psi
= 1.0LtWt Factor Fy - Stirrups ksi
E - Stirrups ksi
0.850
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
Seismic Design Category = C
.Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 8.0 in Span #1 Reinforcing
1-#6 at 4.0 in from Bottom, from 0.0 to 12.420 ft in this span
Beam self weight calculated and added to loads Loads on all spans...
D = 0.010, Lr = 0.020 Uniform Load on ALL spans : D = 0.010, Lr = 0.020 k/ft
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.434 : 1
Span # where maximum occurs Span # 1 Location of maximum on span 6.221 ft
Mn * Phi : Allowable 7.279 k-ft
Typical SectionSection used for this span Mu : Applied 3.162 k-ft
Maximum Deflection
0 <360.0
Ratio = 0 <180.0
Max Downward Transient Deflection 0.007 in 22255Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.044 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in
Lr Only Lr Only Span: 1 : +D+Lr Span: 1 : +D+Lr
Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )
Bottom Top I gross Icr - TopIcr - Bottom
Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section
Section 1 1- #6 @ d=4", 7.28 7.28 512.00 38.58 38.58
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1
Max Upward from all Load Conditions 0.807 0.807 ssuehiro
4.2
DESCRIPTION: Roof Slab - No Vehicle Loading, w/ Column, Assume No Fill On Top
Project File: 23003.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1
Max Upward from Load Combinations 0.807 0.807 Max Upward from Load Cases 0.683 0.683 D Only 0.683 0.683 +D+Lr 0.807 0.807 +D+0.750Lr 0.776 0.776 +0.60D 0.410 0.410 Lr Only 0.124 0.124
.Shear Stirrup Requirements Entire Beam Span Length : Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
.Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.20D+1.60Lr 1 0.00 4.00 1.02 1.02 0.00 1.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.14 4.00 1.00 1.00 0.14 1.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.27 4.00 0.97 0.97 0.27 1.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.41 4.00 0.95 0.95 0.40 0.79 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.54 4.00 0.93 0.93 0.53 0.59 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.68 4.00 0.91 0.91 0.65 0.46 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.81 4.00 0.88 0.88 0.78 0.38 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 0.95 4.00 0.86 0.86 0.89 0.32 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.09 4.00 0.84 0.84 1.01 0.28 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.22 4.00 0.82 0.82 1.12 0.24 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.36 4.00 0.80 0.80 1.23 0.22 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.49 4.00 0.77 0.77 1.34 0.19 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.63 4.00 0.75 0.75 1.44 0.17 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.76 4.00 0.73 0.73 1.54 0.16 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 1.90 4.00 0.71 0.71 1.64 0.14 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.04 4.00 0.68 0.68 1.73 0.13 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.17 4.00 0.66 0.66 1.83 0.12 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.31 4.00 0.64 0.64 1.91 0.11 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.44 4.00 0.62 0.62 2.00 0.10 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.58 4.00 0.60 0.60 2.08 0.10 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.71 4.00 0.57 0.57 2.16 0.09 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.85 4.00 0.55 0.55 2.24 0.08 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 2.99 4.00 0.53 0.53 2.31 0.08 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.12 4.00 0.51 0.51 2.38 0.07 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.26 4.00 0.48 0.48 2.45 0.07 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.39 4.00 0.46 0.46 2.51 0.06 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.53 4.00 0.44 0.44 2.57 0.06 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.66 4.00 0.42 0.42 2.63 0.05 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.80 4.00 0.40 0.40 2.69 0.05 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 3.94 4.00 0.37 0.37 2.74 0.05 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.07 4.00 0.35 0.35 2.79 0.04 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.21 4.00 0.33 0.33 2.83 0.04 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.34 4.00 0.31 0.31 2.88 0.04 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.48 4.00 0.28 0.28 2.92 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.62 4.00 0.26 0.26 2.95 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.75 4.00 0.24 0.24 2.99 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 4.89 4.00 0.22 0.22 3.02 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.02 4.00 0.19 0.19 3.05 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.16 4.00 0.17 0.17 3.07 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.29 4.00 0.15 0.15 3.09 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.43 4.00 0.13 0.13 3.11 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.57 4.00 0.11 0.11 3.13 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.70 4.00 0.08 0.08 3.14 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.84 4.00 0.06 0.06 3.15 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 5.97 4.00 0.04 0.04 3.16 0.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 6.11 4.00 0.02 0.02 3.16 0.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 ssuehiro
4.3
DESCRIPTION: Roof Slab - No Vehicle Loading, w/ Column, Assume No Fill On Top
Project File: 23003.ec6
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Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.20D+1.60Lr 1 6.24 4.00 -0.01 0.01 3.16 0.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 6.38 4.00 -0.03 0.03 3.16 0.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 6.52 4.00 -0.05 0.05 3.15 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 6.65 4.00 -0.07 0.07 3.15 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 6.79 4.00 -0.09 0.09 3.13 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 6.92 4.00 -0.12 0.12 3.12 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.06 4.00 -0.14 0.14 3.10 0.01 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.19 4.00 -0.16 0.16 3.08 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.33 4.00 -0.18 0.18 3.06 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.47 4.00 -0.21 0.21 3.03 0.02 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.60 4.00 -0.23 0.23 3.00 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.74 4.00 -0.25 0.25 2.97 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 7.87 4.00 -0.27 0.27 2.94 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.01 4.00 -0.29 0.29 2.90 0.03 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.14 4.00 -0.32 0.32 2.86 0.04 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.28 4.00 -0.34 0.34 2.81 0.04 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.42 4.00 -0.36 0.36 2.76 0.04 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.55 4.00 -0.38 0.38 2.71 0.05 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.69 4.00 -0.41 0.41 2.66 0.05 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.82 4.00 -0.43 0.43 2.60 0.05 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 8.96 4.00 -0.45 0.45 2.54 0.06 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.09 4.00 -0.47 0.47 2.48 0.06 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.23 4.00 -0.50 0.50 2.41 0.07 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.37 4.00 -0.52 0.52 2.35 0.07 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.50 4.00 -0.54 0.54 2.27 0.08 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.64 4.00 -0.56 0.56 2.20 0.09 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.77 4.00 -0.58 0.58 2.12 0.09 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 9.91 4.00 -0.61 0.61 2.04 0.10 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.04 4.00 -0.63 0.63 1.96 0.11 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.18 4.00 -0.65 0.65 1.87 0.12 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.32 4.00 -0.67 0.67 1.78 0.13 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.45 4.00 -0.70 0.70 1.69 0.14 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.59 4.00 -0.72 0.72 1.59 0.15 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.72 4.00 -0.74 0.74 1.49 0.17 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.86 4.00 -0.76 0.76 1.39 0.18 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 10.99 4.00 -0.78 0.78 1.28 0.20 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.13 4.00 -0.81 0.81 1.18 0.23 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.27 4.00 -0.83 0.83 1.07 0.26 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.40 4.00 -0.85 0.85 0.95 0.30 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.54 4.00 -0.87 0.87 0.83 0.35 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.67 4.00 -0.90 0.90 0.71 0.42 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.81 4.00 -0.92 0.92 0.59 0.52 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 11.94 4.00 -0.94 0.94 0.47 0.67 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 12.08 4.00 -0.96 0.96 0.34 0.95 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 12.22 4.00 -0.99 0.99 0.20 1.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0 +1.20D+1.60Lr 1 12.35 4.00 -1.01 1.01 0.07 1.00 3.81 Vu <= Phi*lambdNot Reqd per 9 3.8 0.0
.Maximum Forces & Stresses for Load Combinations
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope
Span # 1 1 12.420 3.16 7.28 0.43 +1.40D
Span # 1 1 12.420 2.97 7.28 0.41 +1.20D+0.50Lr
Span # 1 1 12.420 2.74 7.28 0.38 +1.20D
Span # 1 1 12.420 2.55 7.28 0.35 +1.20D+1.60Lr ssuehiro
4.4
DESCRIPTION: Roof Slab - No Vehicle Loading, w/ Column, Assume No Fill On Top
Project File: 23003.ec6
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Engineer:
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Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam Span # 1 1 12.420 3.16 7.28 0.43
+0.90D Span # 1 1 12.420 1.91 7.28 0.26
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections
+D+Lr 1 0.0435 6.210 0.0000 0.000
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations
D Only 1 0.0368 6.210 0.0000 0.000 +D+Lr 1 0.0435 6.210 0.0000 0.000 +D+0.750Lr 1 0.0419 6.210 0.0000 0.000 +0.60D 1 0.0221 6.210 0.0000 0.000 Lr Only 1 0.0067 6.210 0.0000 0.000 ssuehiro
4.5
DESCRIPTION: Roof Slab - No Vehicle Loading, w/ Column, Assume No Fill On Top
Project File: 23003.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
ssuehiro
4.6
LIC# : KW-06017124, Build:20.24.02.28 CONSULTING STRUCTURAL HAWAII, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: Beam Between Columns
Project File: 23003.ec6
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CODE REFERENCES
Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021
General Information 4.0
7.50 145.0
Elastic Modulus 3,122.0 ksi
60.0 29,000.0
40.0 29,000.0
3=
= 0.90 0.750 f'c ksi fy - Main Rebar ksi
Density
1/2 fr = f'c * 474.342 pcf
E - Main Rebar ksi psi
= 1.0LtWt Factor Fy - Stirrups ksi
E - Stirrups ksi
0.850
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
Seismic Design Category = C
.Cross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 20.0 in Span #1 Reinforcing
3-#7 at 3.0 in from Bottom, from 0.0 to 18.670 ft in this span 3-#7 at 3.0 in from Top, from 0.0 to 20.670 ft in this span 3-#7 at 6.0 in from Bottom, from 0.0 to 20.670 ft in this span
Span #2 Reinforcing 3-#7 at 3.0 in from Bottom, from 0.0 to 20.670 ft in this span 3-#7 at 3.0 in from Top, from 0.0 to 20.670 ft in this span 3-#7 at 6.0 in from Bottom, from 0.0 to 20.670 ft in this span
Span #3 Reinforcing 3-#7 at 3.0 in from Bottom, from 0.0 to 20.670 ft in this span 3-#7 at 3.0 in from Top, from 0.0 to 20.670 ft in this span 3-#7 at 6.0 in from Bottom, from 0.0 to 20.670 ft in this span
Beam self weight calculated and added to loads Loads on all spans...
D = 0.1110, Lr = 0.020 Uniform Load on ALL spans : D = 0.1110, Lr = 0.020 ksf, Tributary Width = 12.0 ft
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.656 : 1
Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft
Mn * Phi : Allowable 157.484 k-ft
Typical SectionSection used for this span Mu : Applied -103.283 k-ft
Maximum Deflection
0 <360.0
Ratio = 44553 >=180.0
Max Downward Transient Deflection 0.014 in 17891Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.180 in Ratio = >=180.0 Max Upward Total Deflection -0.006 in
Lr Only Lr Only Span: 3 : +D+Lr Span: 3 : +D+Lr
DESCRIPTION: Beam Between Columns
Project File: 23003.ec6
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Engineer:
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Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )
Bottom Top I gross Icr - TopIcr - Bottom
Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section
Section 1 3- #7 @ d=17",3- #7 @ d=3",3- #7 @ d=14", 223.13 157.48 12,000.00 4,506.59 3,223.82 Section 2 3- #7 @ d=3",3- #7 @ d=14", 108.24 154.20 12,000.00 2,070.27 3,173.93 Section 3 3- #7 @ d=17",3- #7 @ d=3",3- #7 @ d=14", 223.13 157.48 12,000.00 4,506.59 3,223.82 Section 4 3- #7 @ d=17",3- #7 @ d=3",3- #7 @ d=14", 223.13 157.48 12,000.00 4,506.59 3,223.82
Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1
Max Upward from all Load Conditions 16.259 43.72943.716 16.255 Max Upward from Load Combinations 16.259 43.72943.716 16.255 Max Upward from Load Cases 14.194 38.34938.342 14.192 D Only 14.194 38.34938.342 14.192 +D+Lr 16.259 43.72943.716 16.255 +D+0.750Lr 15.744 42.38342.371 15.740 +0.60D 8.406 23.11723.117 8.406 Lr Only 1.984 5.4575.457 1.984
.Shear Stirrup Requirements Between 0.00 to 2.76 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 7.000 in Between 2.89 to 13.64 ft, Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
Between 13.78 to 20.26 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 7.000 in Between 20.39 to 24.94 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 8.000 in Between 25.08 to 36.93 ft, Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
Between 37.07 to 41.62 ft, Phi*Vc < Vu, Req'd Vs = 0.2847, use #3 stirrups spaced at 8.000 in Between 41.75 to 48.23 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 7.000 in Between 48.37 to 59.12 ft, Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
Between 59.25 to 61.87 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 7.000 in
.Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.20D+1.60Lr 1 0.00 15.50 19.99 19.99 0.00 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 0.83 15.50 17.99 17.99 15.70 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 1.65 15.50 15.99 15.99 29.75 0.69 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 2.48 15.50 13.99 13.99 42.14 0.43 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 3.31 15.50 11.99 11.99 52.88 0.29 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 4.13 15.50 9.99 9.99 61.97 0.21 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 4.96 15.50 7.99 7.99 69.41 0.15 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 5.79 15.50 6.00 6.00 75.19 0.10 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 6.61 15.50 4.00 4.00 79.32 0.07 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 7.44 15.50 2.00 2.00 81.80 0.03 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 8.27 15.50 0.00 0.00 82.63 0.00 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 9.09 15.50 -2.00 2.00 81.80 0.03 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 9.92 15.50 -4.00 4.00 79.32 0.07 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 10.75 15.50 -6.00 6.00 75.19 0.10 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 11.58 15.50 -7.99 7.99 69.41 0.15 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 12.40 15.50 -9.99 9.99 61.97 0.21 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 13.23 15.50 -11.99 11.99 52.88 0.29 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 1 14.06 15.50 -13.99 13.99 42.14 0.43 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 14.88 15.50 -15.99 15.99 29.75 0.69 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 15.71 15.50 -17.99 17.99 15.70 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 16.54 15.50 -19.99 19.99 0.00 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 1 17.36 17.00 -21.99 21.99 17.35 1.00 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 1 18.19 17.00 -23.98 23.98 36.36 0.93 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 1 19.02 17.00 -25.98 25.98 57.01 0.65 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 1 19.84 17.00 -27.98 27.98 79.32 0.50 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 2 20.67 17.00 24.98 24.98 103.28 0.34 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 21.50 17.00 22.99 22.99 83.45 0.39 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 22.32 17.00 20.99 20.99 65.27 0.46 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 23.15 17.00 18.99 18.99 48.75 0.55 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 23.98 17.00 16.99 16.99 33.88 0.71 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 24.80 17.00 14.99 14.99 20.66 1.00 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5
DESCRIPTION: Beam Between Columns
Project File: 23003.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.20D+1.60Lr 2 25.63 17.00 12.99 12.99 9.09 1.00 18.04 Vu <= Phi*lambdNot Reqd per 9 18.0 0.0 +1.20D+1.60Lr 2 26.46 15.50 10.99 10.99 0.83 1.00 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 27.28 15.50 8.99 8.99 9.09 1.00 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 28.11 15.50 7.00 7.00 15.70 0.58 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 28.94 15.50 5.00 5.00 20.66 0.31 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 29.76 15.50 3.00 3.00 23.96 0.16 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 30.59 15.50 1.00 1.00 25.61 0.05 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 31.42 15.50 -1.00 1.00 25.61 0.05 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 32.25 15.50 -3.00 3.00 23.96 0.16 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 33.07 15.50 -5.00 5.00 20.66 0.31 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 33.90 15.50 -7.00 7.00 15.70 0.58 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 34.73 15.50 -8.99 8.99 9.09 1.00 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 35.55 15.50 -10.99 10.99 0.83 1.00 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 2 36.38 17.00 -12.99 12.99 9.09 1.00 18.04 Vu <= Phi*lambdNot Reqd per 9 18.0 0.0 +1.20D+1.60Lr 2 37.21 17.00 -14.99 14.99 20.66 1.00 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 38.03 17.00 -16.99 16.99 33.88 0.71 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 38.86 17.00 -18.99 18.99 48.75 0.55 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 39.69 17.00 -20.99 20.99 65.27 0.46 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 2 40.51 17.00 -22.99 22.99 83.45 0.39 29.03 Phi*lambda*sqrtMin per 9.6.3. 43.1 8.5 +1.20D+1.60Lr 3 41.34 17.00 29.98 29.98 103.28 0.41 29.03 Phi*Vc < Vu 0.9509 43.1 8.5 +1.20D+1.60Lr 3 42.17 17.00 27.98 27.98 79.32 0.50 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 3 42.99 17.00 25.98 25.98 57.01 0.65 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 3 43.82 17.00 23.98 23.98 36.36 0.93 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 3 44.65 17.00 21.99 21.99 17.35 1.00 29.03 Phi*lambda*sqrtMin per 9.6.3. 45.1 8.5 +1.20D+1.60Lr 3 45.47 15.50 19.99 19.99 0.00 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 46.30 15.50 17.99 17.99 15.70 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 47.13 15.50 15.99 15.99 29.75 0.69 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 47.95 15.50 13.99 13.99 42.14 0.43 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 48.78 15.50 11.99 11.99 52.88 0.29 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 49.61 15.50 9.99 9.99 61.97 0.21 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 50.43 15.50 7.99 7.99 69.41 0.15 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 51.26 15.50 6.00 6.00 75.19 0.10 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 52.09 15.50 4.00 4.00 79.32 0.07 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 52.92 15.50 2.00 2.00 81.80 0.03 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 53.74 15.50 -0.00 0.00 82.63 0.00 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 54.57 15.50 -2.00 2.00 81.80 0.03 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 55.40 15.50 -4.00 4.00 79.32 0.07 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 56.22 15.50 -6.00 6.00 75.19 0.10 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 57.05 15.50 -7.99 7.99 69.41 0.15 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 57.88 15.50 -9.99 9.99 61.97 0.21 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 58.70 15.50 -11.99 11.99 52.88 0.29 21.99 Vu <= Phi*lambdNot Reqd per 9 22.0 0.0 +1.20D+1.60Lr 3 59.53 15.50 -13.99 13.99 42.14 0.43 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 60.36 15.50 -15.99 15.99 29.75 0.69 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 61.18 15.50 -17.99 17.99 15.70 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8 +1.20D+1.60Lr 3 62.01 15.50 -19.99 19.99 0.00 1.00 26.47 Phi*lambda*sqrtMin per 9.6.3. 41.1 7.8
.Maximum Forces & Stresses for Load Combinations
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope
Span # 1 1 20.670 -99.17 154.20 0.64 Span # 2 2 20.670 -103.28 157.48 0.66 Span # 3 3 20.670 -103.28 157.48 0.66
+1.40D Span # 1 1 20.670 -97.32 154.20 0.63 Span # 2 2 20.670 -101.36 157.48 0.64 Span # 3 3 20.670 -101.36 157.48 0.64
+1.20D+0.50Lr Span # 1 1 20.670 -88.34 154.20 0.57 Span # 2 2 20.670 -92.00 157.48 0.58
DESCRIPTION: Beam Between Columns
Project File: 23003.ec6
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Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam Span # 3 3 20.670 -92.00 157.48 0.58
+1.20D Span # 1 1 20.670 -83.42 154.20 0.54 Span # 2 2 20.670 -86.88 157.48 0.55 Span # 3 3 20.670 -86.88 157.48 0.55
+1.20D+1.60Lr Span # 1 1 20.670 -99.17 154.20 0.64 Span # 2 2 20.670 -103.28 157.48 0.66 Span # 3 3 20.670 -103.28 157.48 0.66
+0.90D Span # 1 1 20.670 -62.57 154.20 0.41 Span # 2 2 20.670 -65.16 157.48 0.41 Span # 3 3 20.670 -65.16 157.48 0.41
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections
+D+Lr+D+Lr 1 0.1801 9.508 -0.0026 21.083 +D+Lr+D+Lr 2 0.0181 10.335 -0.0056 19.430
+D+Lr 3 0.1799 11.162 0.0000 19.430
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations
D Only 1 0.1295 9.508 -0.0019 21.083 D Only 2 0.0149 10.335 -0.0041 19.430 D Only 3 0.1294 11.162 0.0000 0.000 +D+Lr 1 0.1801 9.508 -0.0026 21.083 +D+Lr 2 0.0181 10.335 -0.0056 19.430 +D+Lr 3 0.1799 11.162 0.0000 0.000 +D+0.750Lr 1 0.1670 9.508 -0.0024 21.083 +D+0.750Lr 2 0.0174 10.335 -0.0052 19.430 +D+0.750Lr 3 0.1669 11.162 0.0000 0.000 +0.60D 1 0.0587 9.508 -0.0011 21.083 +0.60D 2 0.0044 10.335 -0.0034 2.067 +0.60D 3 0.0587 11.162 0.0000 0.000 Lr Only 1 0.0139 9.508 -0.0003 21.083 Lr Only 2 0.0010 10.335 -0.0008 2.067 Lr Only 3 0.0139 11.162 0.0000 0.000
DESCRIPTION: Beam Between Columns
Project File: 23003.ec6
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Project Descr:
DESCRIPTION: Beam Between Columns
Project File: 23003.ec6
Project Title:
Engineer:
DESCRIPTION: Beam Between Columns - Single Span
Project File: 23003.ec6
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CODE REFERENCES
Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021
General Information 4.0
7.50 145.0
Elastic Modulus 3,122.0 ksi
60.0 29,000.0
40.0 29,000.0
3=
= 0.90 0.750 f'c ksi fy - Main Rebar ksi
Density
1/2 fr = f'c * 474.342 pcf
E - Main Rebar ksi psi
= 1.0LtWt Factor Fy - Stirrups ksi
E - Stirrups ksi
0.850
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
Seismic Design Category = C
.Cross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 20.0 in Span #1 Reinforcing
3-#7 at 3.0 in from Bottom, from 0.0 to 18.670 ft in this span 3-#7 at 3.0 in from Top, from 0.0 to 20.670 ft in this span 3-#7 at 6.0 in from Bottom, from 0.0 to 20.670 ft in this span
Beam self weight calculated and added to loads Loads on all spans...
D = 0.1110, Lr = 0.020 Uniform Load on ALL spans : D = 0.1110, Lr = 0.020 ksf, Tributary Width = 12.0 ft
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.579 : 1
Span # where maximum occurs Span # 1 Location of maximum on span 10.354 ft
Mn * Phi : Allowable 223.132 k-ft
Typical SectionSection used for this span Mu : Applied 129.104 k-ft
Maximum Deflection
0 <360.0
Ratio = 0 <180.0
Max Downward Transient Deflection 0.026 in 9430Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.487 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in
Lr Only Lr Only Span: 1 : +D+Lr Span: 1 : +D+Lr
Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )
Bottom Top I gross Icr - TopIcr - Bottom
Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section
Section 1 3- #7 @ d=17",3- #7 @ d=3",3- #7 @ d=14", 223.13 157.48 12,000.00 4,506.59 3,223.82 Section 2 3- #7 @ d=3",3- #7 @ d=14", 108.24 154.20 12,000.00 2,070.27 3,173.93
DESCRIPTION: Beam Between Columns - Single Span
Project File: 23003.ec6
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Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1
Max Upward from all Load Conditions 19.993 19.993 Max Upward from Load Combinations 19.993 19.993 Max Upward from Load Cases 17.513 17.513 D Only 17.513 17.513 +D+Lr 19.993 19.993 +D+0.750Lr 19.373 19.373 +0.60D 10.508 10.508 Lr Only 2.480 2.480
.Shear Stirrup Requirements Between 0.00 to 5.38 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 7.000 in Between 5.42 to 15.25 ft, Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
Between 15.29 to 20.63 ft, Phi*Vc < Vu, Req'd Vs = 1.077, use #3 stirrups spaced at 7.000 in
.Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.20D+1.60Lr 1 0.00 14.00 24.98 24.98 0.00 1.00 23.91 Phi*Vc < Vu 1.077 37.1 7.0 +1.20D+1.60Lr 1 0.23 14.00 24.44 24.44 5.58 1.00 23.91 Phi*Vc < Vu 0.5309 37.1 7.0 +1.20D+1.60Lr 1 0.45 14.00 23.89 23.89 11.04 1.00 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 0.68 14.00 23.35 23.35 16.38 1.00 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 0.90 14.00 22.80 22.80 21.59 1.00 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 1.13 14.00 22.25 22.25 26.68 0.97 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 1.36 14.00 21.71 21.71 31.64 0.80 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 1.58 14.00 21.16 21.16 36.48 0.68 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 1.81 14.00 20.62 20.62 41.20 0.58 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 2.03 14.00 20.07 20.07 45.80 0.51 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 2.26 14.00 19.52 19.52 50.27 0.45 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 2.48 14.00 18.98 18.98 54.62 0.41 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 2.71 14.00 18.43 18.43 58.84 0.37 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 2.94 14.00 17.88 17.88 62.95 0.33 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 3.16 14.00 17.34 17.34 66.92 0.30 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 3.39 14.00 16.79 16.79 70.78 0.28 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 3.61 14.00 16.25 16.25 74.51 0.25 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 3.84 14.00 15.70 15.70 78.12 0.23 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 4.07 14.00 15.15 15.15 81.61 0.22 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 4.29 14.00 14.61 14.61 84.97 0.20 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 4.52 14.00 14.06 14.06 88.21 0.19 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 4.74 14.00 13.52 13.52 91.32 0.17 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 4.97 14.00 12.97 12.97 94.31 0.16 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 5.20 14.00 12.42 12.42 97.18 0.15 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 5.42 14.00 11.88 11.88 99.92 0.14 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 5.65 14.00 11.33 11.33 102.55 0.13 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 5.87 14.00 10.79 10.79 105.04 0.12 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 6.10 14.00 10.24 10.24 107.42 0.11 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 6.33 14.00 9.69 9.69 109.67 0.10 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 6.55 14.00 9.15 9.15 111.80 0.10 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 6.78 14.00 8.60 8.60 113.80 0.09 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 7.00 14.00 8.05 8.05 115.68 0.08 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 7.23 14.00 7.51 7.51 117.44 0.07 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 7.45 14.00 6.96 6.96 119.08 0.07 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 7.68 14.00 6.42 6.42 120.59 0.06 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 7.91 14.00 5.87 5.87 121.98 0.06 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 8.13 14.00 5.32 5.32 123.24 0.05 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 8.36 14.00 4.78 4.78 124.38 0.04 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 8.58 14.00 4.23 4.23 125.40 0.04 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 8.81 14.00 3.69 3.69 126.29 0.03 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 9.04 14.00 3.14 3.14 127.06 0.03 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 9.26 14.00 2.59 2.59 127.71 0.02 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 9.49 14.00 2.05 2.05 128.24 0.02 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0
DESCRIPTION: Beam Between Columns - Single Span
Project File: 23003.ec6
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Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.20D+1.60Lr 1 9.71 14.00 1.50 1.50 128.64 0.01 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 9.94 14.00 0.96 0.96 128.92 0.01 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 10.17 14.00 0.41 0.41 129.07 0.00 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 10.39 14.00 -0.14 0.14 129.10 0.00 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 10.62 14.00 -0.68 0.68 129.01 0.01 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 10.84 14.00 -1.23 1.23 128.79 0.01 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 11.07 14.00 -1.77 1.77 128.45 0.02 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 11.30 14.00 -2.32 2.32 127.99 0.02 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 11.52 14.00 -2.87 2.87 127.40 0.03 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 11.75 14.00 -3.41 3.41 126.69 0.03 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 11.97 14.00 -3.96 3.96 125.86 0.04 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 12.20 14.00 -4.51 4.51 124.91 0.04 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 12.42 14.00 -5.05 5.05 123.83 0.05 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 12.65 14.00 -5.60 5.60 122.62 0.05 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 12.88 14.00 -6.14 6.14 121.30 0.06 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 13.10 14.00 -6.69 6.69 119.85 0.07 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 13.33 14.00 -7.24 7.24 118.27 0.07 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 13.55 14.00 -7.78 7.78 116.58 0.08 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 13.78 14.00 -8.33 8.33 114.76 0.08 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 14.01 14.00 -8.87 8.87 112.82 0.09 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 14.23 14.00 -9.42 9.42 110.75 0.10 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 14.46 14.00 -9.97 9.97 108.56 0.11 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 14.68 14.00 -10.51 10.51 106.25 0.12 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 14.91 14.00 -11.06 11.06 103.81 0.12 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 15.14 14.00 -11.60 11.60 101.25 0.13 21.18 Vu <= Phi*lambdNot Reqd per 9 21.2 0.0 +1.20D+1.60Lr 1 15.36 14.00 -12.15 12.15 98.57 0.14 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 15.59 14.00 -12.70 12.70 95.76 0.15 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 15.81 14.00 -13.24 13.24 92.83 0.17 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 16.04 14.00 -13.79 13.79 89.78 0.18 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 16.26 14.00 -14.33 14.33 86.60 0.19 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 16.49 14.00 -14.88 14.88 83.30 0.21 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 16.72 14.00 -15.43 15.43 79.88 0.23 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 16.94 14.00 -15.97 15.97 76.33 0.24 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 17.17 14.00 -16.52 16.52 72.66 0.27 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 17.39 14.00 -17.07 17.07 68.87 0.29 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 17.62 14.00 -17.61 17.61 64.95 0.32 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 17.85 14.00 -18.16 18.16 60.91 0.35 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 18.07 14.00 -18.70 18.70 56.75 0.38 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 18.30 14.00 -19.25 19.25 52.46 0.43 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 18.52 14.00 -19.80 19.80 48.05 0.48 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 18.75 14.00 -20.34 20.34 43.52 0.55 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 18.98 14.00 -20.89 20.89 38.86 0.63 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 19.20 14.00 -21.43 21.43 34.08 0.73 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 19.43 14.00 -21.98 21.98 29.18 0.88 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 19.65 14.00 -22.53 22.53 24.15 1.00 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 19.88 14.00 -23.07 23.07 19.00 1.00 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 20.11 14.00 -23.62 23.62 13.72 1.00 23.91 Phi*lambda*sqrtMin per 9.6.3. 37.1 7.0 +1.20D+1.60Lr 1 20.33 14.00 -24.16 24.16 8.33 1.00 23.91 Phi*Vc < Vu 0.2579 37.1 7.0 +1.20D+1.60Lr 1 20.56 14.00 -24.71 24.71 2.81 1.00 23.91 Phi*Vc < Vu 0.8040 37.1 7.0
.Maximum Forces & Stresses for Load Combinations
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope
Span # 1 1 20.670 129.10 223.13 0.58 +1.40D
Span # 1 1 20.670 126.69 223.13 0.57 +1.20D+0.50Lr
Span # 1 1 20.670 115.00 223.13 0.52
DESCRIPTION: Beam Between Columns - Single Span
Project File: 23003.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam +1.20D
Span # 1 1 20.670 108.60 223.13 0.49 +1.20D+1.60Lr
Span # 1 1 20.670 129.10 223.13 0.58 +0.90D
Span # 1 1 20.670 81.45 223.13 0.37
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections
+D+Lr 1 0.4868 10.335 0.0000 0.000
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max.
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