HMSG ENVELOPE CALC CUT SHEET-100CD FINAL BACKCHECK-1821115.pdf

PDF 32 MB Posted Aug 27, 2020

Attached to: Hirshhorn Museum and Sculpture Garden Building Envelope Repairs (SF Project No. 1821115)
Solicitation number: 333302-20RF-0010034
Issued by: Smithsonian Institution

About this file

Written by GovTribe AI · Dec 28, 2023

This document is a request for proposal for building envelope repairs at the Hirshhorn Museum and Sculpture Garden. The Smithsonian Institution is soliciting proposals for improvements to the museum's exterior wall and roof assemblies including removing existing materials, installing new insulation and waterproofing, fabricating and installing precast concrete panels to match existing designs, replacing the balcony curtain wall, and demolishing and replacing the roof. Proposals are due by August 31, 2020 at 3:00PM EST and the contract award is a fixed price construction contract not to exceed 670 calendar days from notice to proceed. The small business subcontracting goals are 23% overall with subsets for small disadvantaged, veteran-owned, HUBZone, and women-owned small businesses. Offerors must provide details on experience, plans, personnel, subcontractors, and pricing in separate technical and cost proposal submissions.

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HMSG Design for Building Envelope Repairs RFI 2020-09-11.pdf	PDF	Sep 11, 2020
33330220RF0010034 Amendment 6.pdf	PDF	Sep 11, 2020
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HMSG Repair Building Envelope Bid Sheet 9-9-20.xlsx	XLSX spreadsheet	Sep 9, 2020
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33330220RF0010034 Amendment 5.pdf	PDF	Sep 9, 2020
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33330220RF0010034 Amend 4.pdf	PDF	Sep 4, 2020
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33330220RF0010034 Amendment 3.pdf	PDF	Aug 31, 2020
HMSG RFI 166-171.pdf	PDF	Aug 31, 2020
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HMSG ENVELOPE BOD-100CD FINAL BACKCHECK-1821115.pdf	PDF	Aug 27, 2020
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TABLE OF CONTENTS

CALCULATIONS 5

STRUCTURAL CALCULATIONS 7

BUILDING ENVELOPE 199

MECHANICAL CALCULATIONS 226

HAZARDOUS MATERIALS REPORT 243

PRODUCT DATA 279

ARCHITECTURAL 281

MECHANICAL 367

ELECTRICAL 375

SECURITY 387

600 Maryland Avenue, S.W. USPS Mail: OPDC Capital Gallery Suite 5001 MRC 511 Washington, D.C. 20024 P.O. Box 37012 Voice: 202.633.6230 Fax: 202.633.6233 Washington, D.C. 20013-7012

CALCULATIONS

PROJECT NO.:

PROJECT TITLE:

FACILITY:

DATE:

This project is approved as being in conformance with applicable provisions of the Smithsonian Directive

(SD) 410.

Michael J. Carrancho, P.E., Deputy Director Date

Smithsonian Institution

Office of Planning, Design & Construction kwok.ong Text Box

STRUCTURAL CALCULATIONS

Hirshhorn Envelope Repairs

Independence Ave and 7th St

Washington, DC 20560

SILMAN PROJECT NO. W3628

01/13/2020

PREPARED FOR:

Callison RTKL Inc.

2101 L St. NW, Suite 200

Washington, dc 20037

BY:

Ellen O’Brien

SILMAN

1053 31st Street, NW

Washington, DC 20007

Checked by: Kenneth Hill

Contents: Page

Slab Checks……………………………………………………………………………………………………………………………………………………………………………………

Precast Panel Designs

Glazing Systems ellen.wright Text Box

Error! Reference source not found.

Hirshhorn Envelope Narrative

The following is a brief summary of the design of the 65% Building Envelope project structural scope. The different general scope areas are discussed individually in the following sections. This summary is provided to explain the context of the different scope items and is not intended to comprehensively document the different scope items.

Exterior Drum Precast Panels: The exterior drum existing precast panel connections were identified as being deficient in a previous study. This, along with envelope performance upgrades, are the primary reasons for the removal of the existing precast panels. The exterior drum precast panels are being progressed to 100% CD’s.

Several options were investigated for the replacement of these panels including reuse of the existing panels, UHPC panels & new traditional precast panels. These studies were presented in this project through three design workshops and it was ultimately decided that traditional precast panels offset from the building to allow for the envelope upgrades was the preferred solution. The panels documented in the drawings and calculations are only the new traditional precast panels. The precast panels are typically connected to the thick concrete wall that creates the exterior drum wall. The new panels are intended to be installed in an idealized circle that the Architect has developed based survey of the existing building. The concrete wall substrate is not a perfect circle and as such the distance between the backup wall and the face of panel will vary. This is handled by providing multiple connections that can be applied based on the existing condition.

Re-roofing & Roof Items: The structural scope relating to the roofing includes evaluating the capacity of the existing roof structure, the replacement of existing drains, and installation of new cast-in-place curbs.

Glazing: The balcony glazing is a custom steel with aluminum trim system designed for wind and blast.

All mullion sections and connections presented in this proposed design have been coordinated with the blast consultant.

OBrien Rectangle

Subject:

Based on ACI-318-11, ASCE 7

Section Properties:

20.00 in b - Section Bottom width (Assuming 1' strip width)

5.00 in h - Section Height

6.67 ft Ln - clear span

0.10 ksf Self Weight

Material Properties

5.00 ksi f'c - Concrete compressive stress

60.00 ksi Fy - Rebar Yield Strength (Gr. 40 for 1930s construction)

29,000 ksi Es - Steel Elastic Modulus

4,031 ksi Ec - Concrete Elastic Modulus

Rebar Layout

0.75 in Cc - Bottom clear cover

4.25 in d (Bottom Bars) - Distance between extreme compressive fiber and tensile centroid

Note: d (Bottom Bars) assumes bars arranged in 2 rows if no Bent Bars are present

Bottom Longitudinal Rebar

6 in. o.c. Spacing of Bars - Mesh

0.225 in Nominal Diameter of Bars - Mesh

# 4 Bar Size - Bent Bars

0.225 in Bar Diameter - Bent Bars

0.04 in² As - Area of steel of each bar - Bent Bars

0.13 in² As Total - Area of steel

Existing 5" Slab Capacity 6'-8" Span Checked By: SAJ

Project: SI-HMSG

Job No.: W3628

Made By: SMD

Date: 10/31/2018

Subject: Existing 5" Slab Capacity 6'-8" Span Checked By: SAJ

Project: SI-HMSG

Job No.: W3628

Made By: SMD

Date: 10/31/2018

Positive Moment Capacity Calculation:

0.9 φb - Bending Strength reduction factor

0.13 in² As - Area of Steel

20.00 in b - Section Bottom width

4.25 in d - Distance between extreme compressive fiber and tensile centroid

0.002 ρ = As/(bd)

60.00 ksi Fy - Rebar Yield Strength

5.00 ksi f'c - Concrete compressive stress

0.019 ω = ρ*fy/f'c

2.79 k-ft Mn - Nominal Moment Capcity

2.51 k-ft φbMn

0.09 in a = As*fy/(0.85*f'c*b)

0.85 β1

0.11 in c = a/β1

0.113 ϵt - Strain in the Rebar

OK Check that strain > 0.005 and the failure is tension controlled

Shear Capacity Calculation:

0.75 φv - Shear Strength Reduction Factor

5.00 ksi f'c - Concrete compressive stress

60.00 ksi Fy - Rebar Yield Strength

20.00 in b - Section Bottom width

4.25 in d - Distance between extreme compressive fiber and tensile centroid

One Way Shear Capacity

12.02 k Vc - Nominal Concrete Shear Strength (11-3)

9.02 k φvVc

Job No.: W3628

Made By: SMD

Date: 10/31/2018

Extra SDL Capacity of Slab - Uniform Loading

0.1042 ksf Selfweight of slab

0.100 ksf Live Load

0.14 ksf Superimposed Dead Load

140 psf

Assuming 2 span condition:

9.016 k Vu = 0.625ωl

2.513 k-ft Mu = 0.125ωl

0.452 ksf ω - 1.2D + 1.6L

6.67 ft l - clear span

Extra SDL Capacity of Slab - Point Load in Center

0.10 ksf Selfweight of slab

0.10 ksf Live Load

0.03 ksf Superimposed Dead Load

612 lb Superimposed Point Load

Assuming 2 span condition:

9.02 k Vu = 1.25ωl + 1.38P

2.51 k-ft Mu = 0.125ωl + 0.187Pl

0.32 ksf ω - 1.2D + 1.6L

6.67 ft l - clear span

Extra SDL Capacity of Slab - Point Load near Edge (Assuming 1' from edge)

0.10 ksf Selfweight of slab

0.10 ksf Live Load

0.02 ksf Superimposed Dead Load

924 lb Superimposed Point Load

Assuming 2 span condition:

9.02 k Vu = 0.625ωl + 0.86P

2.51 k-ft Mu = 0.125ωl + 0.86P

0.31 ksf ω - 1.2D + 1.6L

6.67 ft l - clear span

Subject:

Based on ACI-318-11, ASCE 7

Section Properties:

20.00 in b - Section Bottom width (Assuming 1' strip width)

5.00 in h - Section Height

6.67 ft Ln - clear span

0.10 ksf Self Weight

Material Properties

5.00 ksi f'c - Concrete compressive stress

60.00 ksi Fy - Rebar Yield Strength (Gr. 40 for 1930s construction)

29,000 ksi Es - Steel Elastic Modulus

4,031 ksi Ec - Concrete Elastic Modulus

Rebar Layout

0.75 in Cc - Bottom clear cover

4.25 in d (Bottom Bars) - Distance between extreme compressive fiber and tensile centroid

Note: d (Bottom Bars) assumes bars arranged in 2 rows if no Bent Bars are present

Bottom Longitudinal Rebar

6 in. o.c. Spacing of Bars - Mesh

0.225 in Nominal Diameter of Bars - Mesh

# 4 Bar Size - Bent Bars

0.225 in Bar Diameter - Bent Bars

0.04 in² As - Area of steel of each bar - Bent Bars

0.13 in² As Total - Area of steel

Existing 5" Slab Capacity 6'-8" Span Checked By: SAJ

Project: SI-HMSG

Job No.: W3628

Made By: SMD

Date: 10/31/2018

Job No.: W3628

Made By: SMD

Date: 10/31/2018

Positive Moment Capacity Calculation:

0.9 φb - Bending Strength reduction factor

0.13 in² As - Area of Steel

20.00 in b - Section Bottom width

4.25 in d - Distance between extreme compressive fiber and tensile centroid

0.002 ρ = As/(bd)

60.00 ksi Fy - Rebar Yield Strength

5.00 ksi f'c - Concrete compressive stress

0.019 ω = ρ*fy/f'c

2.79 k-ft Mn - Nominal Moment Capcity

2.51 k-ft φbMn

0.09 in a = As*fy/(0.85*f'c*b)

0.85 β1

0.11 in c = a/β1

0.113 ϵt - Strain in the Rebar

OK Check that strain > 0.005 and the failure is tension controlled

Shear Capacity Calculation:

0.75 φv - Shear Strength Reduction Factor

5.00 ksi f'c - Concrete compressive stress

60.00 ksi Fy - Rebar Yield Strength

20.00 in b - Section Bottom width

4.25 in d - Distance between extreme compressive fiber and tensile centroid

One Way Shear Capacity

12.02 k Vc - Nominal Concrete Shear Strength (11-3)

9.02 k φvVc

Job No.: W3628

Made By: SMD

Date: 10/31/2018

Extra SDL Capacity of Slab - Uniform Loading

0.1042 ksf Selfweight of slab

0.055 ksf Live Load

0.20 ksf Superimposed Dead Load

200 psf

Assuming 2 span condition:

9.016 k Vu = 0.625ωl

2.513 k-ft Mu = 0.125ωl

0.452 ksf ω - 1.2D + 1.6L

6.67 ft l - clear span

Extra SDL Capacity of Slab - Point Load in Center

0.10 ksf Selfweight of slab

0.06 ksf Live Load

0.03 ksf Superimposed Dead Load

933 lb Superimposed Point Load

Assuming 2 span condition:

9.02 k Vu = 1.25ωl + 1.38P

2.51 k-ft Mu = 0.125ωl + 0.187Pl

0.24 ksf ω - 1.2D + 1.6L

6.67 ft l - clear span

Extra SDL Capacity of Slab - Point Load near Edge (Assuming 1' from edge)

0.10 ksf Selfweight of slab

0.10 ksf Live Load

0.02 ksf Superimposed Dead Load

924 lb Superimposed Point Load

Assuming 2 span condition:

9.02 k Vu = 0.625ωl + 0.86P

2.51 k-ft Mu = 0.125ωl + 0.86P

0.31 ksf ω - 1.2D + 1.6L

6.67 ft l - clear span

Element: User Lines; User Notes; User Dimensions; Wall Elements Below; Wall Elements Above; Column Elements Below; Column Elements Above; Slab Elements; Point Springs; Point Spring Icons; Line Springs; Line Spring Icons; Area Springs; Area Spring Icons; Point Supports; Point Support Icons; Line Supports; Line Support Icons;

Drawing Import: User Lines; User Notes; User Dimensions;

Scale = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Element: Standard Plan

Element: Standard Plan - 1

Fz=85

Fz=85 Fz=85

Fz=85

Other Dead Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values;

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 = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Other Dead Loading: All Loads Plan

Other Dead Loading: All Loads Plan - 2

Fz=100

Fz=100 Fz=100

Fz=100

Live (Reducible) Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values;

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 = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Live (Reducible) Loading: All Loads Plan

Live (Reducible) Loading: All Loads Plan - 3

Design Strip: User Lines; User Notes; User Dimensions; Latitude SSs; Latitude SSSs; SSS Hatching; Latitude DSs; Latitude Span Boundaries; Latitude Strip Boundaries;

Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;

Scale = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Design Strip: Latitude Design Spans Plan

Design Strip: Latitude Design Spans Plan - 4

Design Strip: User Lines; User Notes; User Dimensions; Longitude SSs; Longitude SSSs; SSS Hatching; Longitude DSs; Longitude Span Boundaries; Longitude Strip Boundaries;

Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;

Scale = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Design Strip: Longitude Design Spans Plan

Design Strip: Longitude Design Spans Plan - 5

Design Strip: User Lines; User Notes; User Dimensions; Punching Checks; Punching Check Sections;

Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;

Scale = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Design Strip: Punching Checks Plan

Design Strip: Punching Checks Plan - 6

(2)#5x60B(2)#5x60T #3(2-Leg)@4.47(161 spaces)

(3 x B

(7 x .5

T (7 x B

(3 x B

(2 x B

Reinforcement: User Lines; User Notes; User Dimensions; Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; Latitude Program Concentrated Reinf.; Longitude Program Concentrated Reinf.; Top Face Concentrated Reinf.; Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Concentrated Reinf. Extent; Latitude User Distributed Reinf.; Longitude User Distributed Reinf.; Latitude Program Distributed Reinf.; Longitude Program Distributed Reinf.; Top Face Distributed Reinf.; Bottom Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Distributed Reinf.; Distributed Reinf. Descriptions; Distributed Reinf. Extent; Latitude User Transverse Reinf.; Longitude User Transverse Reinf.; Latitude Program Transverse Reinf.; Longitude Program Transverse Reinf.; Transverse Reinf. Descriptions; Transverse Reinf. Extent; Latitude User Individual Transverse Bars; Longitude User Individual Transverse Bars; Latitude Program Individual Transverse Bars; Longitude Program Individual Transverse Bars; Program SSR Callouts; SSR Callout Details; Program SSR Rails;

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 = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Reinforcement: Standard Plan

Reinforcement: Standard Plan - 7

19.3 4 19.39.3S 9.3S to p c o v e r to C

G S

.7 b o tt o m c o v e r to C

G S to p c o v e r to C

G S

Latitude Tendon Parameters: User Lines; User Notes; User Dimensions; Distributed Tendon Quadrilateral; Jack Region; Distributed Tendon Description; Distributed Tendon Profile Polyline Ends; Distributed Tendon Profile Area Edge; Distributed Tendon Profile Span Changes; Distributed Tendon Profile Concrete Elevation Change; Tendon Void; Distributed Tendon Overlap Areas; Banded Tendons; Banded Tendon Description; Banded Tendon Fillet Graphics; Profile Points; Profile Elevation Values; Profile Nodes; Tendon Profile Polylines; Tendon Profile Polyline Details;

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;

Manual Latitude Tendon: Tendons; Num Strands; Tendon Points; Profile Values;

Scale = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Latitude Tendon Parameters: Standard Plan

Latitude Tendon Parameters: Standard Plan - 8

Longitude Tendon Parameters: User Lines; User Notes; User Dimensions; Distributed Tendon Quadrilateral; Jack Region; Distributed Tendon Description; Distributed Tendon Profile Polyline Ends; Distributed Tendon Profile Area Edge; Distributed Tendon Profile Span Changes; Distributed Tendon Profile Concrete Elevation Change; Tendon Void; Distributed Tendon Overlap Areas; Banded Tendons; Banded Tendon Description; Banded Tendon Fillet Graphics; Profile Points; Profile Elevation Values; Profile Nodes; Tendon Profile Polylines; Tendon Profile Polyline Details;

Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;

Manual Longitude Tendon: Tendons; Num Strands; Tendon Points; Profile Values;

Scale = 1:250

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Longitude Tendon Parameters: Standard Plan

Longitude Tendon Parameters: Standard Plan - 9

0.6

1 1.4 1.6

1.4

0.8

0.6

0.2

Final Instantaneous Load: 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 = 1:250 Final Instantaneous Load - Vertical Deflection Plot

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6

Min Value = -1.927e-9 inches @ (52,-1.251) Max Value = 1.944 inches @ (22,-2.875)

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Final Instantaneous Load: Std Deflection Plan

Final Instantaneous Load: Std Deflection Plan - 10

1C-1

-1 O

Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Numbers; Span Design Status; Latitude DS Designs; Longitude DS Designs; DS Design Numbers; DS Design Status; PC Designs; PC Design Numbers; PC Design Status;

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 = 1:250 Design Status - Punching Plot: (Stresses,Stress Ratio)(Standard Sections 1-999)(Max Mr Context)

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Design Status: Status Plan

Design Status: Status Plan - 11

Calculating All (Everything Out-of-Date)(Considering Previous Warnings)

Active Calculation Options:

The structure is not automatically stabilized in the X and Y directions.

Supports above slab NOT included in self-dead loading.

Tendon vertical component NOT considered in punch check reactions.

Design reinforcement.

6 zero-tension iterations are used to eliminate tension in area springs.

Creep Factor of 3.35 used in ECR and load history calculations.

Shrinkage strain of 0.0004 used in ECR and load history calculations.

ACI 318-11 is used in design.

Live load reduction not used

Assembling Stiffness Matrix.

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Creating Self-Dead Loading.

Generating Program Tendons.

No Tendons to Generate on Latitude Tendon Parameters layer

No Tendons to Generate on Longitude Tendon Parameters layer

Creating Balance Loading.

WARNING: Tendon #1 (Manual Latitude Tendon) ((7,0)) has a radius (3.529) that is less than the minimum allowable (6)

User Continued After Warning

WARNING: Tendon #2 (Manual Latitude Tendon) ((37,0)) has a radius (3.529) that is less than the minimum allowable (6)

User Continued After Warning

Detailing User Reinforcement.

Determining Concrete Cross Sections

Determining Tendon Cross Sections

Determining Reinforcing Bar Cross Sections

Solving for Self-Dead Loading.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (4.67e-11,5.86e-12,39.1) Kips

Load-Reaction Tolerance: (4.67e-11,5.86e-12,-2.49e-10) Kips

Solving for Balance Loading.

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-1.71e-10,-1.56e-11,4.31e-10) Kips

Load-Reaction Tolerance: (-1.71e-10,-1.56e-11,4.31e-10) Kips

Solving for Temporary Construction (At Stressing) Loading.

Temporary Construction (At Stressing) Loading has No Loads.

Solving for Other Dead Loading.

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (3.49e-11,4.25e-12,29.3) Kips

Load-Reaction Tolerance: (3.49e-11,4.25e-12,-1.87e-10) Kips

Solving for Live (Reducible) Loading.

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (4.11e-11,2.52e-12,34.5) Kips

Load-Reaction Tolerance: (4.11e-11,2.52e-12,-2.2e-10) Kips

Solving for Live (Unreducible) Loading.

Live (Unreducible) Loading has No Loads.

Solving for Live (Storage) Loading.

Live (Storage) Loading has No Loads.

Solving for Live (Parking) Loading.

Live (Parking) Loading has No Loads.

Solving for Live (Roof) Loading.

Live (Roof) Loading has No Loads.

Solving for Snow Loading.

Snow Loading has No Loads.

Calculating Precompression in Cross Sections

Solving for Hyperstatic Loading.

Solving for All Dead LC.

Solving for Dead + Balance LC.

Solving for Initial Service LC.

Solving for Service LC: D + L.

Solving for Service LC: D + Lr.

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Calc Log

Calc Log - 12

Solving for Service LC: D + S.

Solving for Service LC: D + 0.75L + 0.75Lr.

Solving for Service LC: D + 0.75L + 0.75S.

Solving for Sustained Service LC.

Solving for Factored LC: 1.4D.

Solving for Factored LC: 1.2D + 1.6L + 0.5Lr.

Solving for Factored LC: 1.2D + f1L + 1.6Lr.

Solving for Factored LC: 1.2D + 1.6L + 0.5S.

Solving for Factored LC: 1.2D + f1L + 1.6S.

Calculating Code Minimum Design envelopes.

Calculating User Minimum Design envelopes.

Calculating Initial Service Design envelopes.

Calculating Service Design envelopes.

Calculating Sustained Service Design envelopes.

Calculating Strength Design envelopes.

Calculating Ductility Design envelopes.

Calculating Code Minimum Design - Pass 0

Calculating User Minimum Design - Pass 0

Calculating Initial Service Design - Pass 0

Calculating Service Design - Pass 0

Calculating Sustained Service Design - Pass 0

Calculating Strength Design - Pass 0

Calculating Ductility Design - Pass 0

Calculating Code Minimum Design - Pass 1

Calculating User Minimum Design - Pass 1

Calculating Initial Service Design - Pass 1

Calculating Service Design - Pass 1

Calculating Sustained Service Design - Pass 1

Calculating Strength Design - Pass 1

Calculating Ductility Design - Pass 1

Calculating Code Minimum Design - Pass 2

Calculating User Minimum Design - Pass 2

Calculating Initial Service Design - Pass 2

Calculating Service Design - Pass 2

Calculating Sustained Service Design - Pass 2

Calculating Strength Design - Pass 2

Calculating Ductility Design - Pass 2

Calculating Code Minimum Design - Final Design Check

Calculating User Minimum Design - Final Design Check

Calculating Initial Service Design - Final Design Check

Calculating Service Design - Final Design Check

Calculating Sustained Service Design - Final Design Check

Calculating Strength Design - Final Design Check

Calculating Ductility Design - Final Design Check

Laying Out Program Reinforcement

Optimizing Program Reinforcement Layout

Converting SSR Designs

Converting Program Transverse Bar Designs

Detailing User Transverse Reinforcement

Detailing Program Reinforcement

Estimating Costs

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4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Calc Log (2)

Calc Log - 13

Solving for Load History Deflections.

Solving Instantaneous Load Step Maximum Short Term Load, Iteration 0

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (1.51e-11,9.88e-12,39.1) Kips

Load-Reaction Tolerance: (1.51e-11,9.88e-12,-1.46e-10) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-8.26e-11,-2.61e-11,2.56e-10) Kips

Load-Reaction Tolerance: (-8.26e-11,-2.61e-11,2.56e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (1.12e-11,1.01e-11,29.3) Kips

Load-Reaction Tolerance: (1.12e-11,1.01e-11,-1.1e-10) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (1.3e-11,7.35e-12,34.5) Kips

Load-Reaction Tolerance: (1.3e-11,7.35e-12,-1.29e-10) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Instantaneous Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 1

Solving Instantaneous Load Step Maximum Short Term Load, Iteration 1

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (-3.68e-11,2.72e-12,39.1) Kips

Load-Reaction Tolerance: (-3.68e-11,2.72e-12,5.39e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (6.61e-11,8.03e-12,-8.89e-11) Kips

Load-Reaction Tolerance: (6.61e-11,8.03e-12,-8.89e-11) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (-2.77e-11,-4.99e-13,29.3) Kips

Load-Reaction Tolerance: (-2.77e-11,-4.99e-13,4.1e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (-3.26e-11,-2.16e-12,34.5) Kips

Load-Reaction Tolerance: (-3.26e-11,-2.16e-12,4.84e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Instantaneous Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 2

Solving Instantaneous Load Step Maximum Short Term Load, Iteration 2

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (2.29e-11,3.56e-12,39.1) Kips

Load-Reaction Tolerance: (2.29e-11,3.56e-12,-7.02e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-7.03e-11,-4.01e-12,1.18e-10) Kips

Load-Reaction Tolerance: (-7.03e-11,-4.01e-12,1.18e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (1.74e-11,3.4e-12,29.3) Kips

Load-Reaction Tolerance: (1.74e-11,3.4e-12,-5.23e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (2.06e-11,3.62e-12,34.5) Kips

Load-Reaction Tolerance: (2.06e-11,3.62e-12,-6.16e-11) Kips

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Load History Calc Log

Load History Calc Log - 14

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Cracking Summary for Instantaneous Load Step Maximum Short Term Load:

Strip 1C-1, Cross Section 19 has exceeded the cracking load on the bottom face: fa/fcr = 1.008.

Strip 1C-1, Cross Section 20 has exceeded the cracking load on the bottom face: fa/fcr = 1.034.

Strip 1C-1, Cross Section 21 has exceeded the cracking load on the bottom face: fa/fcr = 1.046.

Strip 1C-1, Cross Section 22 has exceeded the cracking load on the bottom face: fa/fcr = 1.054.

Strip 1C-1, Cross Section 23 has exceeded the cracking load on the bottom face: fa/fcr = 1.046.

Strip 1C-1, Cross Section 24 has exceeded the cracking load on the bottom face: fa/fcr = 1.026.

Yielding Summary for Instantaneous Load Step Maximum Short Term Load:

No yielding detected.

Local Instability Summary for Instantaneous Load Step Maximum Short Term Load:

No local instabilities detected.

Solving Sustained Load Step Maximum Short Term Load, Iteration 0

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (2.29e-11,3.56e-12,39.1) Kips

Load-Reaction Tolerance: (2.29e-11,3.56e-12,-7.02e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-7.03e-11,-4.01e-12,1.18e-10) Kips

Load-Reaction Tolerance: (-7.03e-11,-4.01e-12,1.18e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (1.74e-11,3.4e-12,29.3) Kips

Load-Reaction Tolerance: (1.74e-11,3.4e-12,-5.23e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (2.06e-11,3.62e-12,34.5) Kips

Load-Reaction Tolerance: (2.06e-11,3.62e-12,-6.16e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Sustained Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 1

Solving Sustained Load Step Maximum Short Term Load, Iteration 1

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (6.12e-12,3.91e-13,39.1) Kips

Load-Reaction Tolerance: (6.12e-12,3.91e-13,-2.95e-10) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-1.03e-11,-6.15e-12,5.02e-10) Kips

Load-Reaction Tolerance: (-1.03e-11,-6.15e-12,5.02e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (5.15e-12,-1.68e-13,29.3) Kips

Load-Reaction Tolerance: (5.15e-12,-1.68e-13,-2.2e-10) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (5.77e-12,1.14e-12,34.5) Kips

Load-Reaction Tolerance: (5.77e-12,1.14e-12,-2.6e-10) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Sustained Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 2

Solving Sustained Load Step Maximum Short Term Load, Iteration 2

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (-1.65e-11,9.61e-12,39.1) Kips

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Load History Calc Log (2)

Load History Calc Log - 15

Load-Reaction Tolerance: (-1.65e-11,9.61e-12,-1.81e-10) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (8.59e-12,-2.77e-11,3.13e-10) Kips

Load-Reaction Tolerance: (8.59e-12,-2.77e-11,3.13e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (-1.22e-11,5.45e-12,29.3) Kips

Load-Reaction Tolerance: (-1.22e-11,5.45e-12,-1.37e-10) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (-1.43e-11,1.34e-11,34.5) Kips

Load-Reaction Tolerance: (-1.43e-11,1.34e-11,-1.61e-10) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Sustained Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 3

Solving Sustained Load Step Maximum Short Term Load, Iteration 3

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (-3.34e-11,-1.28e-12,39.1) Kips

Load-Reaction Tolerance: (-3.34e-11,-1.28e-12,-7.8e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (1.08e-10,-6.04e-12,1.35e-10) Kips

Load-Reaction Tolerance: (1.08e-10,-6.04e-12,1.35e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (-2.47e-11,-2.9e-12,29.3) Kips

Load-Reaction Tolerance: (-2.47e-11,-2.9e-12,-5.91e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (-2.88e-11,-2.25e-12,34.5) Kips

Load-Reaction Tolerance: (-2.88e-11,-2.25e-12,-6.95e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Sustained Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 4

Solving Sustained Load Step Maximum Short Term Load, Iteration 4

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (-2.55e-12,-7.17e-13,39.1) Kips

Load-Reaction Tolerance: (-2.55e-12,-7.17e-13,-8.31e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (1.31e-11,1.6e-11,1.52e-10) Kips

Load-Reaction Tolerance: (1.31e-11,1.6e-11,1.52e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (-1.5e-12,-2.69e-12,29.3) Kips

Load-Reaction Tolerance: (-1.5e-12,-2.69e-12,-6.37e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (-2.2e-12,-5.56e-13,34.5) Kips

Load-Reaction Tolerance: (-2.2e-12,-5.56e-13,-7.45e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Calculating Sustained Cross Section Load History Curvatures for Load Step Maximum Short Term Load Iteration 5

Solving Sustained Load Step Maximum Short Term Load, Iteration 5

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Load History Calc Log (3)

Load History Calc Log - 16

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (-5.63e-13,-5.26e-12,39.1) Kips

Load-Reaction Tolerance: (-5.63e-13,-5.26e-12,-4.43e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-6.75e-11,6.33e-12,7.09e-11) Kips

Load-Reaction Tolerance: (-6.75e-11,6.33e-12,7.09e-11) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (-6.21e-13,-4.62e-12,29.3) Kips

Load-Reaction Tolerance: (-6.21e-13,-4.62e-12,-3.25e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (-1e-12,-2.55e-12,34.5) Kips

Load-Reaction Tolerance: (-1e-12,-2.55e-12,-3.95e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Cracking Summary for Sustained Load Step Maximum Short Term Load:

Strip 1C-1, Cross Section 13 has exceeded the cracking load on the bottom face: fa/fcr = 1.033.

Strip 1C-1, Cross Section 14 has exceeded the cracking load on the bottom face: fa/fcr = 1.101.

Strip 1C-1, Cross Section 15 has exceeded the cracking load on the bottom face: fa/fcr = 1.168.

Strip 1C-1, Cross Section 16 has exceeded the cracking load on the bottom face: fa/fcr = 1.225.

Strip 1C-1, Cross Section 17 has exceeded the cracking load on the bottom face: fa/fcr = 1.27.

Strip 1C-1, Cross Section 18 has exceeded the cracking load on the bottom face: fa/fcr = 1.304.

Strip 1C-1, Cross Section 19 has exceeded the cracking load on the bottom face: fa/fcr = 1.332.

Strip 1C-1, Cross Section 20 has exceeded the cracking load on the bottom face: fa/fcr = 1.353.

Strip 1C-1, Cross Section 21 has exceeded the cracking load on the bottom face: fa/fcr = 1.363.

Strip 1C-1, Cross Section 22 has exceeded the cracking load on the bottom face: fa/fcr = 1.362.

Strip 1C-1, Cross Section 23 has exceeded the cracking load on the bottom face: fa/fcr = 1.357.

Strip 1C-1, Cross Section 24 has exceeded the cracking load on the bottom face: fa/fcr = 1.341.

Strip 1C-1, Cross Section 25 has exceeded the cracking load on the bottom face: fa/fcr = 1.309.

Strip 1C-1, Cross Section 26 has exceeded the cracking load on the bottom face: fa/fcr = 1.269.

Strip 1C-1, Cross Section 27 has exceeded the cracking load on the bottom face: fa/fcr = 1.219.

Strip 1C-1, Cross Section 28 has exceeded the cracking load on the bottom face: fa/fcr = 1.158.

Strip 1C-1, Cross Section 29 has exceeded the cracking load on the bottom face: fa/fcr = 1.086.

Yielding Summary for Sustained Load Step Maximum Short Term Load:

No yielding detected.

Local Instability Summary for Sustained Load Step Maximum Short Term Load:

No local instabilities detected.

Solving Instantaneous Load Step Sustained Load, Iteration 0

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (-5.63e-13,-5.26e-12,39.1) Kips

Load-Reaction Tolerance: (-5.63e-13,-5.26e-12,-4.43e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-6.75e-11,6.33e-12,7.09e-11) Kips

Load-Reaction Tolerance: (-6.75e-11,6.33e-12,7.09e-11) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (-6.21e-13,-4.62e-12,29.3) Kips

Load-Reaction Tolerance: (-6.21e-13,-4.62e-12,-3.25e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (-1e-12,-2.55e-12,34.5) Kips

Load-Reaction Tolerance: (-1e-12,-2.55e-12,-3.95e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Live (Roof) Loading has No Loads.

Calculating Instantaneous Cross Section Load History Curvatures for Load Step Sustained Load Iteration 1

Solving Instantaneous Load Step Sustained Load, Iteration 1

4th Floor - PT Beam Uniform SDL - Updated Conditions.cpt - 4/22/2019

Load History Calc Log (4)

Load History Calc Log - 17

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (3.86e-12,6.08e-12,39.1) Kips

Load-Reaction Tolerance: (3.86e-12,6.08e-12,-2.51e-10) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-1.3e-11,-1.84e-11,4.24e-10) Kips

Load-Reaction Tolerance: (-1.3e-11,-1.84e-11,4.24e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (2.55e-12,4.08e-12,29.3) Kips

Load-Reaction Tolerance: (2.55e-12,4.08e-12,-1.88e-10) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (3.06e-12,1.54e-12,34.5) Kips

Load-Reaction Tolerance: (3.06e-12,1.54e-12,-2.21e-10) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Live (Roof) Loading has No Loads.

Calculating Instantaneous Cross Section Load History Curvatures for Load Step Sustained Load Iteration 2

Solving Instantaneous Load Step Sustained Load, Iteration 2

4450 Degrees of Freedom

Triangularizing Stiffness Matrix.

Solving for Self-Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-39.1) Kips

Total Reactions: (1.16e-11,-4.79e-12,39.1) Kips

Load-Reaction Tolerance: (1.16e-11,-4.79e-12,-8.77e-11) Kips

Solving for Balance Loading - Pattern: Full Pattern.

Total Loads: (0,0,0) Kips

Total Reactions: (-7.11e-11,9.77e-12,1.48e-10) Kips

Load-Reaction Tolerance: (-7.11e-11,9.77e-12,1.48e-10) Kips

Solving for Other Dead Loading - Pattern: Full Pattern.

Total Loads: (0,0,-29.3) Kips

Total Reactions: (8.31e-12,-9.15e-13,29.3) Kips

Load-Reaction Tolerance: (8.31e-12,-9.15e-13,-6.63e-11) Kips

Solving for Live (Reducible) Loading - Pattern: Full Pattern.

Total Loads: (0,0,-34.5) Kips

Total Reactions: (9.96e-12,-2.05e-12,34.5) Kips

Load-Reaction Tolerance: (9.96e-12,-2.05e-12,-7.83e-11) Kips

Live (Unreducible) Loading has No Loads.

Live (Storage) Loading has No Loads.

Live (Parking) Loading has No Loads.

Live (Roof) Loading has No Loads.

Cracking Summary for Instantaneous Load Step Sustained Load: