Attachment 0006 - 2024-3910 - SOW - Appendix E - Structural Calculations.pdf
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- Attached to
- Quarters 1 - Southwest Patio Repair
- Solicitation number
- W519TC-25-R-A009
About this file
This document is a Structural Calculations Appendix (Appendix E) for the Quarters 1 Southwest Patio Repair project at Rock Island Arsenal. The detailed technical document provides comprehensive structural engineering calculations and design specifications for a comprehensive patio repair and renovation, including deck repair, beam reinforcement, and retaining wall construction. Key design objectives include creating a composite concrete deck with a specific slope, designing built-up section deck beams utilizing existing deck beams, designing a CMU lintel for a new entrance, designing entranceway beams to support the new sloped deck, and designing both basement and ramp retaining walls.
The structural calculations cover multiple design aspects with rigorous engineering analysis, including load combinations, material properties, concrete and steel specifications, and detailed reinforcement requirements. The project involves complex structural modifications, such as welding built-up tee sections to existing W8x18 beams, incorporating concrete incasement, and designing retaining walls with varying base widths and stem heights. The calculations demonstrate compliance with multiple engineering standards including AISC Steel Construction Manual, ACI Concrete Standards, Building Code Requirements, and International Building Code (IBC 2021), with comprehensive checks for structural capacity, shear resistance, bending moments, and reinforcement adequacy across different wall and deck configurations.
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Project Title: ROCK ISLAND ARSENAL
Computation Title: QUARTER 1 PATIO REPAIR
Filename:
Computed by: D. SOLANO Computed on:
Last Saved:
Checked by: [F. LAST] Checked on:
01/24/2025
Q1 Deck Repair.mctx
QUARTERS 1 PATIO REPAIR
Objective:
• Design composite concrete Deck
• Design built-up section utilizing existing deck beams to account for deck slope
• Design CMU lentil for new CMU Entrance
• Design entranceway beams to support new slope deck
• Design entranceway retaining wall
• Design ramp retaining wall
Criteria:
The decking will have an additional slope and be of uniform depth, requiring support beams to maintain the required angle. Built-up Tee with varying depth will be welded to the center of the existing W8x18 to account for slope. The horizontal oriented deck beams near entryway to basement will be flipped to match the orientation of the built-up beams.
Additionally, entryway deck beams will be incased in concrete. Entryway CMU lentil will be design to support the wall in addition to the deck and it's associated loads.
References:
• AISC, Steel Construction Manual 15th Ed.
• ACI Standard, Building Code Requirements for Structural Concrete (ACI 318-19)
• Building Code Requirements and Specification for Masonry Structures (TMS 402/602)
• Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-22)
• International Building Code (IBC 2021)
App en dix E
Filename:
Computed by: D. SOLANO Computed on:
Last Saved:
Checked by: [F. LAST] Checked on:
01/24/2025
Q1 Deck Repair.mctx
Drawings
App en
GENERAL NOTES
1. THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, FURNISHING, PLACING AND MAINTAINING ALL TEMPORARY
SUPPORT, BRACING, FORMWORK, AND OTHER SUPPORTS REQUIRED BY WORK.
2. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL NECESSARY SAFEGUARDS TO PROTECT PUBLIC SAFETY AND
ADJOINING PROPERTIES.
3. THE CONTRACTOR SHALL COMPLY WITH ALL FEDERAL, STATE, COUNTY AND MUNICIPAL LAWS, ORDINANCES AND
REGULATIONS.
CONCRETE NOTES
1. ALL DECK CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI, REFER TO SPECIFICATION 03 30 00.
2. ALL CONCRETE GROUT TO HAVE A MINIMUM COMPRESSIVE STRENGTH OF
2000 PSI, REFER TO SPECIFICATION 03 30 00.
STEEL NOTES
1. ALL STRUCTURAL W-SECTION STEEL IS A992, UNLESS NOTED OTHERWISE.
ALL STRUCTURAL ANGLE STEEL IS A36, UNLESS NOTED OTHERWISE.
ALL REBAR STEEL IS A615, UNLESS NOTED OTHERWISE.
2. REMOVE DETERIORATED STEEL STRUCTURE ABOVE AFTER THE PATIO SLAB AND STEEL DECKING HAS BEEN
REMOVED.
3. ALL STRUCTURAL STEEL TO BE PAINTED, ONLY EXCEPTION ARE SURFACES OF STEEL COVER BY CONCRETE EITHER
FROM EMBEDMENT OR ENCASEMENT.
4. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1. WORKMANSHIP AND TECHNIQUE SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODES. WELD PROCEDURES SPECIFICATIONS (WPS), PROCEDURE QUALIFICATION RECORDS (PQR) AND WELDING PERFORMANCE QUALIFICATIONS RECORDS (WPQR) SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 05 50 14 BEFORE WELDING COMMENCES. SEE
SPECIFICATIONS.
5. WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE AMERICAN WELDING SOCIETY AND INDICATE ONLY SIZE
AND TYPE OF WELD REQUIRED.
E1 S-303
A4 S-301
E1 S-301
E1 S-302
A1 S-301
3'=1'-0"
PLAN VIEWA1
6'-0"5'-0"5'-0"5'-0"6'-0"4'-10"5'-8"5'-6"
W8X10 CONCRETE INCASED DECK BEAMS BUILT-UP VARIABLE DEPTH DECK BEAMS
BASEMENT STAIRS
1'-0"
2'-0"
2'- 9"
4'- 3"
4'- 3"
4'- 3"
3'-0"
1'- 8"
3'- 21 2"
5'-8"
6'- 91 2"
7'- 31 2"
28'-0"
5'-4"23'-8"
6'- 0"
'-0
5'-9"
38'-3"
26'-0"
1'-8"1'-8"
1'- 8"
EXISTING
INTERIOR WALL
BASEMENT
ENTRY
SUSPENDED DECKBASEMENT RETAINING WALL
CANTILEVER RETAINING WALL (TYP)
BASEMENT RETAINING
WALL FOOTING
BASEMENT RETAINING
WALL FOOTING
BASEMENT
RETAINING WALL
CANTILEVER RETAINING WALL FOOTING (TYP)
CANTILEVER RETAINING WALL
CANTILEVER RETAINING
WALL FOOTING
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EXISTING
EXTERIOR WALL
S-101
PL
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BUILT-UP TEE SECTION
EXISTING WALLEXISTING W8X18
* 3 12" THICK COMPOSITE DECK SHALL BE ALLOWED TO
CURE FOR A MINIMUM OF 7 DAYS PRIOR TO ADDING
TOPPING CONCRETE.
** FIELD CUT 3 8" FROM BOTTOM OF BUILT-UP TEE WEB
STARTING FROM END OF THE EXISTING W8X18 TO END OF
BUILT-UP TEE. ADD AND CENTER A 51
4"X3
8" BEARING PLATE
ALONG THE CUT LENGTH. WELD BEARING PLATE TO
BUILT-UP TEE.
5'=1'-0"
EXTERIOR WALL DECKING SUPPORT DETAILA1
31 2"
VA
RI
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L4X3X1
4 END BRACING
TOPPING CONCRETE *
WATERPROOFING MEMBRANE
COMPOSITE SLAB *
2VLI DECK-36-20GAGE
#3 @ 12" C/C
TYP
4"X3
8" BEARING PLATE**
21 2"
8" THICK LINTEL
OVER WINDOW
FIELD
DIMENSION
4"X2" CONCRETE
STUDS @ 12" C/C
A6 S-301
A9 S-301
DECK SLOPE AT 1:64
3/4"=1'-0"
PATIO DECK ELEVATIONE1
END BUILT-UP TEE
AT FACE OF WALL
EXISTING W8X18 DECK BEAM
EXISTING INTERIOR WALLS EXISTING EXTERIOR STONE WALLS
COMPOSITE DECK W/
WATERPROOFING MEMBRANE
GROUT AFTER BUILT-UP TEE
INSTALLATION
TOPPING CONCRETE * A1
S-301
5'=1'-0"
DECK BEAM END SECTION OVER EXTERIOR WALLA6
BUILT-UP
TEE TO
EXISTING BEAM
W8X18
BUILT-UP TEE
L4X3X1
4 END BRACING
TYP
4"X3
8" BEARING
PLATE**
5'=1'-0"
DECK BEAM SECTION OVER INTERIOR WALLA9
BUILT-UP TEE
GROUT AFTER BUILT-UP TEE
INSTALLATION
INTERIOR WALL
W8X18
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5'=1'-0"
INCASED DECK BEAM WALL POCKETA1
31 2"
1"1"
1"
WATERPROOFING MEMBRANE
TOPPING CONCRETE
W8X10
2VLI DECK-36-20GAGE
EXISTING STONE WALL
DRY PACK GROUT
CAST-IN-PLACE
CEMENT GROUT
A8 S-302
1"=10'-0"
BASEMENT ENTRY DOORA4
4" MIN.
1 4"
GA
P
BE
TW
EE
N
CM
U W
AL
L A
ND
IN
CA
SE
D
DE
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B
EA
M
2" CL
R.
1'-0"
1'- 0"
INCASED W8X10 DECK BEAM
#4 STRAIGHT BAR
W/ #3 HOOKED BARS
#4 STRAIGHT BAR
2"
4'=1'-0"
BASEMENT WALL REINFORCMENTA8
2" CL
R.
8"
4"
2-#4
2-#4
A1 S-302
BEAM SLOPE AT 1:64
6'=1'-0"
BASEMENT ENTRY PATIO DECK ELEVATION E1
4"
1" ALL AROUND (TYP)
4"
TYP MINIMUM
BEARING LENGTH
INTO STONE WALL
INCASED W8X10 DECK
BEAM
WALL POCKET
DRY PACK GROUT
CAST-IN-PLACE
CEMENT GROUT
WATERPROOFING MEMBRANE
(SEE ARCHITECTURAL DRAWINGS)
SET AND SHORE DECKING BEAMS IN PLACE PRIOR
TO CASTING CONCRETE WALL
NEW CONCRETE WALL
EXISTING WALL
LIMESTONE VENEER (TYP)
(SEE ARCHITECTURAL DRAWINGS
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C7 S-303
*** DECK SLAB SHALL BE CAST AND CURED PRIOR TO
BACKFILLING BEHIND BASEMENT RETAINING WALL.
1/2"=1'-0"
ENTRY STAIR - SECTIONE1
A3 S-303
A3 S-303
A1 S-303
EXISTING WALL
INCASE DECK BEAM
COMPACTED AGGREGATE (TYP)
SUSPENDED SLAB***DECK SLAB
RAMP SLAB
***DECK SLAB
LIMESTONE VENEER (TYP)
(SEE ARCHITECTURAL DRAWINGS)
6'=1'-0"
BASEMENT RETAINING WALL DETAILSA1
BEDROCK
COMPACTED
SOIL
COMPACTED
AGGREGATE
11 2"
CL
EA
R
CO
VE
R (T
YP
8"
1'- 0"
6"
2"
CLR.
3" CL
R.
2" CL
R.
2"
#4 S
PA
" O
.C
2"
6"
1'-8"
#5 SPA. @ 6" C/C
#5 @ 6" C/C
SUSPENDED SLABDECK SLAB
EL. ±88'-0"
TOP OF
FOOTING
EL. ±87'-0"
6-#4 @ 6" C/C
BASE TRANSVERSE
REINFORCEMENT
1-1/2"=1'-0"
CANTILEVER RETAINING WALL DETAILSA3
COMPACTED SOIL
COMPACTED
AGGREGATE
**** FILL COVER SOIL DEPTH ON
BOTH SIDE OF CANTILEVER
RETAINING WALLS PRIOR TO
FILLING RETAINING DEPTH.
11 2"
CL
EA
R
CO
VE
R (T
YP
6"
1'- 0"
6"
3" CL
R.
2" CL
R.
2"
CLR.
2"
3'- 6"
* C
OV
ER
D
EP
TH
VA
RI
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RE
TA
IN
IN
G
DE
PT
H
#4
" C
/C
VARIES
(SEE PLAN VIEW FOR FOOTING WIDTH)
4"
#4 @ 12" C/C
BASE TRANSVERSE
REINFORCEMENT
( QUANTITY OF BARS
BASED ON WIDTH
OF BASE)
#5 @ 12" C/C
RAMP SLAB
COMPACTED
AGGREGATE
TYP.
#5 SPA. @ 6" C/C
A7 S-303
3"=1'-0"
SUSPENDED SLAB REINFORCEMENTC7
3"
6"
6'-0"
3"
7-#5 STRAIGHT BARS @ 12" C/C
6'-10"
SUSPENDED SLAB
2'- 0"
M
IN
2'-0" MIN. SPLICE
2'-0" MIN. SPLICE
1-1/2"=1'-0"
SUSPENDED SLAB REINFORCEMENT - SECTIONA7
2'- 0"
M
IN
PATIO RAMP
RETAINING WALL
BASEMENT
RETAINING WALL
#5 @ 12"
SUSPENDED SLAB
COMPOSITE
SLAB
CANTILEVER
RETAINING WALL
REINFORCEMENT
TYP.
#5 BENT
BAR @ 12"
#5 BENT BAR @ 12"
BASEMENT
RETAINING WALL
REINFORCEMENT
TYP.
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C9 S-501
6"=1'-0"
BUILT-UP TEE BEAM ( 6 TOTAL)C1 6"=1'-0"
BUILT-UP TEE BEAM - SECTIONC9
61 4"
27'-2"
13 16
VA
RI
ES
MI
N 13 16
MA
X 61 4""
4"
3 8"
4"
3 8"
3 8"
4"3 8"
FIELD DIMENSION
TYP
4"⅊
BEARING
PLATE
BEARING PLATE
TYP
A9 S-501
1'=5'-0"
W8X10 DECK BEAM (3 TOTAL)A1 1'=5'-0"
W8X10 DECK BEAMS - SECTIONA9
8'-6"
W8X10
W8X10
E9 S-501
5'=1'-0"
BUILT-UP DECK BEAMS END BRACING ANGLE (1 TOTAL)E1 5'=1'-0"
END BRACING ANGLE - SECTIONE9
28'-8"
L4X3X1
L4X3X1
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Filename:
Computed by: D. SOLANO
Computed on:
Last Saved:
Checked by: H. OCON
Checked on: 1/24/2025
01/24/2025
Q1 Deck Repair.mctx
Analysis and Design
App en
Filename:
Computed by: D. SOLANO
Computed on:
Last Saved:
Checked by: H. OCON
Checked on: 1/24/2025
01/24/2025
Q1 Deck Repair.mctx
Constants and Material Properties:
≔fc 4.0 ksi Concrete Compressive Strength
≔fy_re 60 ksi Rebar Yield Strength
≔fy 60 ksi Steel Yield Strength
≔E 29000 ksi Steel Elastic Modules
≔Dc 150 pcf Density of Concrete
≔Ds 490 pcf Density of Steel
≔εcu .003 Concrete Crushing Strain
≔εs .0075 Steel Strain for Sizing and Tension
Control requirements
Loads
≔LiveLoad 100 psf Live Load (ASCE 7 Table 4.3-1)
≔SnowLoad 20.8 psf Snow Load (See Appendix A)
≔DeckLoad 61.4 psf Deck Weight Per Foot of Width
LRFD Load Combinations:
＝LC1 ⋅1.4 D Load Case 1
＝LC2 ++⋅1.2 D ⋅1.6 L ⋅0.5 S Load Case 2
＝LC3 ++⋅1.2 D ⋅1.0 L ⋅1.6 S Load Case 3
App en
Filename:
Computed by: D. SOLANO
Computed on:
Last Saved:
Checked by: H. OCON
Checked on: 1/24/2025
01/24/2025
Q1 Deck Repair.mctx
Composite Deck The concrete deck is split by a waterproofing membrane into a lower composite slab and a upper topping concrete. Only the the depth of the composite slab was used for calculating one-way slab bending and shear capacities. Required bending and shear stress where calculated using ENERCAL and checked against capacity from VULCRAFT Composite Deck-Slab Tool.
Geometry:
≔DeckSpan 6 ft Deck Max Span
Load Cases:
Loads are based on a unit tributary width
≔L =⋅LiveLoad 1 ft 100 plf Live Load
≔S =⋅SnowLoad 1 ft 20.8 plf Snow Load
≔D =⋅DeckLoad 1 ft 61.4 plf Dead Load
LRFD Load Combinations:
≔LC1 =⋅1.4 D 0.09 klf Load Case 1
≔LC2 =++⋅1.2 D ⋅1.6 L ⋅0.5 S 0.24 klf Load Case 2
≔LC3 =++⋅1.2 D ⋅1.0 L ⋅1.6 S 0.21 klf Load Case 3
≔LCgov =max (( ,,LC1 LC2 LC3)) 0.24408 klf Governing Load Case
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Q1 Deck Repair.mctx
ENERCALC:
General Beam analysis was used to determine the maximum bending and axial forces on a 1ft width section. The slab was supported at each beam and subjected to ASCE 7-16 load combinations, including snow, live, and dead loads Automatic unbalanced live load placement was used. ENERCALC forces will be used to check against VULCRAFT calculated capacities including deflection limits.(See Appendix B for full ENERCALC print out)
≔Mu_pos ⋅0.846 kip ― ft ft Maximum Positive Bending per Foot of
Slab
(ENERCALC)
≔Mu_neg ⋅-0.846 kip ― ft ft Maximum Negative Bending per Foot of Slab
(ENERCALC)
≔Vu 0.873 ―― kip ft Maximum Shear per Foot of Slab
(ENERCALC)
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Q1 Deck Repair.mctx
VULCRAFT Composite Deck-Slab Tool :
Capacity of Deck was extracted from VULCRAFT Composite Deck and compared to the beam results from ENERCALC.
Bending, Shear, and deflection limits where checked for congruences against required capacities. (See Appendix C for full
VULCRAFT print out). Additionally, VULCRAFT checks for maximum allowable span prior to composite action.
≔ϕMn_pos ⋅2.77 kip ― ft ft Positive Bending Capacity per Foot of
Slab (VULCRAFT Tool)
≔ϕMn_neg ⋅1.1 kip ― ft ft Negative Bending Capacity per Foot of
Slab (VULCRAFT Tool)
≔ϕVn 3.26 ―― kip ft Shear Capacity per Foot of Slab
(VULCRAFT Tool)
≔Spanmax +6 ft 3 in Maximum Unshored Span for a 22 gage 1.5VL-36 Steel Deck Prior to
Composite Action
=if ⎛⎝ ,,>ϕMn_pos Mu_pos “GOOD” “NG”⎞⎠ “GOOD” Positive Bending Check
=if ⎛⎝ ,,>ϕMn_neg Mu_neg “GOOD” “NG”⎞⎠ “GOOD” Negative Bending Check
=if ⎛⎝ ,,>ϕVn Vu “GOOD” “NG”⎞⎠ “GOOD” Shear Check
=if ⎛⎝ ,,>Spanmax DeckSpan “GOOD” “NG”⎞⎠ “GOOD” Steel Deck Allowable Span Check
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Q1 Deck Repair.mctx
Built-Up Deck Beam The deck beams will have an additional built-up tee section welded along the top center of the upper flange of the existing
W8x18. The built-up tee will be composed of a 1/2" thick web plate with variable height along its length and a 3/8"x5-1/2" flange plate. Conservatively the beam was checked only using the built-up beam depth at center span of exterior and interior wall. Weld design is based on the section the produces the maximum shear flow. STADD Model was created to calculate the bending and shear forces.
Geometry:
Conservatively set built-up tee flange size to match existing W8x18.
≔Trib_Beam 5.5 ft Deck Max Tributary Width
≔d =+8.14 in 2.86 in 11 in Depth of Beam
≔tw 0.23 in Beam Web Thickness
≔bf 5.25 in Beam Flange Width
≔tf 0.33 in Beam Flange Thickness
≔A 5.9205 in
Area of Beam
≔Ixx 121.9 in
Moment of Inertia About the X axis
≔Iyy 7.97 in
Moment of Inertia About the Y axis
≔Zx 25.02 in
Plastic Section Modules
≔Sx 22.15 in
Elastic Section Modules
≔ry 1.16 in Radii of Gyration
≔Cw 225.27 in
Warping Constant
≔Lb 216 in Unbraced Length
≔J 0.183 in
Torsional Constant
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Q1 Deck Repair.mctx
Load Cases:
≔DLW18x18 18 plf W8x18 Self-Weight
≔DLTee 12.5 plf Built-Up Tee Self-Weight
≔DLdeck =⋅DeckLoad Trib_Beam 337.7 plf Decking
≔L =⋅LiveLoad Trib_Beam 550 plf Live Load
≔S =⋅SnowLoad Trib_Beam 114.4 plf Snow Load
≔D =++DLdeck DLW18x18 DLTee 368.2 plf Dead Load
LRFD Load Combinations:
≔LC1 =⋅1.4 D 0.52 klf Load Case 1
≔LC2 =++⋅1.2 D ⋅1.6 L ⋅0.5 S 1.38 klf Load Case 2
≔LC3 =++⋅1.2 D ⋅1.0 L ⋅1.6 S 1.17 klf Load Case 3
≔LCgov =max (( ,,LC1 LC2 LC3)) 1.37904 klf Governing Load Case
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Q1 Deck Repair.mctx
STAAD Model
All boundary conditions are vertical compression only springs.
≔Mu ⋅41.032 kip ft Maximum Bending
(STAAD)
≔MA ⋅-31.628 kip ft Bending at First Quarter of Span 1
(STAAD)
≔MB ⋅-35.333 kip ft Bending at Mid Span of Span 1
(STAAD)
≔MC ⋅-11.112 kip ft Bending at Third Quarter of Span 1
(STAAD)
≔Vu -14.692 kip Maximum Shear
(STAAD)
≔Cb =―――――――――――――――― ⋅12.5 abs ⎛⎝Mu
+++⋅2.5 abs ⎛⎝Mu
⎞⎠ ⋅3 abs ⎛⎝MA ⎞⎠ ⋅4 abs ⎛⎝MB
⎞⎠ ⋅3 abs ⎛⎝MC
1.38 LTB Modification Factor
Section Slenderness (AISC F1)
≔h =-d ⋅2 tf 10.34 in
=if h tw ⋅3.76
E fy
“C” if h tw ⋅5.7
E fy
“S” “NC”
“C”
=if
⋅bf .5 tf ⋅.38
E fy
“C” if
⋅bf .5 tf ⋅1 fy “S” “NC”
“C”
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Q1 Deck Repair.mctx
Flexural Check (AISC F2)
≔ϕ 0.9
Yielding
≔Mn_yield =⋅fy Zx 125.1 ⋅kip ft
Lateral-Torsional Buckling
≔rts =
‾‾‾‾‾⋅Iyy Cw
Sx
1.38 in
≔c 1
≔ho =-d ― tf
10.84 in
≔Lp =⋅⋅1.76 ry
E fy
44.88 in
≔Lr =⋅⋅⋅1.95 rts ―― E
⋅0.7 fy
⋅J c
⋅Sx ho
⋅J c
⋅Sx ho
⋅6.76
⋅0.7 fy
E
126.36 in
≔Fcr =⋅――― ⋅⋅Cb π
E
Lb rts
+1 ⋅⋅0.078 ――
⋅J c
⋅Sx ho
Lb rts
25.32 ksi
≔ϕMLTB =⋅if else if else
≤Lb Lp
‖ Mn_yield
>Lb Lr
‖ ⋅Fcr Sx
⋅Cb
-Mn_yield ⋅⎛⎝ -Mn_yield ⋅⋅0.7 fy Sx
-Lb Lp
-Lr Lp
.9 42.06 ⋅kip ft
=if ⎛⎝ ,,>min ⎛⎝ ,ϕMLTB Mn_yield ⎞⎠ abs ⎛⎝Mu
⎞⎠ “GOOD” “NG”⎞⎠ “GOOD” Bending Check
Mu ϕMLTB
0.98 Unity Ratio
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Q1 Deck Repair.mctx
Shear Check (AISC G2)
≔ϕv 0.9
≔h =-d ⋅2 tw 10.54 in
≔kv 5.34
≔Cv1 =if else h tw ⋅1.1
⋅kv ― E fy ‖ 1
⋅1.1
⋅kv ― E fy h tw
≔ϕVn =⋅⋅⋅⋅ϕv 0.6 fy d tw 81.97 kip
=if ⎛⎝ ,,>ϕVn abs ⎛⎝Vu⎞⎠ “GOOD” “NG”⎞⎠ “GOOD” Shear Check abs ⎛⎝Vu⎞⎠ ϕVn
0.18 Unity Ratio
Weld Check
≔dmin =+8.14 in 2.12 in 10.26 in Minimum Section Depth
≔ATop_flange =⋅tf bf 1.73 in
Area of Top Flange
≔yc_top_flange =― tf
0.17 in Centroid of Top Flange
≔Imin =-――― ⋅dmin bf
⋅⎛⎝ -dmin ⋅2 tf⎞⎠ 3 ⎛⎝ -bf tw⎞⎠
102.41 in
Moment of Inertia about the X-axis of Section
≔yc_beam =―― dmin
5.13 in Centroid of Section
≔Q =⋅⎛⎝ -yc_beam yc_top_flange⎞⎠ ATop_flange 8.6 in
First Moment of Area of Top
Flange
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Q1 Deck Repair.mctx
≔q =abs
⋅Q Vu
Imin
1.23 ―― kip in Shear Flow
≔Beam_Length =+27 ft 2 in 27.17 ft Total Beam Length
≔Ru_total =⋅Beam_Length q 402.32 kip Shear Acting Along the Entire
Length of Beam (Conservative)
≔Rn =⋅0.928 3 ―― kip in
2.78 ―― kip in Shear Capacity of a 3/16" Weld
Treated as a Line
≔Weld_length =――― Ru_total
⋅Rn 2
6.02 ft Required Length of Weld
≔Nweld_Lines 26 Number of Welds on Each side of beam
≔Sweld 10 in Spacing Between Welds
≔Weldlength =――――――――――― -Beam_Length ⋅Sweld ⎛⎝ -Nweld_Lines 1⎞⎠ Nweld_Lines
2.92 in Length of Each Weld Line
≔Rn_total =⋅⋅⋅2 Nweld_Lines Weldlength Rn 423.17 kip Total Shear Capacity
=if ⎛⎝ ,,>Rn_total Ru_total “GOOD” “NG”⎞⎠ “GOOD” Shear Flow Check
At minimum, use a 3/16 weld, 3 inches in length every 10 inches for all welds
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Q1 Deck Repair.mctx
Entryway Deck Beam
Entryway Deck Beam are to be placed between new CMU doorway and basement stairway, beams are composed of a W-section incased in concrete. Beam have been design only using the steel and do not rely on the concrete for strength or serviceability constrains (See Appendix D).
Geometry
≔Span =+7 ft 8 in 7.67 ft Beam Span
≔TribDeck_beam 5 ft Deck Beam Tributary Width
Load Cases:
Load are based on a unit tributary width
≔D =⋅⋅1.2 DeckLoad TribDeck_beam 368.4 plf Decking Load Including Incased
Concrete
≔L =⋅LiveLoad TribDeck_beam 500 plf Live Load
≔S =⋅SnowLoad TribDeck_beam 104 plf Snow Load
LRFD Load Combinations:
≔LC1 =⋅1.4 D 0.52 klf Load Case 1
≔LC2 =++⋅1.2 D ⋅1.6 L ⋅0.5 S 1.29 klf Load Case 2
≔LC3 =++⋅1.2 D ⋅1.0 L ⋅1.6 S 1.11 klf Load Case 3
≔LCgov =max (( ,,LC1 LC2 LC3)) 1.29408 klf Governing Load Case
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Q1 Deck Repair.mctx
ENERCALC
Capacities are based on W8x10 Section
≔Mu_Deck_Beam ⋅9.602 kip ft Moment Requirements
(ENERCALC)
≔Vu_Deck_Beam 5 kip Shear Requirements
(ENERCALC)
≔Mn_Deck_Beam ⋅22.53 kip ft Moment Capacity
(ENERCALC)
≔Vn_Deack_beam 40.24 kip Shear Capacity
(ENERCALC)
≔δLive 0.044 in Transient Load Deflection
(ENERCALC)
≔δLive&Dead 0.077 in Total Load Deflection
(ENERCALC)
≔δLive_Allowed =―― Span
0.26 in Allowable Transient
Deflection
≔δLive&Dead_Allowed =―― Span
0.51 in Allowable Total Deflection
=if ⎛⎝ ,,>Mn_Deck_Beam Mu_Deck_Beam “GOOD” “NG”⎞⎠ “GOOD” Negative Bending Check
=if ⎛⎝ ,,>Vn_Deack_beam Vu_Deck_Beam “GOOD” “NG”⎞⎠ “GOOD” Shear Check
=if ⎛⎝ ,,>δLive_Allowed δLive “GOOD” “NG”⎞⎠ “GOOD” Transient Deflection
Check
=if ⎛⎝ ,,>δLive&Dead_Allowed δLive&Dead “GOOD” “NG”⎞⎠ “GOOD” Total Deflection Check
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Q1 Deck Repair.mctx
Concrete Lentil The concrete lentil/wall and decking are assumed to not act monolithic, however conservatively the lentil has been design to support the wall and 20% of decking live and snow loads. ENERCALC software was use to determine the required reinforcing
(See Appendix E).
Geometry
≔Cc 2 in Reinforcement Clear Cover
≔Wallh 3.5 ft Height of Wall Above Door
≔Wallt 8 in Wall Thickness
≔Lentilt =Wallt 8 in Lentil Thickness
≔Triblent 5.5 ft Deck Tributary Width
≔Span =+7 ft 8 in 7.67 ft Concrete Lentil Beam Span
Load Cases:
Load are based on a unit tributary width
≔D =⋅⋅Wallh Wallt Dc 350 plf Masonry Wall
≔L =⋅⋅LiveLoad Triblent 0.2 110 plf Live Load
≔S =⋅⋅SnowLoad Triblent 0.2 22.88 plf Snow Load
LRFD Load Combinations:
≔LC1 =⋅1.4 D 0.49 klf Load Case 1
≔LC2 =++⋅1.2 D ⋅1.6 L ⋅0.5 S 0.61 klf Load Case 2
≔LC3 =++⋅1.2 D ⋅1.0 L ⋅1.6 S 0.57 klf Load Case 3
≔LCgov =max (( ,,LC1 LC2 LC3)) 0.60744 klf Governing Load Case
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Q1 Deck Repair.mctx
ENERCALC
≔Mu_lent ⋅4.46 kip ft Moment Requirements
(ENERCALC)
≔Vu_lent 2.4 kip Shear Requirements
(ENERCALC)
≔Mn_lent ⋅12.8 kip ft Moment Capacity
(ENERCALC)
≔Vn_lent =⋅⋅⋅.75 ‾‾‾‾‾⋅fc psi Wallt Wallt 3.04 kip Shear Capacity
(ENERCALC)
=if ⎛⎝ ,,>Mn_lent Mu_lent “GOOD” “NG”⎞⎠ “GOOD” Negative Bending Check
=if ⎛⎝ ,,>Vn_lent Vu_lent “GOOD” “NG”⎞⎠ “GOOD” Shear Check
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Q1 Deck Repair.mctx
Basement Retaining Wall Basement wall has heavy deterioration requiring demolition, A new retaining wall is proposed. Wall constraints included minimizing size of base and thickness of stem wall as well as base soil cover depth to prevent frost heaving. The wall has been design base on a pin-pin support at bottom and top decking slabs, therefor both decks are to be casted prior to backfilling wall. The following pages are snippets of Tedds software calculator for retaining basement wall. Outputted calculation have been attached on appendix F.
Geometry
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Q1 Deck Repair.mctx
Load Cases:
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Q1 Deck Repair.mctx
LRFD Load Combinations:
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Q1 Deck Repair.mctx
Wall Capacity Check:
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Q1 Deck Repair.mctx
Ramp Retaining Wall Proposed ramp is to have a retaining wall along parameter. Constraints included minimizing size of base and thickness of stem wall as well as base cover depth to prevent frost heaving. No mechanical connection has been design between retaining wall to ramp slab, therefor, wall is design to act as a cantilever (pinned at the toe). Sizing and capacity checks have been conducted on the tallest section of wall. Due to variable retaining soil height, 4 different base width are use to minimize required concrete pour, all constraint by stability . The following pages are snippets of Tedds software calculator for cantilever retaining wall.
Outputted calculation have been attached on appendix G.
Geometry
Wall Dimensions
2ft base with max stem height of 5.75ft
(soil bearing pressure 1500 psf)
2.75ft base with max stem height of 6.75ft
(soil bearing pressure 1500 psf)
3ft base with max stem height of 7.6ft
(Base on Bedrock)
4.25ft base with max stem height of 5ft
(soil bearing pressure 1500 psf)
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Q1 Deck Repair.mctx
Load Cases:
Worst Case Show - 4.25ft Width Base
LRFD Load Combinations:
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Q1 Deck Repair.mctx
Strength Checks
Stem Reinforcement (Worst Case Show - 4.25ft Width Base)
Base Reinforcement (Worst Case Show - 4.25ft Width Base)
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Q1 Deck Repair.mctx
Transverse Reinforcement (Worst Case Show - 4.25ft Width Base)
Design Summary
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Q1 Deck Repair.mctx
Stability Check:
2ft base with max stem height of 5.75ft
2.75ft base with max stem height of 6.75ft
3ft base with max stem height of 7.6ft
4.25ft base with max stem height of 5ft
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Q1 References.mcdx
References
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References A
App en
ASCE 7-16 Snow Loads LIC# : KW-06014737, Build:20.22.4.26 USACE (c) ENERCALC INC 1983-2022
DESCRIPTION: --None--
Project File: q1 deck.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Flat Roof Snow Loads Description : Q1 Snow Load per ASCE 7-16, Chapter 7
Ground Snow Load, per Fig 7.2-1 31.00 B (see ASCE 7-16 Section 26.7)Terrain Category
Partially ExposedExposure of Roof 1.00Ce : Exposure Factor, Table 7.3-1
Ct : Thermal Factor1.2 : Unheated and open air structures Risk Category, per Table 1.5-1 I
Importance Factor, Is, Table 1.5-2 0.80
Roof Slope, Sec .7.3.4 0.00
16.00 psfpm, Minimum required pf, Calculated Snow Load per Equation 7-1 20.83 psf psf MonoslopeRoof Configuration pf, Design Snow Load Max(pm min, pf calc) 20.83 psf
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Q1 References.mcdx
References B
App en
General Beam Analysis
DESCRIPTION: --None--
Project File: q1 deck.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
General Beam Properties Elastic Modulus ksi29,000.0
2.860Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 30.406.0 ft 2.860Span #2 in^4Area = in^2 Moment of Inertia =Span Length = 30.405.0 ft 2.860Span #3 in^4Area = in^2 Moment of Inertia =Span Length = 30.405.0 ft 2.860Span #4 in^4Area = in^2 Moment of Inertia =Span Length = 30.405.0 ft 2.860Span #5 in^4Area = in^2 Moment of Inertia =Span Length = 30.406.0 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...
Uniform Load on ALL spans : D = 0.06140, L = 0.10, S = 0.02083 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +1.20D+1.60L+0.50S Span # where maximum occurs Span # 1 Location of maximum on span 6.000 ft
0.8732 k
Span # where maximum occurs Location of maximum on span
Span # 1 Load Combination +1.20D+1.60L+0.50S
Maximum Shear =
6.000 ft
0.846 k-ft
Maximum Deflection Max Downward Transient Deflection 0.020 in 3617 Max Upward Transient Deflection -0.002 in 32472 Max Downward Total Deflection 0.032 in 2241 Max Upward Total Deflection -0.003 in 20118
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.0340.391 0.7541.034 0.754 0.391 Overall MINimum +D+L 1.0340.391 0.7541.034 0.754 0.391 D Only 0.3940.149 0.2870.394 0.287 0.149 +D+S 0.5270.199 0.3840.527 0.384 0.199 +D+0.750L 0.8740.330 0.6370.874 0.637 0.330 +D+0.750L+0.750S 0.9740.368 0.7100.974 0.710 0.368 +0.60D 0.2360.089 0.1720.236 0.172 0.089 L Only 0.6410.242 0.4670.641 0.467 0.242 S Only 0.1330.050 0.0970.133 0.097 0.050
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Q1 References.mcdx
References C
App en
More than 2 Spans 6 0
28.14
100.00 0.00
20.80 0.00 0.00 0.00
0.100
180 Not Supporting Glass
Not Considered Not Considered
60 ksi #3 Bars
1.00 12.00
Composite Deck-Slab Multi-Span 1.5VL-36 Composite Steel Deck-Slab (Imperial & LRFD Only) with 3.5 in. 150 pcf 3500 psi NWC
Input additional design criteria for multi‑span calculation:
Span Condition:
Select Deck Gage:
Input Span Length: ft ‑ in.
Note: Per ACI 318‑19 Section 6.5.1 (e), the multi span calculation is permitted for spans ranging from 5'‑0" to 6'‑ 0".
Superimposed Uniform Loads Total Weight, w1 (psf) 33.26 Superimposed Dead Load, DL‑sup (psf) Total Dead Load, DL (psf) 61.40 DL = w1 + DL‑sup Live Load, LL (psf) Roof Live Load, Lr (psf) Snow Load, S (psf) Rain Load, R (psf) Inward Wind Component & Cladding, Wi (psf) Uplift Wind Component & Cladding, Wu (psf) For Deflection, 0.42Wi (psf) 0.00 For Deflection, 0.42Wu (psf) 0.00 Seismic SDS Only required for SDS > 0.125 Earthquake Load, E (psf) 0.000 E = 0.20 x SDS x DL
Serviceability Live Load Deflection l / Snow or Wind Load Deflection l / Total Load Deflection l / Time Dependent Deflection for Dead Load Time Dependent Deflection for Live Load
Reinforcing for Negative Moment Negative Reinforcing Type Rebar Rebar Grade, fy Rebar Size Area of Rebar, As (in.²/bar) 0.110 Reinforcement Depth from Top of Slab, d' (in.) 0.94 ≤ ≤ 1.06 Design Rebar Spacing, s (in. o.c.) 1.38 ≤ ≤ 15.56 Max. Aggregate Size, dagg (in.) 0.67
Note: Developmental length of negative reinforcing in accordance with ACI 318‑19 on last page of this calculation.
Summary of Results Vertical Shear Capacity Pass Positive Moment Capacity Pass Reinforcement for Negative Moment Pass Slab Serviceability (Deflection) Pass
App en
Composite Deck-Slab Multi-Span 1.5VL-36 Composite Steel Deck-Slab (Imperial & LRFD Only) with 3.5 in. 150 pcf 3500 psi NWC
Load Combinations
Load Factors and Combinations (Stress) Per ACI 318‑14 Table 5.3.1
Governing LC (GL+) 244.08 psf Governing LC (GL‑) 0.00 psf LRFD (1) 1.4DL 85.95 psf LRFD (2) 1.2DL+1.6LL+0.5(Lr or S or R) 244.08 psf Controlling Positive LRFD (3) 1.2DL+1.6(Lr or S or R)+(1.0LL or 0.5Wi) 206.96 psf LRFD (4) 1.2DL+1.0Wi+1.0LL+0.5(Lr or S or R) 184.08 psf LRFD (5) 1.2DL+1.0E+1.0LL+0.2S 177.84 psf LRFD (6) 0.9DL‑1.0Wu 55.26 psf LRFD (7) 0.9DL‑1.0E 55.26 psf
Shear & Moment in Composite Slab
Moment and shear values are calculated following ACI 318‑19 Table 6.5.2 and Table 6.5.4 respectively.
At End Span: (+) Inward Loading (‑) Outward Loading
Unrestrained End Span:
(GL+) l²
= 799 lbs‑ft/ft (GL‑) l²
= 0 lbs‑ft/ft 11 11
Exterior Face of First Exterior Support:
(GL+) l²
= ‑879 lbs‑ft/ft (GL‑) l²
= 0 lbs‑ft/ft 10 10
Shear at the face of the first interior support:
1.15 (GL+) l
= 842 lbs/ft
1.15 (GL‑) l
= 0 lbs/ft 2 2
At Interior Span:
Face of All Other Supports:
(GL+) l²
= ‑799 lbs‑ft/ft (GL‑) l²
= 0 lbs‑ft/ft 11 11
Interior Spans:
(GL+) l²
= 549 lbs‑ft/ft (GL‑) l²
= 0 lbs‑ft/ft 16 16
Shear at interior support:
(GL+) l
= 732 lbs/ft (GL‑) l
= 0 lbs/ft 2 2
Governing Positive Moment, M + 799 lbs‑ft/ft Governing Negative Moment, M ‑ ‑879 lbs‑ft/ft Governing Vertical Shear, V 842 lbs/ft
App en with 3.5 in. 150 pcf 3500 psi NWC
Checking Slab for Vertical Shear Capacity Pass ɸVno = 3.26 kip/ft = 3264 lbs/ft > V = 842 lbs/ft OK ɸVno is imported from the LRFD "Composite Steel Deck‑Slab Properties" table from the Summary tab.
22 Gage 1.5VL‑36 is acceptable for vertical shear.
Checking Deck for Positive Moment Capacity Pass ɸMno = 2.77 kip‑ft/ft = 2774 lbs‑ft/ft > M + = 799 lbs‑ft/ft OK ɸMno is imported from the LRFD "Composite Steel Deck‑Slab Properties" table from the Summary tab.
22 Gage 1.5VL‑36 is acceptable for positive moment reinforcement.
Design Reinforcement for Negative Moment Pass
Maximum Negative Moment, Mu 879 lbs‑ft/ft Specified Yield Strength of Reinforcement, fy 60000 psi Concrete Strength, f'c 3500 psi Total Slab Depth, h 3.50 in.
Depth of reinforcement steel from top of slab, d' 1.00 in.
d = h ‑ d' 2.50 in.
Total width of compression, b 12.00 in./ft Pitch of Deck, D 6.00 in.
Nominal Top Flange Width, f 3.50 in.
Nominal Bottom Flange Width, 2e 1.75 in.
Effective width of concrete in compression, bc 4.25 in./ft
Min. Neg. Area of Reinforcement:
Ku = Mu / ( bc d ² ) 397 psi
0.0080
Req. Area of Steel to Resist the Neg. Moment, As min = bc d ρ 0.085 in.²/ft Area of Rebar, As 0.110 in.²/bar Design Rebar Spacing, s 12.00 in. o.c.
Number of Rebar per foot 1.00 per ft.
Area of Steel to Resist Negative Moment, As 0.110 in.²/ft
As = 0.110 in.²/ft > As min = 0.085 in.²/ft OK
App en with 3.5 in. 150 pcf 3500 psi NWC
Design Limitations:
Nominal Diameter of Selected Bar or Wire, db 0.38 in.
Concrete Height, hc 2.00 in.
Panel Height, dd 1.50 in.
(a) Reinforcement Depth from Top of Slab, d' (in.):
Min. d' = 3/4 + 1/2 (db) = 0.94 in. ACI 318‑19 Table 20.5.1.3.1 Max. d' = hc ‑ (0.75 + 0.50 db ) = 1.06 in.
(b) Design Rebar Spacing (in. o.c.):
Min. Rebar Spacing = Max. (1.0 , db) + db = 1.38 in. ACI 318‑19 Section 25.2.1 Max. Rebar Spacing = Min. (s₁ , s₂) = 15.56 in.
s₁ = Max. (18 , 5 (hc + 1/2 dd)) = 18.00 in. ACI 318‑19 Section 12.7.2.2 s₂ = (As / As‑min ) x 12 = 15.56 in.
(c) Max. Aggregate Size, dagg (in.):
Per ACI 318‑19 Section 26.4.2.1(a)(4)
(ii) 1/3 hc = 0.67 in.
(iii) 3/4 the Min. Specified Clear Spacing Between Individual Reinforcing Bars or Wires Clear Spacing = s ‑ db = 11.63 in.
Max. dagg Size = 3/4 (Clear Spacing) = 8.72 in.
Max. dagg = Min. of (ii) & (iii) = 0.67 in.
Check Negative Moment Capacity:
Area of Steel to Resist Negative Moment, As 0.110 in.²/ft Tension‑Controlled Reduction Factor, ɸ 0.90 ACI 318‑19 Table 21.2.2
0.522 in.
ɸMn = ɸ As fy ( d ‑ a / 2 ) 1108 lbs‑ft/ft ɸMn = 1108 lbs‑ft/ft > ‑(M ‑) = 879 lbs‑ft/ft OK
For Tension Control:
β1 = 0.85 ACI 318‑19 Table 22.2.2.4.3 c = a / β1 0.61 in. ACI 318‑19 Eq. 22.2.2.4.1
0.003 ( d ‑ c ) / c = 0.009 > 0.005 OK
The selected negative moment reinforcing steel is acceptable.
App en with 3.5 in. 150 pcf 3500 psi NWC
Checking for Slab Serviceability Pass
Per 2021 IBC Table 1604.3: (LL or Lr) is checked for Live Load deflection limits and (D + LL) is checked for Total Load deflection limits.
Governing Positive Service Load Combination (GLD+) 161.40 psf Per ASCE 7‑16 Governing Negative Service Load Combination (GLD‑) 0.00 psf ASD (1) DL 61.40 psf ASD (2) DL+L 161.40 psf Controlling Positive ASD (3) DL+(Lr or S or R) 82.20 psf ASD (4) DL+0.75L+0.75(Lr or S or R) 152.00 psf ASD (5) DL+(0.6Wi or 0.7E) 61.40 psf ASD (6a) DL+0.75L+0.75(0.6Wi)+0.75(Lr or S or R) 152.00 psf ASD (6b) DL+0.75L+0.75(0.7E)+0.75S 152.00 psf ASD (7) 0.6DL‑0.6Wu 36.84 psf ASD (8) 0.6DL‑0.7E 36.84 psf
Service Load Shear & Moment in Composite Slab
Moment and shear values are calculated following ACI 318‑14 Table 6.5.2 and Table 6.5.4 respectively.
End Span: (+) Inward Loading (‑) Outward Loading
Unrestrained End Span:
(GLD+) l²
= 528 lbs‑ft/ft (GLD‑) l²
= 0 lbs‑ft/ft 11 11
Exterior Face of First Exterior Support:
(GLD+) l²
= ‑581 lbs‑ft/ft (GLD‑) l²
= 0 lbs‑ft/ft 10 10
Interior Span:
Face of All Other Supports:
(GLD+) l²
= ‑528 lbs‑ft/ft (GLD‑) l²
= 0 lbs‑ft/ft 11 11
Interior Spans:
(GLD+) l²
= 363 lbs‑ft/ft (GLD‑) l²
= 0 lbs‑ft/ft 16 16
Governing Negative Moment, M s‑ ‑581 lbs‑ft/ft
App en with 3.5 in. 150 pcf 3500 psi NWC
Effective Moment of Inertia for Nonprestressed Members, Ie, for Negative Bending Over Support(s)
When Ma ≤(2/3)Mcr Ie = Ig ACI 318‑19 Section 24.2.3.5
Ma >(2/3)Mcr
Where, 1.912 in.⁴/ft
Cracking Moment, Mcr = fr ( Ig ) / yt 118.16 lbs‑ft/ft ACI 318‑19 Table 24.2.3.5 Max. Moment due to Service Loads at Def., Ma = ‑(M s‑) 581 lbs‑ft/ft Moment of Inertia of Gross Concrete Section about Centroidal Axis, Neglecting Reinforcement, Ig
2.860 in.⁴/ft
Moment of Inertia of a Cracked Section, Icr 1.900 in.⁴/ft From Summary tab Modulus of Rupture of Concrete, fr = 7.5 sqrt(f'c) = 443.71 psi ACI 318‑19 Section 19.2.3.1 (for NWC = 1.0, for LWC = 0.75) 1.00 ACI 318‑19 Table 19.2.4.2
Span Length, l 6.00 ft.
ρ' for Composite Steel Deck at Mid‑Span 0.015 Modulus of Elasticity of Steel, Es 29500 ksi
Distance from Centroidal Axis of Gross Section, Neglecting Reinforcement, to Tension Face, yt = yb
0.90 in. From Comp. Strength Calc tab
Moment of Inertia for Deflection of Steel Deck, Id 2.86 in.⁴/ft From Comp. Strength Calc tab Moment of Inertia for Multi‑Span Design, Im = (Ie + Id) / 2 = 1.43 in.⁴/ft ACI 318‑19 Section 24.2.3.6
Service Load Combinations (Deflection) Total Dead Load, DL 61.40 psf Live Load, LL 100.000 psf Roof Live Load, Lr 0.000 psf Maximum of LL and Lr is used for serviceability check.
Snow Load, S 20.80 psf Wind Load, W = Max ( Wi ‑ Def, Wu ‑ Def ) 0.00 psf
Check for Live Load Deflection:
Δmax = l / 360 0.20 in.
ΔLL =
LL (l⁴)
= 0.037 in.
145 Es Im
ΔLL = 0.037 in. < Δmax = 0.20 in. OK
Check for Snow or Wind Deflection:
Δmax = l / 180 0.40 in.
Δ(S or W) = (S or W)(l⁴)
= 0.008 in.
145 Es Im
Δ(S or W) = 0.008 in. < Δmax = 0.40 in. OK
App en with 3.5 in. 150 pcf 3500 psi NWC
Check for Total Load Deflection:
Δmax = l / 240 0.30 in.
ΔTL =
(DL+LL)(l⁴)
= 0.059 in.
145 Es Im
ΔTL = 0.059 in. < Δmax = 0.300 in. OK
Time Dependent Deflection
Deflection factor, з, for Not Considered n/a ACI 318‑19 Table 24.2.4.1.3 Factor for long‑term deflection, Δ = з / ( 1 + 50 ρ' ) 1.00 ACI 318‑19 Section 24.2.4.1.1 λΔ (DL) = λΔ (DL) (l⁴)
= 0.022 in.
145 Es Im
Deflection factor, з, for Not Considered n/a ACI 318‑19 Table 24.2.4.1.3 Factor for long‑term deflection, Δ = з / ( 1 + 50 ρ' ) 1.000 ACI 318‑19 Section 24.2.4.1.1 λΔLL = λΔ (LL) (l⁴)
= 0.037 in.
145 Es Im λΔTL = λΔDL + λΔLL = 0.059 in.
λΔTL = 0.059 in. < Δmax = 0.30 in. OK
22 Gage 1.5VL‑36 is acceptable for serviceability.
App en with 3.5 in. 150 pcf 3500 psi NWC
Rebar Developmental and Splice Length
Per ACI 318‑14 Section 25.4.2.1 & 25.4.2.3
12.00 in. ≥ 12 in. ACI 318‑19 Eq. 25.4.2.3a
Where, (cb + Ktr ) / db = 2.50 ≤ 2.5 Transverse Reinforcement Index, Ktr 0 in. ACI 318‑19 Section 25.4.2.4 Nominal Diameter of Selected Bar, db 0.38 in.
Specified Yield Strength of Reinforcement, fy 60000 psi Concrete Strength, f'c 3500 psi (for NWC = 1.0, for LWC = 0.75) 1.00 ACI 318‑19 Table 25.4.2.5 ψt, Casting Position 1.00 ACI 318‑19 Table 25.4.2.5 ψe, Uncoated or Zinc Coated (Galvanized) Reinforcement 1.00 ACI 318‑19 Table 25.4.2.5 ψs, 1.0 for ≥ #7, 0.8 for #6 and Smaller Bars 0.80 ACI 318‑19 Table 25.4.2.5
Min. of (a) & (b), cb 1.00 in.
(a) The Distance From Center of a Bar to Nearest Concrete Surface 1.00 in.
ACI 318‑19 Section 2.2
(b) One‑Half the Center‑to‑Center Spacing of Bars Being Developed 6.00 in.
Lap Splice Lengths of Deformed Bars in Tension ACI 318‑19 Section 25.5.2.1
As, provided / As, reqd.
Maximum Percent of As Spliced Within Required
Lap Length Splice Type
Length of Splice, Over Length of Splice lst
≥ 2.0 50 Class A 1.0 (ld) = 12.0 ≥ 12 in
100 Class B 1.3 (ld) = 15.6 ≥ 12 in < 2.0 All Cases Class B
Composite Deck‑Slab V5.6 is based on: Date: 12/23/2024 ANSI/SDI C‑2017, IAPMO UES ER‑0652, and IAPMO UES ER‑0423
NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.
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App en
Steel Beam
DESCRIPTION: --None--
Project File: q1 deck.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties Analysis Method :
ksi Bending Axis : Major Axis Bending
Completely Unbraced Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : E: Modulus : 29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans...
Uniform Load on ALL spans : D = 0.3680, L = 0.50, S = 0.1040 k/ft
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.426 : 1
Load Combination +1.20D+1.60L+0.50S
Span # where maximum occurs Span # 1
5.007 k Mn * Phi : Allowable 22.531 k-ft Vn * Phi : Allowable
W8x10Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1
Load Combination +1.20D+1.60L+0.50S
40.239 k
Section used for this span W8x10 Mu : Applied
Maximum Shear Stress Ratio = 0.124 : 1
7.670 ft
9.602 k-ft Vu : Applied
0 <360
Ratio = 0 <180
Maximum Deflection Max Downward Transient Deflection 0.044 in 2,101Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.077 in Ratio = >=180 Max Upward Total Deflection 0.000 in
Span: 1 : L Only Span: 1 : +D+L
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+L 1 0.0769 3.857 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 3.367 3.367 Overall MINimum 0.399 0.399 D Only 1.450 1.450 +D+L 3.367 3.367 +D+S 1.849 1.849 +D+0.750L 2.888 2.888 +D+0.750L+0.750S 3.187 3.187 +0.60D 0.870 0.870 L Only 1.918 1.918 S Only 0.399 0.399
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App en
Concrete Beam
DESCRIPTION: --None--
Project File: Q1 deck.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties 3.0
7.50 145.0
Elastic Modulus 3,122.0 ksi
60.0 29,000.0 3=
= 0.90 0.750 f'c ksi fy - Main Rebar ksi
Density
1/2 fr = f'c * 410.792 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 :
.Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 8.0 in Span #1 Reinforcing
2-#5 at 2.50 in from Bottom, from 0.0 to 7.667 ft in this span
Load for Span Number 1 Uniform Load : D = 0.350, L = 0.110, S = 0.02275 k/ft, Tributary Width = 1.0 ft
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.349 : 1
Span # where maximum occurs Span # 1 Location of maximum on span 3.840 ft
Mn * Phi : Allowable 12.801 k-ft
Typical SectionSection used for this span Mu : Applied 4.463 k-ft
Maximum Deflection
0 <360.0
Ratio = 0 <180.0
Max Downward Transient Deflection 0.008 in 11469Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.041 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in
S Only L Only Span: 1 : +D+L Span: 1 : +D+L
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Project Job Ref.
Section Sheet no./rev.
Calc. by
B Date
1/14/2025 Chk'd by Date App'd by Date
RETAINING BASEMENT WALL ANALYSIS & DESIGN
In accordance with ACI 318-19 (22) Tedds calculation version 1.0.01
Design summary
Overall design status; PASS
Overall design utilization; 0.866
Analysis - Combination D + H + L
Description Unit Provided Required Utilization Result Bearing pressure psf 4000 3464.89 0.866 PASS
Design - Combination 1.2D + 1.6H + 1.6L + 0.5Lr
Description Unit Provided Required Utilization Result Pure axial capacity kips/ft 187.79 4.13 0.022 PASS Bending capacity kips_ft/ft 10.52 -6.91 0.657 PASS Shear capacity kips/ft 4.52 3.68 0.814 PASS Foot. bending capacity kips_ft/ft 26.88 0.37 0.014 PASS
Basement wall details
Stem height; hstem = 11 ft
Thickness of stem; tstem = 8 in
Stem area; Astem = hstem tstem = 7.33 ft2
Density; stem = 150 pcf
Fixity at base of the wall; Pinned
Angle to rear face of basement wall; = 90
Retained soil height; hret = 7 ft
Backfill soil angle; = 0
Groundwater level; hwater = 7 ft
Water density; water = 62.3 pcf
Strip footing details
Footing depth; hfooting = 12 in
Toe length; ltoe = 0.58 ft
Heel length; lheel = 0.58 ft
Total length; ltotal = 1.83 ft
Footing area; Afooting = ltotal hfooting = 1.83 ft2
Density; footing = 150 pcf
Footing rotation; Not prevented
Total height; htotal = hstem + hfooting = 12 ft
Effective soil height; heff = hret + hfooting = 8 ft
App en
Calc. by
B Date
1/14/2025 Chk'd by Date App'd by Date
G.L.G.W.L.
8"
11'
7" 7"
1'
1' 10"
7'7'
Loading details
Axial dead load on top of wall ; PD = 0.8 kips/ft
Moment dead load on top of wall; MD = 0.4 kips_ft/ft
Axial live load on top of wall ; PL = 1.1 kips/ft
Moment live load on top of wall; ML = 0.5 kips_ft/ft
Live surcharge load; pL,sur = 200 psf
Axial snow load on top of wall ; PS = 0.2 kips/ft
Moment snow load on top of wall; MS = 0.1 kips_ft/ft
Retained soil properties
Soil type; Soft sandy clay
Moist density; mr = 110 pcf
Moist soil height; hmoist = 0 ft
Saturated density; sr = 110 pcf
Saturated soil height; hsat = 7 ft
Effective internal resistance angle; r = 26
Effective wall friction angle; r = 13
Base soil properties
Gross allowable bearing pressure; Pbearing.Gross = 4000 psf
Using Coulomb theory
At rest pressure coefficient; K0 = 1 - sin(r) = 0.562
ASCE 7-22 load combinations (ASD)
D + H (0.639)
D + H + L (0.866)
D + H + S (0.671)
App en
Calc. by
B Date
1/14/2025 Chk'd by Date App'd by Date
D + H + 0.75L + 0.525S (0.826)
Critical ASD combination results: D + H + L
Lateral pressure
Live surcharge pressure; pL.Surch.Press = K0 cos (r) pL,sur = 109.4 psf
Dead surcharge pressure; pD.Surch.Press = K0 cos (r) pD,sur = 0 psf
Soil pressure at top of retained soil pSoil.Top = 0 psf
Soil pressure at groundwater level pSoil.WaterLevel = K0 cos (r) hmoist mr = 0 psf
Soil pressure at footing; pSoil.Footing = K0 cos (r) (hmoist mr + (hret + hfooting - hmoist) (sr - water)) =
208.8 psf
Water pressure at footing; pWater.Footing = water (hwater + hfooting) = 498.4 psf
G.W.L.
109 psf
728 psf
817 psf
109 psf 200 psf
1.96 kips/ft
0.85 kips_ft/ft
796 psf 3465 psf
Reactions at base of stem (from 2D analysis model)
Axial RV.StemBase = 3064 plf
Shear RH.StemBase = 2306 plf
Moment RM.StemBase = 0 lb_ft/ft
Bearing pressure check
Vertical forces
Stem; FV.Stem = Astem stem = 1100 plf
Footing; FV.Footing = Afooting footing = 275 plf
Retained soil; FV.Soil = hmoist lheel mr + hsat lheel (sr - water) = 195 plf
Surcharge load; FV.Surch = pL,sur lheel = 117 plf
Applied axial loads; FV.Applied = PD + PL = 1964 plf
Water; FV.Water = hwater lheel water = 254 plf
Total; FV.Total = FV.Stem + FV.Footing + FV.Soil + FV.Surch + FV.Applied + FV.Water = 3905 plf
App en
Calc. by
B Date
1/14/2025 Chk'd by Date App'd by Date
Horizontal forces
Stem; FH.Stem = RH.StemBase = 2306 plf
Retained soil; FH.Soil = (pSoil.WallBase + 0.5 (pSoil.Footing - pSoil.WallBase)) hfooting = 196 plf
Distance; DFH.Soil = hfooting (2 / 3 pSoil.WallBase + pSoil.Footing / 3) / (pSoil.WallBase + pSoil.Footing)
= 0.489 ft
Surcharge load; FH.Surch = pL.Surch.Press hfooting = 109 plf
Water; FH.Water = (pWater.WallBase + 0.5 (pWater.Footing - pWater.WallBase)) hfooting = 467 plf
Distance; DFH.Water = hfooting (2 / 3 pWater.WallBase + pWater.Footing / 3) / (pWater.WallBase + pWater.Footing) = 0.489 ft
Prop; FH.Prop = FH.Stem + FH.Soil + FH.Surch + FH.Water = 3079 plf
Total; FH.Total = FH.Stem + FH.Soil + FH.Surch + FH.Water - FH.Prop = 0 plf
Moments
Stem; MStem = RV.StemBase (ltoe + tstem / 2) - RH.StemBase hfooting - RM.StemBase = 502 lb_ft/ft
Footing; MFooting = FV.Footing ltotal / 2 = 252 lb_ft/ft
Retained soil; MSoil = FV.Soil (ltoe + tstem + lheel / 2) - FH.Soil DFH.Soil = 204 lb_ft/ft
Surcharge load; MSurch = FV.Surch (ltoe + tstem + lheel / 2) - FH.Surch hfooting / 2 = 125 lb_ft/ft
Water; MWater = FV.Water (ltoe + tstem + lheel / 2) - FH.Water DFH.Water = 163 lb_ft/ft
Horizontal base prop; MH.Prop = FH.Prop hfooting = 3079 lb_ft/ft
Total; MTotal = MStem + MFooting + MSoil + MSurch + MWater + MH.Prop = 4325 lb_ft/ft
Bearing pressure check
Distance to reaction; x = MTotal / FV.Total = 1.11 ft
Eccentricity of reaction; e = x - ltotal / 2 = 0.19 ft
Loaded length of base; LLoad = ltotal = 1.83 ft
Bearing pressure at toe; qtoe = FV.Total / ltotal (1 - 6 e / ltotal) = 796 psf
Bearing pressure at heel; qheel = FV.Total / ltotal (1 + 6 e / ltotal) = 3465 psf
Gross allowable bearing pressure; Pbearing.Gross = 4000 psf
Allowable bearing pressure capacity; qallow = Pbearing.Gross = 4000 psf max(qtoe,qheel) / qallow = 0.866
PASS - Allowable bearing capacity exceeds maximum applied bearing pressure
Basement wall design
Concrete properties
Compressive strength of concrete; f'c = 4000 psi
Concrete modification factor; = 1
Concrete modulus of elasticity - cl 19.2.2.1; Ec = (stem / 1 lb/ft3)1.5 33 (f'c 1 psi) = 3834254 psi
Reinforcement properties
Reinforcement yield strength; fy = 60000 psi
Reinforcement modulus of elasticity; Es = 29000000 psi
Compression-controlled strain limit; ty = 0.002
Max. usable strain at ext. concrete comp. fiber; cu = 0.003
Nominal cover to wall front reinforcement; cnom.front = 3.38 in
Nominal cover to footing top reinforcement; cnom.foot.top = 1.5 in
App en
Calc. by
B Date
1/14/2025 Chk'd by Date App'd by Date
Nominal cover to footing bottom reinforcement; cnom.foot.bot = 1.5 in
Wall vertical reinforcement details
Reinforcement provided; 1 Layer of No. 5 bars at 6 in c/c
Bar diameter; Stem.V = 0.625 in
Area of reinforcement provided; As.prov.Stem.V = 1 Stem.V 2 / (4 sStem.V) = 0.614 in2/ft
Maximum allowable spacing - cl. 11.7.2.1; smax.Stem.V = min(3 tstem, 18 in) = 18 in
PASS - Maximum allowable spacing exceeds reinforcement spacing
Min.area required per foot length - Table 11.6.1; As.min.Stem.V = 0.0012 tstem = 0.115 in2/ft
PASS - Reinforcement provided exceeds minimum reinforcement required
Wall horizontal reinforcement details
Reinforcement provided; 1 Layer of No. 4 bars at 12 in c/c
Bar diameter; Stem.H = 0.5 in
Area of reinforcement provided; As.prov.Stem.H = 1 Stem.H 2 / (4 sStem.H) = 0.196 in2/ft
Maximum allowable spacing - cl. 11.7.3.1; smax.Stem.H = min(3 tstem, 18 in) = 18 in
PASS - Maximum allowable spacing exceeds reinforcement spacing
Min.area required per foot length - Table 11.6.1; As.min.Stem.H = 0.0020 tstem = 0.192 in2/ft
PASS - Reinforcement provided exceeds minimum reinforcement required
Footing longitudinal reinforcement details
Reinforcement provided; No. 5 bars at 6 in c/c
Bar diameter; Foot.long = 0.625 in
Area of reinforcement provided; As.prov.Foot.long = Foot.long 2 / (4 sFoot.long) = 0.614 in2/ft
Maximum allowable spacing - cl. 7.7.2.3; smax.Foot.long = min(3 hfooting, 18 in) = 18 in
PASS - Maximum allowable…
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