Remediation - USCG UMET Pool Calc Final.pdf
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This document appears to be a federal contract opportunity for design-build services to perform major renovations of Building #3, the Rescue Swimmer Training Facility (RSTF), at Coast Guard Base Elizabeth City in Elizabeth City, North Carolina. The contract requires the successful offeror to obtain an architecture/engineering firm licensed in North Carolina to provide the design services, which must comply with applicable regulations, codes, and regulatory requirements. Upon acceptance of the 65% design, the contractor will construct the accepted design solution. The project's intent is to demolish and remove the existing rescue swimmer pool and pool room, protect the remaining walls, construct a new corridor and exterior walls along the perimeter of the former pool area, reconstitute the building envelope, and restore all remaining facility functions and systems. This opportunity is only available to the successful offerors of the NMACC III Pool 1 contract.
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USCG UMET Pool Remediation
Elizabeth City, North Carolina
Calculation Submittal
July 22, 2011
McComas Engineering, Inc.
Carmel, Indiana
07/21/2011 Page 1 of 63
UMET POOL - DESCRIPTION OF REMEDIATION
The attached analysis and design is based on groundwater at 5’-0” below pool deck. Hydrostatic relief valves will be placed in the pool to address the potential for groundwater above the design level.
Bottom Slab In the as-built pool, four helical piles are shown to have the following approximate reactions:
Allowable Load Combination Reaction LC1: Dead + Lateral Bldg. Footing + Groundwater + Soil 26.8k LC2: 0.6(Dead) + 1.0(Lateral Bldg. Footing + Groundwater + Soil) 31.6k
The balance of the piles all have 13k or less reaction.
Based on the analysis, subject to demonstration by the contractor that the in-place helical piles meet the required allowable design tension capacity of 27k ; two, new grouted tie-down anchors will be added near the center of the slab. This will reduce the maximum, approximate reaction in the existing, helical piles to:
Allowable Load Combination Reaction LC1: Dead + Lateral Bldg. Footing + Groundwater + Soil 20.0k LC2: 0.6(Dead) + 1.0(Lateral Bldg. Footing + Groundwater + Soil) 23.7k
The balance of the piles all have 13k or less reaction.
The existing, helical piles have a stated, minimum allowable design tension capacity of 27k.
The dead load of the pool is well defined, and, we believe LC1 above is the appropriate comparison between actual vs. allowable loads.
The design is based on ACI 318-05, with the existing slab reinforcement meeting the requirements for bending moments.
South Wall The south wall will be tied-back at approximately 7’-0” above the slab using ground anchors. A concrete beam (wall) will be placed, and anchored, to the existing south wall to transfer the anchor loads.
07/21/2011 Page 2 of 63
Date: 6/8/2011 Project:
Calc. By: CRM Location:
Proj. No.: 29176 Client:
Pressure
12/16/2009 Slab Thickness 18 in D 225 psf Slab Dead Load, D 225 psf IBC 16-8 D+F 974 psf
120 pcf Pool Water, F 749 psf IBC 16-9 D+H+F 308 psf
0.33 Hydrostatic, H -666 psf IBC 16-14 0.6D+H -531 psf
0.50 IBC 16-1 1.4D 315 psf
3.00 IBC 16-1 1.4(D+F) 1363 psf
150 pci IBC 16-2 1.2(D+F)+1.6H 103 psf
0.5 IBC 16-6 0.9D+1.6H -863 psf
2000 psf
125 pci 4 in 95%
40 psf 60 psf 360 psf 95 psf Offset
3.72 ft-k
MSL
Pool Deck 8.50 ft
7.17 ft 2.17 ft
1.04 klf 6.17 ft 5.00 ft
2.40 ft 1.00 ft HRV Groundwater 3.50 ft 198 psf
-135 psf
14.17 ft 10.67 ft
8.00 ft 12.00 ft 13.99 klf w/ftg
4.63 klf 8.14 klf typ. Wall
1.85 ft Soil 280 psf 3.18 klf 8.66 klf 3.10 ft 3.48 ft
GW 504 psf Total 784 psf 1071 psf Soil 340 psf 1.50 ft GW 587 psf 1214 psf
Total 927 psf -666 psf -666 psf
LOADING DIAGRAM FOR RAM CONCEPT
Groundwater Passive
Shallow Foundations
Pool Slab Bearing Slab On Grade
Subgrade Mod., K30 Fill Thickness
Fill Compaction Modified Proctor D-1557
Below Grade Walls
Pressure Per Foot Depth Active
At-Rest
Angle of Internal Friction
GET Solutions Combination
Date Allowable
Stress Soil Properties
Density, γt Active, Ka
At-Rest, Ko Strength Design
Passive, Kp Subgrade Mod., K30
Coefficient Of Friction
USGS
Elizabeth City, NC Counsilman Hunsaker
UMET Pool
Soils Report Loads Load Combinations (IBC 2006)
McCOMAS ENGINEERING
S t r u c t u r a l E n g i n e e r s
07/21/2011 Page 3 of 63
Proj. No.: 29176 Client:
Weight 120 pcf Height 14.17 ft MSL
Pool Deck 8.50 ft Rectangle 1.70 k
Wedge 6.96 k 5.00 ft Total 8.66 k
Groundwater 3.50 ft
Weight 120 pcf 14.17 ft Height 8.00 ft
12.00 ft Rectangle 0.96 k 10.67 ft
Wedge 2.22 k 8.66 k
Total 3.18 k 60 deg
1.00 ft Toe
1.50 ft
-666 psf
Notes:
1. Use 60 deg, instead of 30 deg, angle of internal friction to account for saturated soil.
USGS
Elizabeth City, NC Counsilman Hunsaker
UMET Pool
Soil @ Typ Wall Soil Uplift Resistance At Bottom Slab Toe
Soil @ Shelf
McCOMAS ENGINEERING
S t r u c t u r a l E n g i n e e r s
07/21/2011 Page 4 of 63
Proj. No.: 29176 Client:
2.12 klf Gutter & Haunch per Foot 1.75 ft
Area of Gutter & Haunch 14.16 sf Wt. of Gutter & Haunch 2.12 klf Offset from C.L. of Wall 1.75 ft
Moment 3.72 ft-k
14.17 ft
8.00 ft
1.50 ft
Area of gutter & haunch is the actual area.
UMET Pool
Weight of Gutter & Haunch
Counsilman Hunsaker
USGS
Elizabeth City, NC
McCOMAS ENGINEERING
S t r u c t u r a l E n g i n e e r s
07/21/2011 Page 5 of 63
Proj. No.: 29176 Client:
Thick Width Length Area
1.25 in 12.00 in 12.00 in 144 In^2 Plate 1.25 x 12 x 12
D 0.9 6.24 k 5.62 k H 1.6 -25.04 k -40.06 k 9.00 in 5.00 in
-34.45 k
-18.80 k
A1 144 In^2 ϕ 0.65
Bearing, Pnb = ϕ(0.85*fc*A1) 318.24 k OK Factored Brg. Pressure 0.24 ksi ASD Bearing Pressure 0.13 ksi
(*See RAM Elements output for plate stresses)
Plate Fy 36 ksi Load Factor, Ultimate/Actual 1.83
ASD LRFD ASD LRFD
AISC F11, Allowable 32.40 ksi 57.60 ksi Actual Load -18.80 k -34.45 k 19.00 ksi 33.78 ksi
Dwg. Req'd Capacity -21.90 k -40.13 k 26.32 ksi 46.79 ksi Ultimate 1.6H -29.13 k -53.37 k 30.00 ksi 53.33 ksi
93% 93%
17.00 in
Effect. Slab Thickness 9.00 in d 5.00 in 12.00 in do 17.00 in bo 68.00 in 17.00 in β 1 12.00 in βo 13.6 αs 40 ϕ 0.75
(11.12.2.1c), ϕVc 106.25 k OK
Loads Stresses
Shear Strength Without Reinforcing
Plate Design
USGS
Elizabeth City, NC Counsilman Hunsaker
UMET Pool
Tie-Rod Embedment Into Slab (Typical Span)
Plate
Factored Tie-Rod Force
Ultimate, Tu = 0.9D + 1.6H Unfactored Force*
McCOMAS ENGINEERING
S t r u c t u r a l E n g i n e e r s
07/21/2011 Page 6 of 63
Proj. No.: 29176 Client:
Wu, 0.9D+1.6H -863 psf d-top 14.88 in d-bot 13.88 in Ext, Wall Interior First Int.
-Mu +Mu -Mu +Mu -Mu M,total 0.65 0.35 0.65 0.35 0.65
Col. Strip 0.49 0.21 0.49 0.21 0.49 Middle Strip 0.16 0.14 0.16 0.14 0.16
Latitude, L2 Longitude, Ln Area Aspect, β L/30 Static, Mo Ru
8.00 ft 8.75 ft 70.00 sf 0.91 3.20 in -66.06 ft-k -60.40 k
Ext, Wall Interior First Int.
-Mu +Mu -Mu +Mu -Mu
M,total -42.94 -23.12 -42.94 -23.12 -42.94 Col. Strip -32.37 -13.87 -32.37 -13.87 -32.37
Middle Strip -10.57 -9.25 -10.57 -9.25 -10.57
M,total -0.72 In^2 -0.42 In^2 -0.72 In^2 -0.42 In^2 -0.72 In^2 Col. Strip -0.54 In^2 -0.25 In^2 -0.54 In^2 -0.25 In^2 -0.54 In^2
Middle Strip -0.18 In^2 -0.17 In^2 -0.18 In^2 -0.17 In^2 -0.18 In^2
Col. Strip 14.88 in 14.88 in Middle Strip 22.32 in 22.32 in
Top Steel Used #5 @ 12 Bottom Steel Used #5 @ 12
Minimum Steel based on 0.0018bd #5 @ 9.57 (Reinforcing is adequate for applied moment)
#5 - Spacing (Top)
Typical Span
End Span Interior Span
Total Area of Steel Required
End Span Interior Span
USGS
Elizabeth City, NC Counsilman Hunsaker
UMET Pool
Direct Design Check (Approx.) of RAM Concept Output
Flat Slab Intergral With Wall
Design Moment Coefficients
McCOMAS ENGINEERING
S t r u c t u r a l E n g i n e e r s
07/21/2011 Page 7 of 63
USCG UMET - Add (2) Tie-Downs Elizabeth Cith, North Carolina
29176
29176 RM UMET 01 Mod Add Tie-Downs.cpt 7/21/2011
RAM Concept © 2010 Bentley Systems, Inc.
RAM Concept™ is a trademark of Bentley Systems
4.0.1
07/21/2011 Page 8 of 63
Concrete Mix Mix Name
Density (pcf)
Density For Loads (pcf) f'ci (psi) f'c (psi) fcui (psi) fcu (psi)
Poissons Ratio Ec Calc
User Eci (psi)
User Ec (psi)
3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000
4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000
5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000
6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000
PT Systems System Name Type
Aps
(sq. in.)
Eps (ksi) fse (ksi) fpy (ksi) fpu (ksi)
Duct Width (inches)
Strands Per Duct
Min Radius (feet)
½" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6
½" Bonded bonded 0.153 28000 160 243 270 3 4 6
0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8
0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8
PT Stressing Parameters System Name
Jacking Stress (ksi)
Seating Loss (inches)
Anchor Friction
Wobble Friction (1/feet)
Angular Friction (1/radians)
Long-Term Losses (ksi)
½" Unbonded 216 0.25 0 0.0014 0.07 22
½" Bonded 216 0.25 0.02 0.001 0.2 22
0.6" Unbonded 216 0.25 0 0.0014 0.07 22
0.6" Bonded 216 0.25 0.02 0.001 0.2 22
Reinforcing Bars Bar Name
As
(sq. in.)
Es (ksi)
Fy (ksi) Coating
Straight Ld/Db
90 Hook Ld/Db
180 Hook Ld/Db
#3 0.11 29000 60 None Code Code Code
#4 0.2 29000 60 None Code Code Code
#5 0.31 29000 60 None Code Code Code
#6 0.44 29000 60 None Code Code Code
#7 0.6 29000 60 None Code Code Code
#8 0.79 29000 60 None Code Code Code
#9 1 29000 60 None Code Code Code
#10 1.27 29000 60 None Code Code Code
#11 1.56 29000 60 None Code Code Code
SSR Systems
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Materials
Materials - 2 07/21/2011 Page 9 of 63
Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design
Analysis: Zero-Tension
Loading Standard Factor
Self-Dead Loading 1.4
Hyperstatic Loading 1
Other Dead Loading D 1.4
Factored LC: 1.4D + 1.4F Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design
Analysis: Zero-Tension
Loading Standard Factor
Self-Dead Loading 1.4
Other Dead Loading D 1.4
Factored LC: 1.2D + 1.2F + 1.6H Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design
Analysis: Zero-Tension
Loading Standard Factor
Self-Dead Loading 1.2
Other Dead Loading D 1.2
Hydrostatic Loading H 1.6
Factored LC: 0.9D + 1.6H Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design
Analysis: Zero-Tension
Loading Standard Factor
Self-Dead Loading 0.9
Other Dead Loading D 0.9
Hydrostatic Loading H 1.6
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Load Combinations (2)
Load Combinations - 7 07/21/2011 Page 10 of 63
Code Minimum Design 318-05 Min. Reinforcement
User Minimum Design Specified Min. Reinforcement
Initial Service Design 318-05 Initial Service Design
Service Design 318-05 Service Design
Include detailed section analysis
Sustained Service Design 318-05 Sustained Service Design
Strength Design 318-05 Strength Design
Punching Shear Design
Ductility Design 318-05 Ductility Design
Soil Bearing Design None
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Design Rules
Design Rules - 8 07/21/2011 Page 11 of 63
R
S
Fz=36
R
S
Fz=38.2
R
S
Fz=37.8
R
S
Fz=40.4
R
S
Fz=46
R
S
Fz=24.5
R
S
Fz=8.58
R
S
Fz=-13
R
S
Fz=1.62
R
S
Fz=42
R
S
Fz=20.1
R
S
Fz=4.11
R
S
Fz=-26.4
R
S
Fz=-31.6
R
S
Fz=-11
R
S
Fz=38.2
R
S
Fz=16.5
R
S
Fz=5.75
R
S
Fz=-23.8
R
S
Fz=-29.2
R
S
Fz=-10.1
R
S
Fz=33.4
R
S
Fz=9.98
R
S
Fz=11.9
R
S
Fz=-7.61
R
S
Fz=2.06
R
S
Fz=23.2
R
S
Fz=-3.92
R
S
Fz=-0.669
R
S
Fz=-1.19
R
S
Fz=-0.916
R
S
Fz=0.29
Drawing Import: User Notes; User Lines; User Dimensions;
Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only;
Scale = 1:100 Service LC: 0.6D + H - Reaction Plot: (Column Below)(Fr,Fs,Fz)(Min Fz Context)
USCG UMET Pool - As Built - 29176 RM UMET 01 As-Built.cpt - 7/21/2011
Service LC: 0.6D + H: Max Soil Bearing Pressure Plan
Service LC: 0.6D + H: Max Soil Bearing Pressure Plan - 1 07/21/2011 Page 12 of 63 rmccomas Typewritten Text UMET As-Built rmccomas Oval rmccomas Oval rmccomas Callout New Tie-Downs to be added rmccomas Line rmccomas Rectangle
El=0
Fz=8.66
Fz=8.66
El=3.1
Fx=8.14
Fx=8.14
El=3.1 Fx=5.75 Fy=5.75
Fx=5.75 Fy=5.75
El=3.1Fx=5.75 Fy=-5.75
Fx=5.75 Fy=-5.75
El=0 Fz=8.66 Fz=8.66
El=0Fz=8.66 Fz=8.66
El=3.48Fy=14 Fy=14
El=3.1Fy=-8.14 Fy=-8.14
El=4.17
Fx=-6.41
Fx=-6.41
El=0
Fz=3.18
Fz=3.18 El=2.4Fy=1.04 Fy=1.04
El=2.4Fy=-1.04 Fy=-1.04
El=2.4
Fx=-1.04
Fx=-1.04
El=0
Fz=-666 Fz=-666
Fz=-666 Fz=-666
El=0
Fz=-135 Fz=-135
Fz=-135
Fz=-135
Fz=-135 Fz=-135
Hydrostatic Loading H: Point Loads; Point Load Icons; Point Load Values; Point Load Elevations; Line Loads; Line Load Icons; Line Load Values; Line Load Elevations; Area Loads; Area Load Icons; Area Load Values; Area Load Elevations; User Notes; User Lines; User Dimensions;
Drawing Import: User Notes; User Lines; User Dimensions;
Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only;
Scale = 1:100
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Hydrostatic Loading H: All Loads Plan
Hydrostatic Loading H: All Loads Plan - 2 07/21/2011 Page 13 of 63
Fz=38.1
R
S
Fz=41.2
R
S
Fz=40.6
R
S
Fz=43.4
R
S
Fz=48.1
R
S
Fz=26.9
R
S
Fz=12.7
R
S
Fz=-7.21
R
S
Fz=6
R
S
Fz=44.3
R
S
Fz=22.1
R
S
Fz=10.2
R
S
Fz=-15.3
R
S
Fz=-20
R
S
Fz=-4.28
R
S
Fz=40.2
R
S
Fz=-15.6
R
S
Fz=-18.8
R
S
Fz=18.5
R
S
Fz=11.7
R
S
Fz=-12.9
R
S
Fz=-17.7
R
S
Fz=-3.47
R
S
Fz=35.3
R
S
Fz=12.5
R
S
Fz=14.6
R
S
Fz=-3.59
R
S
Fz=5.11
R
S
Fz=25.8
R
S
Fz=-1.42
R
S
Fz=-0.359
R
S
Fz=-0.863
R
S
Fz=-0.61
R
S
Fz=2.78
Service LC: D + F + H: User Lines; User Notes; User Dimensions;
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;
Scale = 1:100 Service LC: D + F + H - Reaction Plot: (Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Min Fz Context)
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Service LC: D + F + H: Min Soil Bearing Pressure Plan
Service LC: D + F + H: Min Soil Bearing Pressure Plan - 3 07/21/2011 Page 14 of 63 rmccomas Oval
Oval
Fz=35.7
R
S
Fz=38.1
R
S
Fz=37.4
R
S
Fz=40.3
R
S
Fz=45.7
R
S
Fz=24.4
R
S
Fz=8.6
R
S
Fz=-12
R
S
Fz=1.68
R
S
Fz=41.8
R
S
Fz=19.8
R
S
Fz=6.7
R
S
Fz=-18.9
R
S
Fz=-23.7
R
S
Fz=-8.07
R
S
Fz=38
R
S
Fz=-18.6
R
S
Fz=-21.9
R
S
Fz=16.3
R
S
Fz=8.32
R
S
Fz=-16.3
R
S
Fz=-21.2
R
S
Fz=-7.15
R
S
Fz=33.2
R
S
Fz=9.77
R
S
Fz=11.9
R
S
Fz=-6.55
R
S
Fz=2.18
R
S
Fz=23.1
R
S
Fz=-4.02
R
S
Fz=-0.679
R
S
Fz=-1.18
R
S
Fz=-0.939
R
S
Fz=0.236
Service LC: 0.6D + H: User Lines; User Notes; User Dimensions;
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;
Scale = 1:100 Service LC: 0.6D + H - Reaction Plot: (Column Below)(Fz)(Min Fz Context)
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Service LC: 0.6D + H: Min Soil Bearing Pressure Plan
Service LC: 0.6D + H: Min Soil Bearing Pressure Plan - 5 07/21/2011 Page 15 of 63 rmccomas Callout Max. Tie-Down rmccomas Callout Max. Exist. Pile rmccomas Oval
Oval
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#5 @ 9 T.
#4 @ 9 T.
#4 @ 8 T.
#4 @ 9 T.
#4 @ 9 T.
#4 @ 9 T.
#4 @ 9 T.
#4 @ 9 T.
#4 @ 8 T.
#4 @ 9 T.
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#5
T
#4
T
#4
T
#4
T
#4
T
#4
T
#4
T
Design Status: Latitude Span Designs; Longitude Span Designs; Span Design Top Bars; Span Design Bar Descriptions; Span Design Bar Spacing; Latitude DS Designs; Longitude DS Designs; DS Design Top Bars; DS Design Bar Spacing;
Drawing Import: User Notes; User Lines; User Dimensions;
Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only;
Reinforcement: Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; Top Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Latitude User Distributed Reinf.; Longitude User Distributed Reinf.; Top Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Distributed Reinf.; Distributed Reinf. Descriptions;
Scale = 1:100
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Design Status: Top Reinforcement Plan
Design Status: Top Reinforcement Plan - 1 07/21/2011 Page 16 of 63
#5 @ 6 B.
#5 @ 8 B.
#5 @ 7 B.
#5 @ 8 B.
#5 @ 5 B.
#5 @ 6 B.
#5 @ 8 B.
#5 @ 6 B.
#5 @ 6 B.
#5 @ 9 B.
#5 @ 9 B.
#5 @ 9 B.
#5 @ 9 B.
#5 @ 9 B.
#5 @ 9 B.
#5 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#4 @ 9 B.
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#5
B
#4
B
#4
B
#4
B
#4
B
#4
B
#4
B
Design Status: Latitude Span Designs; Longitude Span Designs; Span Design Bottom Bars; Span Design Bar Descriptions; Span Design Bar Spacing; Latitude DS Designs; Longitude DS Designs; DS Design Bottom Bars; DS Design Bar Spacing;
Drawing Import: User Notes; User Lines; User Dimensions;
Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only;
Reinforcement: Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Latitude User Distributed Reinf.; Longitude User Distributed Reinf.; Bottom Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Distributed Reinf.; Distributed Reinf. Descriptions;
Scale = 1:100
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Design Status: Bottom Reinforcement Plan
Design Status: Bottom Reinforcement Plan - 2 07/21/2011 Page 17 of 63
OK
USR=0.57
OK
USR=0.275
OK
USR=0.271
OK
USR=0.29
OK
USR=0.726
OK
USR=0.178
OK
USR=0.0605
OK
USR=0.0746
OK
USR=0.0529
OK
USR=0.3
OK
USR=0.145
OK
USR=0.0479
OK
USR=0.115
OK
USR=0.143
OK
USR=0.0503
OK
USR=0.272
OK
USR=0.12
OK
USR=0.0572
OK
USR=0.0989
OK
USR=0.129
OK
USR=0.0447
OK
USR=0.238
OK
USR=0.0754
OK
USR=0.077
OK
USR=0.0413
OK
USR=0.0403
OK
USR=0.169
OK (non-standard section)
USR=0.061
OK (non-standard section)
USR=0.00811
OK (non-standard section)
USR=0.0138
OK (non-standard section)
USR=0.0111
OK (non-standard section)
USR=0.0352
Design Status: User Lines; User Notes; User Dimensions; PC Designs; PC Design Numbers; PC Design Status; PC Design Stress Ratios; PC Design Sections;
Drawing Import: User Lines; User Notes; User Dimensions;
Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;
Scale = 1:100
USCG UMET - Add (2) Tie-Downs - 29176 RM UMET 01 Mod Add Tie-Downs.cpt - 7/21/2011
Design Status: Punching Shear Status Plan
Design Status: Punching Shear Status Plan - 4 07/21/2011 Page 18 of 63
Current Date: 7/21/2011 1:34 PM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET w-Ties Tie Plate.etz\ Load condition: DL=Dead Load
UMET Slab Tie Plate (22k / 8 nodes = 2.75k per node)
Max. Stress = 19 ksi
UMET Slab Tie-Down Plate
PL 1 1/4 x 12 x 12
RAM Concept Reaction 0.6D + H = 22k
07/21/2011 Page 19 of 63
Current Date: 7/21/2011 1:36 PM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET w-Ties Tie Plate.etz\ Load condition: DL=Dead Load
UMET Slab Tie Plate (1.6 x 22k / 8 nodes = 4.4k per node)
Max. Stress = 30 ksi
UMET Slab Tie-Down Plate
Ultimate Reaction 1.6H = 1.6 x 22k = 35.2k (conservative)
07/21/2011 Page 20 of 63
Date: 7/20/11 Project: USCG Calc. By: CRM Location: Elizabeth Cith, North Carolina Proj. No.: 29176 Client: Counsilman Hunsaker
Location:
Ftg. @ 2'-6" below t/wall
Wall Height From T/Ftg.: 14.17 ft Area Thickness of Footing: 18 in 500280lb @ 6.5ft
Soil Equivalent Fluid Pressure: 40.0 psf Point Load (lb):
Point Load Dist From Wall:
Line Load (plf):
Line Load Dist From Wall:
Area Load (lb): 500280 lb
Width of Loaded Area: 6.00 ft Length of Loaded Area: 40.00 ft Wall
Dist. From Wall to Front of Area: 6.50 ft 14.17 ft Resultant Dist. From Wall to Back of Area: 12.50 ft 15239 lb 15.67 ft
Strip Load (plf): @ 5.47 ft Dist. From Wall to Front of Strip: Footing Bot. Ftg.
Length of Strip: 18 in 627 psf Soil
95.0 psf -853 psf Groundwater
Depth Below Top of Wall: 2.00 ft Loading Diagram
Load Maximum Resultant
Pressure Force T/Wall B/Ftg Cantilevered Pinned T&B
Soil 627 psf 4960 lb -10.42 ft 5.25 ft 26038 ft-lb 17315 ft-lb Point 0 psf 0 lb 0.00 ft 15.67 ft 0 ft-lb 0 ft-lb Line 0 psf 0 lb 0.00 ft 15.67 ft 0 ft-lb 0 ft-lb Strip 0 psf 0 lb 0.00 ft 15.67 ft 0 ft-lb 0 ft-lb Area 536 psf 5081 lb -9.07 ft 6.60 ft 33552 ft-lb 19412 ft-lb
Water 752 psf 5198 lb -11.09 ft 4.58 ft 23822 ft-lb 16855 ft-lb Combined 1618 psf 15239 lb -10.20 ft 5.47 ft 60554 ft-lb 39402 ft-lb
Average Pressure 0'-2'-6" 54 psf Average Pressure 2'-6"-8'-0" 778 psf
Average Pressure 8'-0"-15'-2" 1410 psf
@ 2 ft below T/wall 95psf Groundwater
Groundwater (psf):
Retaining Wall Surcharge Analysis
Pressure on UMET Wall w/ Building Footing
Resultant Force
Moments @ Bot. of Wall
Combined Pressure Diagram
Resulatant Distance
15239 lb @ -10.2 ft (-122in) From Top of Wall or 5.47 ft (66in) From Bottom of Footing
113 psf
627 psf
0 psf 0 psf0 psf
536 psf
752 psf 1618 psf
15239 lb, -10.20 ft
-18.00 ft
-16.00 ft
-14.00 ft
-12.00 ft
-10.00 ft
-8.00 ft
-6.00 ft
-4.00 ft
-2.00 ft
0.00 ft
Soil
Point
Line
Area
Strip
Water
Total
6 40
McCOMAS ENGINEERING
S t r u c t u r a l E n g i n e e r s
29176 Soil - Lateral Soil Pressure UMET Wall.xlsx Page 1 of 1 7/21/201107/21/2011 Page 21 of 63
Current Date: 7/21/2011 9:24 AM Units system: English Structural Engineer: Microsoft File name: C:\ProgramData\Bentley\Engineering\RAM Elements\Data\29176 UMET w-Ties 02.etz\ Load condition: HL=Earth Load
Wall Loading
07/21/2011 Page 22 of 63
Current Date: 7/21/2011 9:23 AM Units system: English Structural Engineer: Microsoft File name: C:\ProgramData\Bentley\Engineering\RAM Elements\Data\29176 UMET w-Ties 02.etz\
Wall Tie Reactions
07/21/2011 Page 23 of 63
Current Date: 7/21/2011 9:25 AM Units system: English Structural Engineer: Microsoft File name: C:\ProgramData\Bentley\Engineering\RAM Elements\Data\29176 UMET w-Ties 02.etz\ Load condition: D2=1.2DL+1.6HL
07/21/2011 Page 24 of 63
Current Date: 7/21/2011 9:22 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET Wall w-Ties.cwd\
07/21/2011 Page 25 of 63
Current Date: 7/21/2011 9:22 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET Wall w-Ties.cwd\
07/21/2011 Page 26 of 63
Current Date: 7/21/2011 9:21 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET Wall w-Ties.cwd\
Design Results
Concrete Wall
GENERAL INFORMATION:
Global status : OK
Design code : ACI 318-05
Geometry:
Total height : 15.00 [ft] Wall Thickness : 18.00 [in] Total length : 40.00 [ft] Base support type : Continuous Wall bottom restraint : Fixed Column bottom restraint : Fixed Rigidity elements : None
Materials:
Material : C 4-60 Steel tension strength (Fy) : 60 [Kip/in2] Concrete compressive strength (fc) : 4 [Kip/in2] Steel elasticity modulus (Es) : 29000 [Kip/in2] Concrete modulus of elasticity (E) : 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3]
Number of stories: 14
Story Story height [ft]
1 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 8 1.00 9 1.00 10 1.00 11 1.00 12 1.00 13 1.00 14 1.00
Load conditions:
Page1 07/21/2011 Page 27 of 63
ID Comb. Category Description DL No DL Dead Load HL No EARTH Earth Load D1 Yes 1.4DL D2 Yes 1.2DL+1.6HL D3 Yes 0.9DL+1.6HL D4 Yes 1.2DL+0.9HL S1 Yes DL+HL
Distributed loads:
Consider self weight : No
Out-of-plane loads:
Story Condition Magnitude [Lb/ft2]
1 HL -1410.00
2 HL -1410.00
3 HL -1410.00
4 HL -1410.00
5 HL -1410.00
6 HL -1410.00
7 HL -1410.00
8 HL -778.00
9 HL -778.00
10 HL -778.00
11 HL -778.00
12 HL -778.00
13 HL -778.00
14 HL -54.00
BEARING WALL DESIGN:
Status : OK
Geometry:
Page2 07/21/2011 Page 28 of 63
Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft]
1 0.00 0.00 40.00 1.00 2 0.00 1.00 40.00 1.00 3 0.00 2.00 40.00 1.00 4 0.00 3.00 40.00 1.00 5 0.00 4.00 40.00 1.00 6 0.00 5.00 40.00 1.00 7 0.00 6.00 40.00 1.00 8 0.00 7.00 40.00 1.00 9 0.00 8.00 40.00 1.00 10 0.00 9.00 40.00 1.00 11 0.00 10.00 40.00 1.00 12 0.00 11.00 40.00 1.00 13 0.00 12.00 40.00 1.00 14 0.00 13.00 40.00 1.00 15 0.00 14.00 40.00 1.00
Vertical reinforcement:
Reinforcement layers : 2
Segment Bars Spacing Ld [in] [in]
1 40-#7 12.00 41.50 2 40-#7 12.00 41.50 3 40-#7 12.00 41.50 4 40-#7 12.00 41.50 5 40-#7 12.00 41.50 6 40-#7 12.00 41.50 7 40-#7 12.00 41.50 8 40-#7 12.00 41.50 9 40-#5 12.00 23.72 10 40-#5 12.00 23.72 11 40-#5 12.00 23.72 12 40-#5 12.00 23.72 13 40-#5 12.00 23.72 14 40-#5 12.00 23.72 15 40-#5 12.00 23.72
Intermediate results for axial-bending
Segment Condition c d [in] [in]
1 D3 (Bottom) 1.45 16.19 2 D2 (Bottom) 1.45 16.19 3 D3 (Top) 1.45 16.19 4 D2 (Bottom) 1.45 16.19 5 D2 (Top) 1.45 16.19 6 D2 (Top) 1.45 16.19 7 D2 (Top) 1.45 16.19 8 D3 (Bottom) 1.45 16.19 9 D2 (Bottom) 1.03 16.31 10 D2 (Bottom) 1.03 16.31 11 D3 (Bottom) 1.03 16.31 12 D2 (Bottom) 1.03 16.31 13 D3 (Max) 1.03 16.31 14 D3 (Bottom) 1.03 16.31
Page3 07/21/2011 Page 29 of 63
15 D2 (Top) 1.03 16.31
Combined axial flexure
Segment Condition Pu Mu *Mn Mu/*Mn [Kip] [Kip*ft] [Kip*ft]
1 D3 (Bottom) 0.00 -244.58 1729.84 0.14
2 D2 (Bottom) 0.00 -52.81 1729.84 0.03
3 D3 (Top) 0.00 77.49 1729.84 0.04
4 D2 (Bottom) 0.00 77.29 1729.84 0.04
5 D2 (Top) 0.00 -98.74 1729.84 0.06
6 D2 (Top) 0.00 -305.10 1729.84 0.18
7 D2 (Top) 0.00 -594.41 1729.84 0.34
8 D3 (Bottom) 0.00 -595.16 1729.84 0.34
9 D2 (Bottom) 0.00 -385.07 949.94 0.41
10 D2 (Bottom) 0.00 -221.40 949.94 0.23
11 D3 (Bottom) 0.00 -102.05 949.94 0.11
12 D2 (Bottom) 0.00 -24.42 949.94 0.03
13 D3 (Max) 0.00 19.58 949.94 0.02
14 D3 (Bottom) 0.00 13.11 949.94 0.01
15 D2 (Top) 0.00 -4.87 949.94 0.01
Interaction diagrams, P vs. M:
Axial compression
Segment Condition Pu *Pn Pu/*Pn [Kip] [Kip]
1 D1 (Top) 0.00 15190.66 0.00
2 D1 (Top) 0.00 15190.66 0.00
3 D1 (Top) 0.00 15190.66 0.00
4 D1 (Top) 0.00 15190.66 0.00
5 D1 (Top) 0.00 15190.66 0.00
6 D1 (Top) 0.00 15190.66 0.00
7 D1 (Top) 0.00 15190.66 0.00
8 D1 (Top) 0.00 15190.66 0.00
Page4 07/21/2011 Page 30 of 63
9 D1 (Top) 0.00 15231.67 0.00
10 D1 (Top) 0.00 15231.67 0.00
11 D1 (Top) 0.00 15231.67 0.00
12 D1 (Top) 0.00 15231.67 0.00
13 D1 (Top) 0.00 15231.67 0.00
14 D1 (Top) 0.00 15231.67 0.00
15 D1 (Top) 0.00 15231.67 0.00
Axial tension
Segment Condition Pu *Pn Pu/*Pn [Kip] [Kip]
1 D1 (Top) 0.00 2592.00 0.00
2 D1 (Top) 0.00 2592.00 0.00
3 D1 (Top) 0.00 2592.00 0.00
4 D1 (Top) 0.00 2592.00 0.00
5 D1 (Top) 0.00 2592.00 0.00
6 D1 (Top) 0.00 2592.00 0.00
7 D1 (Top) 0.00 2592.00 0.00
8 D1 (Top) 0.00 2592.00 0.00
9 D1 (Top) 0.00 1339.20 0.00
10 D1 (Top) 0.00 1339.20 0.00
11 D1 (Top) 0.00 1339.20 0.00
12 D1 (Top) 0.00 1339.20 0.00
13 D1 (Top) 0.00 1339.20 0.00
14 D1 (Top) 0.00 1339.20 0.00
15 D1 (Top) 0.00 1339.20 0.00
Shear
Segment Condition Vu *Vn Vu/*Vn [Kip] [Kip]
1 D3 (Max) 291.419 737.127 0.40
2 D2 (Max) 131.820 737.127 0.18
3 D2 (Max) 55.619 737.127 0.08
4 D2 (Top) 80.838 737.127 0.11
5 D2 (Top) 156.996 737.127 0.21
6 D3 (Max) 235.201 737.127 0.32
7 D2 (Top) 317.268 737.127 0.43
8 D3 (Bottom) 227.079 737.127 0.31
9 D2 (Max) 182.332 742.819 0.25
10 D2 (Max) 141.215 742.819 0.19
11 D3 (Bottom) 103.372 742.819 0.14
12 D3 (Bottom) 67.573 742.819 0.09
13 D3 (Max) 34.470 742.819 0.05
14 D2 (Top) 39.529 742.819 0.05
15 D3 (Max) 52.711 742.819 0.07
SHEAR WALL DESIGN:
Status : OK
Page5 07/21/2011 Page 31 of 63
Geometry:
Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft]
1 0.00 0.00 40.00 1.00 2 0.00 1.00 40.00 1.00 3 0.00 2.00 40.00 1.00 4 0.00 3.00 40.00 1.00 5 0.00 4.00 40.00 1.00 6 0.00 5.00 40.00 1.00 7 0.00 6.00 40.00 1.00 8 0.00 7.00 40.00 1.00 9 0.00 8.00 40.00 1.00 10 0.00 9.00 40.00 1.00 11 0.00 10.00 40.00 1.00 12 0.00 11.00 40.00 1.00 13 0.00 12.00 40.00 1.00 14 0.00 13.00 40.00 1.00 15 0.00 14.00 40.00 1.00
Reinforcement:
Reinforcement layers : 2
Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld
[in] [in] [in] [in] 1 40-#7 12.00 41.50 1-#5 12.00 30.83 2 40-#7 12.00 41.50 1-#5 12.00 30.83 3 40-#7 12.00 41.50 1-#5 12.00 30.83 4 40-#7 12.00 41.50 1-#5 12.00 30.83 5 40-#7 12.00 41.50 1-#5 12.00 30.83 6 40-#7 12.00 41.50 1-#5 12.00 30.83 7 40-#7 12.00 41.50 1-#5 12.00 30.83 8 40-#7 12.00 41.50 1-#5 12.00 30.83 9 40-#5 12.00 23.72 1-#5 12.00 30.83 10 40-#5 12.00 23.72 1-#5 12.00 30.83 11 40-#5 12.00 23.72 1-#5 12.00 30.83 12 40-#5 12.00 23.72 1-#5 12.00 30.83 13 40-#5 12.00 23.72 1-#5 12.00 30.83 14 40-#5 12.00 23.72 1-#5 12.00 30.83 15 40-#5 12.00 23.72 1-#5 12.00 30.83
Page6 07/21/2011 Page 32 of 63
Intermediate results for axial-bending
Segment Condition c d [in] [in]
1 D1 (Top) 1.65 384.00 2 D1 (Top) 1.65 384.00 3 D1 (Top) 1.65 384.00 4 D1 (Top) 1.65 384.00 5 D1 (Top) 1.65 384.00 6 D1 (Top) 1.65 384.00 7 D1 (Top) 1.65 384.00 8 D1 (Top) 1.65 384.00 9 D1 (Top) 0.93 384.00 10 D1 (Top) 0.93 384.00 11 D1 (Top) 0.93 384.00 12 D1 (Top) 0.93 384.00 13 D1 (Top) 0.93 384.00 14 D1 (Top) 0.93 384.00 15 D1 (Top) 0.93 384.00
Combined axial flexure
Segment Condition Pu Mu *Mn Mu/*Mn [Kip] [Kip*ft] [Kip*ft]
1 D1 (Top) 0.00 0.00 47105.67 0.00
2 D1 (Top) 0.00 0.00 47105.67 0.00
3 D1 (Top) 0.00 0.00 47105.67 0.00
4 D1 (Top) 0.00 0.00 47105.67 0.00
5 D1 (Top) 0.00 0.00 47105.67 0.00
6 D1 (Top) 0.00 0.00 47105.67 0.00
7 D1 (Top) 0.00 0.00 47105.67 0.00
8 D1 (Top) 0.00 0.00 47105.67 0.00
9 D1 (Top) 0.00 0.00 25421.24 0.00
10 D1 (Top) 0.00 0.00 25421.24 0.00
11 D1 (Top) 0.00 0.00 25421.24 0.00
12 D1 (Top) 0.00 0.00 25421.24 0.00
13 D1 (Top) 0.00 0.00 25421.24 0.00
14 D1 (Top) 0.00 0.00 25421.24 0.00
15 D1 (Top) 0.00 0.00 25421.24 0.00
Interaction diagrams, P vs. M:
Page7 07/21/2011 Page 33 of 63
Axial compression
Segment Condition Pu *Pn Pu/*Pn [Kip] [Kip]
1 D1 (Top) 0.00 15190.66 0.00
2 D1 (Top) 0.00 15190.66 0.00
3 D1 (Top) 0.00 15190.66 0.00
4 D1 (Top) 0.00 15190.66 0.00
5 D1 (Top) 0.00 15190.66 0.00
6 D1 (Top) 0.00 15190.66 0.00
7 D1 (Top) 0.00 15190.66 0.00
8 D1 (Top) 0.00 15190.66 0.00
9 D1 (Top) 0.00 15231.67 0.00
10 D1 (Top) 0.00 15231.67 0.00
11 D1 (Top) 0.00 15231.67 0.00
12 D1 (Top) 0.00 15231.67 0.00
13 D1 (Top) 0.00 15231.67 0.00
14 D1 (Top) 0.00 15231.67 0.00
15 D1 (Top) 0.00 15231.67 0.00
Axial tension
Segment Condition Pu *Pn Pu/*Pn [Kip] [Kip]
1 D1 (Top) 0.00 2592.00 0.00
2 D1 (Top) 0.00 2592.00 0.00
3 D1 (Top) 0.00 2592.00 0.00
4 D1 (Top) 0.00 2592.00 0.00
5 D1 (Top) 0.00 2592.00 0.00
6 D1 (Top) 0.00 2592.00 0.00
7 D1 (Top) 0.00 2592.00 0.00
8 D1 (Top) 0.00 2592.00 0.00
9 D1 (Top) 0.00 1339.20 0.00
10 D1 (Top) 0.00 1339.20 0.00
11 D1 (Top) 0.00 1339.20 0.00
12 D1 (Top) 0.00 1339.20 0.00
13 D1 (Top) 0.00 1339.20 0.00
Page8 07/21/2011 Page 34 of 63
14 D1 (Top) 0.00 1339.20 0.00
15 D1 (Top) 0.00 1339.20 0.00
Shear
Segment Condition Vu *Vn Vu/*Vn [Kip] [Kip]
1 D1 (Top) 0.000 1974.754 0.00
2 D1 (Top) 0.000 1974.754 0.00
3 D1 (Top) 0.000 1974.754 0.00
4 D1 (Top) 0.000 1974.754 0.00
5 D1 (Top) 0.000 1974.754 0.00
6 D1 (Top) 0.000 1974.754 0.00
7 D1 (Top) 0.000 1974.754 0.00
8 D1 (Top) 0.000 1974.754 0.00
9 D1 (Top) 0.000 1974.754 0.00
10 D1 (Top) 0.000 1974.754 0.00
11 D1 (Top) 0.000 1974.754 0.00
12 D1 (Top) 0.000 1974.754 0.00
13 D1 (Top) 0.000 1974.754 0.00
14 D1 (Top) 0.000 1974.754 0.00
15 D1 (Top) 0.000 1974.754 0.00
Notes:
* Pu = Axial load
* Pn = Nominal axial load
* Mu = Section moment
* Mn = Maximum nominal moment
* Vu = Design shear force
* Vn = Nominal shear force
* ld = Embedment length
* As = Effective cross sectional area of reinforcement
Page9 07/21/2011 Page 35 of 63
Current Date: 7/21/2011 11:00 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET Whaler Beam.rcb\
UMET South Wall Whaler Beam
07/21/2011 Page 36 of 63
Current Date: 7/21/2011 11:00 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET Whaler Beam.rcb\
07/21/2011 Page 37 of 63
Current Date: 7/21/2011 11:01 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 UMET Whaler Beam.rcb\
Design Results Continuous Beam Design code ACI 318-2005
GENERAL INFORMATION:
Spans:
Span Span length Section Material [in]
1 60.00 RcBeam 18x12 C 4-60 2 60.00 RcBeam 18x12 C 4-60 3 60.00 RcBeam 18x12 C 4-60 4 60.00 RcBeam 18x12 C 4-60 5 60.00 RcBeam 18x12 C 4-60 6 60.00 RcBeam 18x12 C 4-60 7 60.00 RcBeam 18x12 C 4-60 8 60.00 RcBeam 18x12 C 4-60
Nodes:
Distance Restraint Tx Ty Rz [in]
0.00 Fixed 1 1 1
60.00 Pinned 1 1 0
120.00 Pinned 1 1 0
180.00 Pinned 1 1 0
240.00 Pinned 1 1 0
300.00 Pinned 1 1 0
360.00 Pinned 1 1 0
420.00 Pinned 1 1 0
480.00 Fixed 1 1 1
Load conditions:
Condition Description Comb. Category Duration Self Weight DL Dead Load No DL -- Yes LL Live Load No LL -- -- S1 DL+LL Yes Service -- Yes D1 DL+LL Yes Design -- Yes
Page1
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Distributed loads on spans
Condition Span(s) Dist1 Dist2 Val1 Val2 [in] [in] [Kip/ft] [Kip/ft]
LL 1 0.00 60.00 -15.39 -15.39
LL 2 60.00 120.00 -15.39 -15.39
LL 3 120.00 180.00 -15.39 -15.39
LL 4 180.00 240.00 -15.39 -15.39
LL 5 240.00 300.00 -15.39 -15.39
LL 6 300.00 360.00 -15.39 -15.39
LL 7 360.00 420.00 -15.39 -15.39
LL 8 420.00 480.00 -15.39 -15.39
Loads summary
Reactions:
Nodes Load condition Rx Ry Mz [Kip] [Kip] [Kip*ft]
1 D1 0.00 39.04 32.53 2 D1 0.00 78.07 0.00 3 D1 0.00 78.07 0.00 4 D1 0.00 78.07 0.00 5 D1 0.00 78.07 0.00 6 D1 0.00 78.07 0.00 7 D1 0.00 78.07 0.00 8 D1 0.00 78.07 0.00 9 D1 0.00 39.04 -32.53 1 Min. 0.00 39.04 32.53 2 Min. 0.00 78.07 0.00 3 Min. 0.00 78.07 0.00 4 Min. 0.00 78.07 0.00 5 Min. 0.00 78.07 0.00 6 Min. 0.00 78.07 0.00 7 Min. 0.00 78.07 0.00 8 Min. 0.00 78.07 0.00 9 Min. 0.00 39.04 -32.53 1 Max. 0.00 39.04 32.53 2 Max. 0.00 78.07 0.00 3 Max. 0.00 78.07 0.00 4 Max. 0.00 78.07 0.00 5 Max. 0.00 78.07 0.00
Page2
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6 Max. 0.00 78.07 0.00 7 Max. 0.00 78.07 0.00 8 Max. 0.00 78.07 0.00 9 Max. 0.00 39.04 -32.53
Member forces and inflection points
Station Condition Distance Shear V Moment M [%] [in] [Kip] [Kip*ft]
0 D1 0.00 39.04 -32.53 3 D1 12.70 22.52 0.03 6 D1 30.00 0.00 16.27 10 D1 47.30 -22.52 0.03 12 D1 60.00 -39.04 -32.53 12 D1 60.00 39.04 -32.53 15 D1 72.70 22.52 0.03 19 D1 90.00 0.00 16.27 22 D1 107.30 -22.52 0.03 25 D1 120.00 -39.04 -32.53 25 D1 120.00 39.04 -32.53 28 D1 132.70 22.52 0.03 31 D1 150.00 0.00 16.27 35 D1 167.30 -22.52 0.03 38 D1 180.00 -39.04 -32.53 38 D1 180.00 39.04 -32.53 40 D1 192.70 22.52 0.03 44 D1 210.00 0.00 16.27 47 D1 227.30 -22.52 0.03 50 D1 240.00 -39.04 -32.53 50 D1 240.00 39.04 -32.53 53 D1 252.70 22.52 0.03 56 D1 270.00 0.00 16.27 60 D1 287.30 -22.52 0.03 62 D1 300.00 -39.04 -32.53 62 D1 300.00 39.04 -32.53 65 D1 312.70 22.52 0.03 69 D1 330.00 0.00 16.27 72 D1 347.30 -22.52 0.03 75 D1 360.00 -39.04 -32.53 75 D1 360.00 39.04 -32.53 78 D1 372.70 22.52 0.03 81 D1 390.00 0.00 16.27 85 D1 407.30 -22.52 0.03 88 D1 420.00 -39.04 -32.53 88 D1 420.00 39.04 -32.53 90 D1 432.70 22.52 0.03 94 D1 450.00 0.00 16.27 97 D1 467.30 -22.52 0.03 100 D1 480.00 -39.04 -32.53
Critical deflections
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Condition Span Distance @ Deflection Allowable [in] [%] [in] f(L) [in]
S1 1 30.00 6.25 0.01559 (L/3848) 0.16667
Envelopes :
M33 bending moment:
Moments [Kip*ft], Length [in]
V2 shear forces:
Forces [Kip], Length [in]
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Vertical Translation Deflection [in], Length [in]
DESIGN:
Status : OK
Rebar
Free cover : 1.00 [in]
Longitudinal reinforcement
Group Quantity Diameter Pos Ref. Axis 1 Dist1 Ref. Axis 2 Dist2 Hook1 Hook2 [in] [in]
1 3 #6 Bottom 1 -4.00 9 4.00 Yes Yes 2 3 #6 Top 1 -4.00 9 4.00 Yes Yes
Development and splice lengths
Group Diameter Ld Ldh Splice L. Total L [in] [in] [in] [in]
1 #6 29.00 10.00 37.00 509.00 2 #6 37.00 10.00 49.00 509.00
Transverse reinforcement
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Span Diameter Quantity @ Legs Closed [in]
1-2 #3 11 5.00 2 No 2-3 #3 11 5.00 2 No 3-4 #3 11 5.00 2 No 4-5 #3 11 5.00 2 No 5-6 #3 10 5.00 2 No 6-7 #3 10 5.00 2 No 7-8 #3 11 5.00 2 No 8-9 #3 11 5.00 2 No
Initial spacing of stirrups:
Span Initial S Sin lim [in] [in]
0-1 0.00 5.50 1-2 0.00 5.50 2-3 0.00 5.50 3-4 0.00 5.50 4-5 2.50 5.50 5-6 2.50 5.50 6-7 0.00 5.50 7-8 0.00 5.50
FLEXURE
Span: 1-2 Member No: 1
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 55.24 0.00 1.28 0.69 6.13 0.59 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 C 0% 10.25 0.00 55.24 0.00 1.28 0.69 6.13 0.59
Negative bending moments
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Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -55.24 0.73 1.28 0.69 6.13 0.59 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 0% 10.25 -32.53 -55.24 0.73 1.28 0.69 6.13 0.59
Span: 2-3 Member No: 2
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
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C 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
Negative bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57
Span: 3-4 Member No: 3
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25
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6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 C 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
Negative bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57
Span: 4-5 Member No: 4
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
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1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 C 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
Negative bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57
Span: 5-6 Member No: 5
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Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 C 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
Negative bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57
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Span: 6-7 Member No: 6
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 C 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
Negative bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57
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Span: 7-8 Member No: 7
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 C 100% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57
Negative bending moments
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1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 C 100% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57
Span: 8-9 Member No: 8
Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Code specified max Rho: ��maxtop = 2.06% ��maxbot= 2.06% Limit spacing between bars for cracking control: sb lim = 12.00 [in]
Positive bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.57 2 10% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 3 20% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 4 30% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 5 40% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 6 50% 10.25 16.27 57.04 0.48 1.32 0.72 6.13 0.29 7 60% 10.25 14.31 57.04 0.42 1.32 0.72 6.13 0.25 8 70% 10.25 8.46 57.04 0.25 1.32 0.72 6.13 0.15 9 80% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.02 10 90% 10.25 0.00 57.04 0.00 1.32 0.72 6.13 0.26 11 100% 10.25 0.00 55.24 0.00 1.28 0.69 6.13 0.59
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C 100% 10.25 0.00 55.24 0.00 1.28 0.69 6.13 0.59
Negative bending moments
Station d[in] Mu[Kip*ft] �*Mn[Kip*ft] Asreq [in2] Asprov [in2] ��(%) sb [in] Mu/(�*Mn) No. Dist 1 0% 10.25 -32.53 -57.04 0.73 1.32 0.72 6.13 0.57 2 10% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 3 20% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 4 30% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 5 40% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 6 50% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.29 7 60% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.25 8 70% 10.25 0.00 -57.04 0.00 1.32 0.72 6.13 0.15 9 80% 10.25 -1.30 -57.04 0.04 1.32 0.72 6.13 0.02 10 90% 10.25 -14.96 -57.04 0.44 1.32 0.72 6.13 0.26 11 100% 10.25 -32.53 -55.24 0.73 1.28 0.69 6.13 0.59 C 100% 10.25 -32.53 -55.24 0.73 1.28 0.69 6.13 0.59
SHEAR AND TORSION
Span: 1-2 Member No: 1
Station Stirrups Spc prov Spc lim Tu �*Tn Al Vu Vs Vc �*Vn Vu/(�*Vn) No. Dist Diam VCT [in] [in] [Kip*ft] [Kip*ft] [in2] [Kip] [Kip] [Kip] [Kip] 1 0% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 2 10% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 3 20% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 4 30% #3 V 5.00 5.13 0.00 3.07 0.00 15.61 27.06 23.34 37.80 0.41 5 40% #3 5.00 5.13 0.00 3.07 0.00 7.81 27.06 23.34 37.80 0.21 6 50% #3 5.00 5.13 0.00 3.07 0.00 0.00 27.06 23.34 37.80 0.00 7 60% #3 5.00 5.13 0.00 3.07 0.00 7.81 27.06 23.34 37.80 0.21 8 70% #3 V 5.00 5.13 0.00 3.07 0.00 15.61 27.06 23.34 37.80 0.41
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9 80% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 10 90% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 11 100% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 C 0% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61
Span: 2-3 Member No: 2
Station Stirrups Spc prov Spc lim Tu �*Tn Al Vu Vs Vc �*Vn Vu/(�*Vn) No. Dist Diam VCT [in] [in] [Kip*ft] [Kip*ft] [in2] [Kip] [Kip] [Kip] [Kip] 1 0% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 2 10% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 3 20% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06 23.34 37.80 0.61 4 30% #3 V 5.00 5.13 0.00 3.07 0.00 15.61 27.06 23.34 37.80 0.41 5 40% #3 5.00 5.13 0.00 3.07 0.00 7.81 27.06 23.34 37.80 0.21 6 50% #3 5.00 5.13 0.00 3.07 0.00 0.00 27.06 23.34 37.80 0.00 7 60% #3 5.00 5.13 0.00 3.07 0.00 7.81 27.06 23.34 37.80 0.21 8 70% #3 V 5.00 5.13 0.00 3.07 0.00 15.61 27.06 23.34 37.80 0.41 9 80% #3 V 5.00 5.13 0.00 3.07 0.00 23.03 27.06…
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