Bid_Doc_PN557-21-101_ Structural Calculations.pdf

STRUCTURAL ENGINEERING CALCULATIONS

21.31 Dublin Kitchen Remodel

1826 Veterans Blvd, Dublin, GA 21021

Prepared For: VALHALLA ENGINEERING GROUP, LLC

Date: July 18, 2023

DELIVERING COLLECTIVE INGENUITY

07-18-23

Table of Contents 21.31 Dublin Kitchen Remodel

Calculation Index

Item Pages

Design Loads 3 – 8

Gravity Design 9 – 68

Foundation Design 69 – 82

Miscellaneous 83 – 91

Design Criteria and Loads

PROJECT NO.

PROJECT By SME

SUBJECT DATE 7/11/2023

Roof

Dead Loads 1 psf 9 psf

51 psf 8 psf 2 psf

71 psf

20 psf Mechanical units Actual weight

Snow Loads 5 psf + drift

Live Loads 20 psf

Wall Loads

Dead Loads 13 psf

Uniform snow

Tapered insulation 10 1/2" Ribbed Slab MEP + ceiling

Roofing

Sprinklers

Total Dead Load

Super Imposed Dead Load (SDL)

20230603 Valhalla 21.31 Dublin Kitchen Remodel Design Loads

Gravity Design Loads

Operable Partition

Roof

8490 E Crescent Parkway Suite 250 Greenwood Village, CO 80111 303.839.1963Page 4 of 91

7/5/23, 9:25 AM ATC Hazards by Location https://hazards.atcouncil.org/#/snow?lat=32.5346668&lng=-82.94384339999999&address=1826 Veterans Blvd%2C Dublin%2C GA 31021%2C USA 1/1

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

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Hazards by Location

Search Information

Address: 1826 Veterans Blvd, Dublin, GA 31021, USA

Coordinates: 32.5346668, -82.94384339999999

Elevation: 248 ft

Timestamp: 2023-07-05T15:25:00.304Z

Hazard Type: Snow

ASCE 7-16

Ground Snow Load 5 lb/sqft

ASCE 7-10

Ground Snow Load 5 lb/sqft

ASCE 7-05

Ground Snow Load 5 lb/sqft

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

248 ft

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7/5/23, 9:07 AM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=32.5346668&lng=-82.94384339999999&address=1826 Veterans Blvd%2C Dublin%2C GA 31021%2C USA 1/1

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The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: 1826 Veterans Blvd, Dublin, GA 31021, USA

Coordinates: 32.5346668, -82.94384339999999

Elevation: 248 ft

Timestamp: 2023-07-05T15:06:31.297Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 72 mph

MRI 25-Year 80 mph

MRI 50-Year 86 mph

MRI 100-Year 92 mph

Risk Category I 102 mph

Risk Category II 110 mph

Risk Category III 118 mph

Risk Category IV 123 mph

ASCE 7-10

MRI 10-Year 76 mph

MRI 25-Year 84 mph

MRI 50-Year 90 mph

MRI 100-Year 96 mph

Risk Category I 105 mph

Risk Category II 115 mph

Risk Category III-IV 120 mph

ASCE 7-05

ASCE 7-05 Wind Speed 94 mph

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE:

For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region.

Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

125248 ft

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7/5/23, 9:09 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=32.5346668&lng=-82.94384339999999&address=1826 Veterans Blvd%2C Dublin%2C GA 31021%2C USA 1/2

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Hazards by Location

Search Information

Address: 1826 Veterans Blvd, Dublin, GA 31021, USA

Coordinates: 32.5346668, -82.94384339999999

Elevation: 248 ft

Timestamp: 2023-07-05T15:09:01.521Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: IV

Site Class: C

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.186 MCER ground motion (period=0.2s)

S1 0.078 MCER ground motion (period=1.0s)

SMS 0.241 Site-modified spectral acceleration value

SM1 0.117 Site-modified spectral acceleration value

SDS 0.161 Numeric seismic design value at 0.2s SA

SD1 0.078 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC C Seismic design category

Fa 1.3 Site amplification factor at 0.2s

Fv 1.5 Site amplification factor at 1.0s

CRS 0.925 Coefficient of risk (0.2s)

CR1 0.898 Coefficient of risk (1.0s)

PGA 0.096 MCEG peak ground acceleration

FPGA 1.3 Site amplification factor at PGA

PGAM 0.124 Site modified peak ground acceleration

TL 8 Long-period transition period (s)

SsRT 0.186 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.201 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.078 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.087 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

248 ft

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0 2 4 6 8 Period (s) 0.00

0.05

0.10

0.15

0.20

Sa(g)

0 2 4 6 8 Period (s) 0.00

0.05

0.10

0.15

Sa(g) https://hazards.atcouncil.org/contact https://hazards.atcouncil.org/eol

7/5/23, 9:09 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=32.5346668&lng=-82.94384339999999&address=1826 Veterans Blvd%2C Dublin%2C GA 31021%2C USA 2/2

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

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Gravity Design

Jirsa Hedrick Structural Engineers

8490 E Crescent Pkwy #250

Greenwood Village, CO 80111

Project

Valhalla 21.31 Dublin Kitchen Remodel

Job no.

20230603

Calcs for

Rooftop AHUs

Start page no./Revision

Calcs by

SME

Calcs date

7/17/2023

Checked by

Checked date

Approved by

Approved date

AHU STEEL BEAM LOADING

Dead Load

Wahu = 2500 lb; Weight of each AHU

Lahu = 14ft + 4in; Length of each AHU

Bahu = 5 ft; Width of AHU

The weight of the AHU is assumed to be distributed between the two north/south steel beams it sits on.

wahu = Wahu/(Lahu*2) = 87lb/ft; Distributed dead load of AHU along each beam

Snow Load (per ASCE 7-16) pg = 5 psf; Ground snow load

Is = 1.2; Snow importance factor (ASCE Table 1.5-2)

Ce = 1.0; Exposure factor for Exposure B (ASCE Table 7.3-1)

Ct = 1.1 ; Thermal factor (ASCE Table 7.3-2) pf = 0.7*Ce*Ct*Is*pg = 4.6psf; Flat roof snow load (ASCE Eq. 7.3-1)

Use 5 psf for flat roof snow load.

pf.des = roundup(pf,0) = 5psf;

wsnow = Bahu*pf.des/2 = 12lb/ft; Distributed snow load along each beam

The steel beams are designed in the RISA 3D model.

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CONCRETE ROOF JOISTS AT AHU-5

Joist types 2J1 and 2J3 support the AHU at this location.

Wahu = 2500 lb; Weight of each AHU conc = 150 pcf; Unit weight of concrete

SDL = 20 psf; Superimposed dead load on roof

SL = 5 psf; Snow Load

RLL = 20 psf; Roof live load sjoist = 25 in; Concrete joist spacing bweb = 5 in; Width of joist web dweb = 8 in; Depth of joist web tslab = 2.5 in; Thickness of slab between joists

Ajoist = (bweb*dweb) + (tslab*sjoist) = 102.50in^2; Cross-sectional area of t-shaped joist section wd = (SDL*sjoist) + (Ajoist*conc) = 0.15kip/ft; Distributed dead load on concrete joist (including joist self weight) wsl = SL*sjoist = 0.010kip/ft; Distributed snow load on concrete joist wrll = RLL*sjoist = 0.04kip/ft; Distributed roof live load on concrete joist

AHU Framing Loads (see RISA 3D model for AHU Steel Beams)

Pd.center.ahu = 0.7 kip; Dead load concentrated reaction at center of east steel beam

Pd.end.ahu = 0.4 kip; Dead load concentrated reaction at ends of east steel beam wd.ahu = (0.182kip + 0.16kip + 0.15kip + 0.149kip + 0.149kip + 0.343kip + 0.149kip + 0.149kip + 0.15kip + 0.16kip +

0.182kip)/Lahu = 0.13kip/ft; Distributed dead load at west steel beam

Ps.ahu = 0.1 kip; Snow load concentrated reactions at east steel beam

Ws.ahu = 0.02 kip/ft; Distributed snow load at west steel beam

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West Concrete Joist Loads

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20230603

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West Concrete Joist Analysis

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East Concrete Joist Loads

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East Concrete Joist Analysis

Concrete Joist Evaluation per ACI 318-19

Flexure

Mu.pos.ahu5 = 7 kip_ft; Maximum positive moment in joist

Mu.neg.ahu5 = 11.6 kip_ft; Maximum negative moment in joist f`c = 2.5 ksi; Concrete strength

Ec = 57000*sqrt(f`c*1psi) = 2850ksi; Modulus of elasticity of concrete (ACI Eq. 19.2.2.1.b)

Es = 29000 ksi; Modulus of elasticity of steel fy = 40 ksi; Rebar yield stress

Abar = 0.2 in^2; Area of #4 bar used in joists

Dbar = 0.5 in; Diameter of #4 bar used in joists

Ntop = 2; Number of top bars

Nbot = 2; Number of bottom bars

As.top = Abar*Ntop = 0.4in^2; Area of top reinforcement

As.bot = Abar*Nbot = 0.4in^2; Area of bottom reinforcement bflange = sjoist = 25in; Effective flange width of T-section tflange = tslab = 2.5in; Thickness of flange djoist = dweb + tslab – 1in – (Dbar/2) = 9.25in; Distance from extreme compression fiber to reinforcement apos = As.bot*fy/(0.85*f`c*bflange) = 0.30in;

1 = 0.85; ACI Table 22.2.2.4.3

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Calcs date cpos = apos/1 = 0.35in; < tflange, depth of compression zone for positive moment is less than the flange thickness. Therefore, compression stress is entirely in the flange.

cu = 0.003; Maximum concrete compression strain (ACI Section 22.2.2.1)

Assuming the reinforcing yields:

s = (cu/cpos)*(djoist – cpos) = 0.0753; Strain in rebar y = fy/Es = 0.0014; < s, yield strain of Gr. 40 rebar. Rebar has yielded.

y + 0.003 = 0.004; < s, therefore section is tension-controlled (ACI Table 21.2.2) b = 0.9; Strength reduction factor for tension-controlled sections (ACI Table 21.2.2)

Mn.pos = b*As.bot*fy*(djoist – (apos/2)) = 10.9kip_ft; Positive moment capacity of beam

IRb.pos = Mu.pos.ahu5/Mn.pos = 0.64; <1.0 O.K.

bweb = 5in; Width of web aneg = As.top*fy/(0.85*f`c*bweb) = 1.51in;

cneg = aneg/1 = 1.77in; Depth of compression zone s.neg = (cu/cneg)*(djoist – cneg) = 0.0127; Strain in rebar y = 0.0014; < s.neg, yield strain of Gr. 40 rebar. Rebar has yielded.

Mn.neg = b*As.top*fy*(djoist – (aneg/2)) = 10.2kip_ft; Negative moment capacity of beam

IRb.neg = Mu.neg.ahu5/Mn.neg = 1.14; >1.0 N.G. The top reinforcement cannot resist all of the negative moment calculated by elastic analysis.

A redistribution of moments, as permitted by ACI Section 6.6.5 for continuous flexural members, is required.

s.neg = 0.0127; >0.0075, therefore redistribution of moments is allowed (ACI Section

6.6.5.1)

The full redistributed moment is conservatively considered to act at midspan of each span in conjunction with the maximum positive moment rather than being distributed between each span.

Predist.max = min(1000*s.neg/100,0.2) = 0.13; Maximum allowable percent of moment to be distributed (ACI 318 Section

6.6.5.3)

IRb.neg.redist = (Mu.neg.ahu5 – (Predist.max*Mu.neg.ahu5))/Mn.neg = 0.99; <1.0 O.K.

IRb.pos.redist = (Mu.pos.ahu5 + (Predist.max*Mu.neg.ahu5))/Mn.pos = 0.78; <1.0 O.K.

The joist is adequate for the redistributed moments.

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Rooftop AHUs

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Shear

Vu.ahu5 = 4 kip; Maximum shear in joist s = min(sqrt(2/(1+((djoist/1in)/10))),1) = 1.00; Size effect factor for one-way shear (ACI Eq. 22.5.5.1.3)

= 1.0; Lightweight concrete factor (ACI Table 19.2.4.1(a) w = As.bot/(bflange*djoist) = 0.002;

Vc = 8*s**(w^(1/3))*sqrt(f`c*1psi)*bweb*djoist = 2.2kip; Concrete shear capacity (ACI Table 22.5.5.1)

= 45 deg; Angle of bent up longitudinal bars

Av = Abar = 0.20in^2; Area of bent up longitudinal bars

Vs = min(Av*fy*sin(),3*sqrt(f`c*1psi)*bweb*djoist) = 5.7kip; Shear strength of bent up longitudinal bars (ACI Eq. 22.5.8.6.2a &b) v = 0.75; Strength reduction factor for shear (ACI Table 21.2.1)

Vn = v*(Vc + min(Vs,8*sqrt(f`c*1psi)*bweb*djoist)) = 5.9kip; Shear strength of beam (ACI Eq. 22.5.1.2)

IRv = Vu.ahu5/Vn = 0.68; <1.0 O.K.

The joist is adequate.

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20230603

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Rooftop AHUs

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CONCRETE ROOF JOISTS AT AHU-3

Joist types 2J9 and 2J10 support the AHU at this location.

Wahu = 2500 lb; Weight of each AHU

SDL = 20 psf; Superimposed dead load on roof

SL = 5 psf; Snow Load bweb = 5 in; Width of joist web dweb = 12 in; Depth of joist web

Ajoist = (bweb*dweb) + (tslab*sjoist) = 122.50in^2; Cross-sectional area of t-shaped joist section wd = (SDL*sjoist) + (Ajoist*conc) = 0.17kip/ft; Distributed dead load on concrete joist (including joist self weight) wsl = SL*sjoist = 0.010kip/ft; Distributed snow load on concrete joist wrll = RLL*sjoist = 0.04kip/ft; Distributed roof live load on concrete joist

AHU Framing Loads (see RISA 3D model for AHU Steel Beams)

Pd.center.ahu = 0.7 kip; Dead load concentrated reaction at center of east steel beam

Pd.end.ahu = 0.4 kip; Dead load concentrated reaction at ends of east steel beam wd.ahu = (0.182kip + 0.16kip + 0.15kip + 0.149kip + 0.149kip + 0.343kip + 0.149kip + 0.149kip + 0.15kip + 0.16kip +

0.182kip)/Lahu = 0.13kip/ft; Distributed dead load at west steel beam

Ps.ahu = 0.1 kip; Snow load concentrated reactions at east steel beam

Ws.ahu = 0.02 kip/ft; Distributed snow load at west steel beam

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20230603

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Rooftop AHUs

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SME

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West Concrete Joist Loads

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20230603

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Rooftop AHUs

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SME

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West Concrete Joist Analysis

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20230603

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Rooftop AHUs

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SME

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East Concrete Joist Loads

Job no.

20230603

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Rooftop AHUs

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East Concrete Joist Analysis

Concrete Joist Evaluation per ACI 318-19

Mu.pos.ahu3 = 12.7 kip_ft; Maximum positive moment in joist

Mu.neg.ahu3 = 21.6 kip_ft; Maximum negative moment in joist

Es = 29000 ksi; Modulus of elasticity of steel fy = 40 ksi; Rebar yield stress

A4 = 0.2 in^2; Area of #4 bar used in joists

A5 = 0.31 in^2; Area of #5 bar used in joists

Dbar = 0.625 in; Diameter of #5 bar used in joists

As.bot = A4 + A5 = 0.51in^2; Area of bottom reinforcement

As.top = 2*A5 = 0.62in^2; Area of top reinforcement bflange = sjoist = 25in; Effective flange width of T-section tflange = tslab = 2.5in; Thickness of flange djoist = dweb + tslab – 1in – (Dbar/2) = 13.19in; Distance from extreme compression fiber to reinforcement apos = As.bot*fy/(0.85*f`c*bflange) = 0.38in;

cpos = apos/1 = 0.45in; < tflange, depth of compression zone for positive moment is less than the flange thickness. Therefore, compression stress is entirely in the flange.

Job no.

20230603

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Rooftop AHUs

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SME

Calcs date s = (cu/cpos)*(djoist – cpos) = 0.0846; Strain in rebar

Mn.pos = b*As.bot*fy*(djoist – (apos/2)) = 19.9kip_ft; Positive moment capacity of beam

IRb.pos = Mu.pos.ahu3/Mn.pos = 0.64; <1.0 O.K.

aneg = As.top*fy/(0.85*f`c*bweb) = 2.33in;

cneg = aneg/1 = 2.75in; Depth of compression zone s.neg = (cu/cneg)*(djoist – cneg) = 0.0114; Strain in rebar y = 0.001; < s, yield strain of Gr. 40 rebar. Rebar has yielded.

Mn.neg = b*As.top*fy*(djoist – (aneg/2)) = 22.4kip_ft; Negative moment capacity of beam

IRb.neg = Mu.neg.ahu3/Mn.neg = 0.97; <1.0 O.K.

Vu.ahu3 = 5 kip; Maximum shear in joist s = min(sqrt(2/(1+((djoist/1in)/10))),1) = 0.93; Size effect factor for one-way shear (ACI Eq. 22.5.5.1.3) w = As.bot/(bflange*djoist) = 0.002;

Vc = 8*s**(w^(1/3))*sqrt(f`c*1psi)*bweb*djoist = 2.8kip; Concrete shear capacity (ACI Table 22.5.5.1)

Av = A5 = 0.31in^2; Area of bent up longitudinal bars

Vs = min(Av*fy*sin(),3*sqrt(f`c*1psi)*bweb*djoist) = 8.8kip; Shear strength of bent up longitudinal bars (ACI Eq. 22.5.8.6.2a &b)

Vn = v*(Vc + min(Vs,8*sqrt(f`c*1psi)*bweb*djoist)) = 8.7kip; Shear strength of beam (ACI Eq. 22.5.1.2)

IRv = Vu.ahu3/Vn = 0.57; <1.0 O.K.

The joist is adequate.

Job no.

20230603

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Rooftop AHUs

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CONCRETE ROOF GIRDER AT AHU-3

The concrete roof joists evaluated above frame into a concrete girder (Beam 201 and 202) that span between columns. This girder is evaluated below.

SDL = 20 psf; Superimposed roof dead load

SL = 5 psf; Snow load bweb = 5 in; Width of joist web

DL = (dweb*bweb*conc/sjoist) + (tslab*conc) = 51psf; Dead load of ribbed slab joists bgirder = 14 in; Girder width hgirder = 26 in; Girder depth wgirder = bgirder*hgirder*conc = 0.38kip/ft; Self weight of girder

At AHU-3 the east steel beam/concrete joist frames directly into the column at Grid Line 3 and therefore does not add load to the girder. The west steel beam/concrete joist does add load to the girder.

Pd.ahu3 = 6.8 kip; Dead load reaction on girder (see RISA 3D model for AHU-3 west joist) btrib.girder = (23ft + 5in + 25ft + 1in)/2 = 24.25ft; Tributary width of girder wd = ((SDL + DL)*btrib.girder) + wgirder = 2.11kip/ft; Distributed dead load along girder, including self weight of girder wrl = RLL*btrib.girder = 0.49kip/ft; Distributed roof live load along girder wsl = SL*btrib.girder = 0.12kip/ft; Distributed snow load along girder

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Concrete Girder Loads

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Concrete Girder Analysis

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Concrete Girder Evaluation per ACI 318-19

Mu.pos.ahu3 = 151 kip_ft; Maximum positive moment in girder

Mu.neg.ahu3 = 238 kip_ft; Maximum negative moment in girder

Es = 29000 ksi; Modulus of elasticity of steel fy = 40 ksi; Rebar yield stress

A8 = 0.79 in^2; Area of #8 bar used in girder

A6 = 0.44 in^2; Area of #6 bar used in girder

Dbar = 1.0 in; Diameter of #8 bar used in girder

As.top = 5*A8 = 4.0in^2; Area of top reinforcement

As.bot = (2*A6) + (2*A8) = 2.5in^2; Area of bottom reinforcement bgirder = 14in; Width of girder hgirder = 26in; Depth of girder dgirder = hgirder – 1.5in – 0.375in - (Dbar/2) = 23.62in; Distance from extreme compression fiber to reinforcement apos = As.bot*fy/(0.85*f`c*bgirder) = 3.31in;

cpos = apos/1 = 3.89in; Depth of compression zone s = (cu/cpos)*(dgirder – cpos) = 0.0152; Strain in rebar

Mn.pos = b*As.bot*fy*(dgirder – (apos/2)) = 162.1kip_ft; Positive moment capacity of girder

IRb.pos = Mu.pos.ahu3/Mn.pos = 0.93; <1.0 O.K.

aneg = As.top*fy/(0.85*f`c*bgirder) = 5.31in;

cneg = aneg/1 = 6.25in; Depth of compression zone s.neg = (cu/cneg)*(dgirder – cneg) = 0.0083; Strain in rebar

Job no.

20230603

Calcs for

Rooftop AHUs

Start page no./Revision

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SME

Calcs date

Mn.neg = b*As.top*fy*(dgirder – (aneg/2)) = 248.5kip_ft; Negative moment capacity of girder

IRb.neg = Mu.neg.ahu3/Mn.neg = 0.96; <1.0 O.K.

Vu.ahu3 = 58 kip; Maximum shear in girder

Astirrup = 0.11 in^2; Area of each stirrup leg

Av = 2*Astirrup = 0.22in^2; Area of shear reinforcement sv = 12 in; Max. stirrup spacing

Av.min = max(0.75*sqrt(f`c*1psi)*bgirder/fy,50*bgirder/(fy/1psi)) = 0.21in^2/ft; Minimum area of shear reinforcement

(ACI Table 9.6.3.4)

Av/sv = 0.22in^2/ft; >Av.min, minimum shear reinforcement is met

Vc = 2**sqrt(f`c*1psi)*bgirder*dgirder = 33.1kip; Concrete shear capacity (ACI Table 22.5.5.1)

Vs.stirrup = Av*fy*dgirder/sv = 17.3kip; Shear capacity of stirrups (ACI Eq. 22.5.8.5.3)

Av.bent = 2*A8 = 1.58in^2; Area of bent up longitudinal bars

Vs.bent = min(Av.bent*fy*sin(),3*sqrt(f`c*1psi)*bgirder*dgirder) = 44.7kip; Shear strength of bent up longitudinal bars (ACI Eq. 22.5.8.6.2a &b)

Vn = v*(Vc + min(Vs.stirrup + Vs.bent,8*sqrt(f`c*1psi)*bweb*dgirder)) = 60.2kip; Shear strength of beam (ACI Eq. 22.5.1.2)

IRv = Vu.ahu3/Vn = 0.96; <1.0 O.K.

The girder is adequate.

Job no.

20230603

Calcs for

Rooftop AHUs

Start page no./Revision

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SME

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CONCRETE ROOF GIRDER AT AHU-5

The concrete roof joists evaluated above frame into a concrete girder (Beam 221 and 222) that span between columns. This girder is evaluated below.

SDL = 20 psf; Superimposed roof dead load

SL = 5 psf; Snow load bweb = 5 in; Width of joist web

DL = (dweb*bweb*conc/sjoist) + (tslab*conc) = 51psf; Dead load of ribbed slab joists bgirder = 12 in; Girder width hgirder = 26 in; Girder depth wgirder = bgirder*hgirder*conc = 0.33kip/ft; Self weight of girder

Pd.west ahu5 = 5 kip; Dead load reaction on girder (see RISA 3D model for AHU-5 west joist)

Pd.east.ahu5 = 4.7 kip; Dead load reaction on east girder (see RISA 3D model for AHU-5 east joist) btrib.girder = (18ft + 17ft + 8.5in)/2 = 17.85ft; Tributary width of girder wd = ((SDL + DL)*btrib.girder) + wgirder = 1.60kip/ft; Distributed dead load along girder, including self weight of girder wrl = RLL*btrib.girder = 0.36kip/ft; Distributed roof live load along girder wsl = SL*btrib.girder = 0.09kip/ft; Distributed snow load along girder

Job no.

20230603

Calcs for

Rooftop AHUs

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SME

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Concrete Girder Loads

Job no.

20230603

Calcs for

Rooftop AHUs

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SME

Calcs date

Concrete Girder Analysis

Job no.

20230603

Calcs for

Rooftop AHUs

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SME

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Concrete Girder Evaluation per ACI 318-19

Mu.pos.ahu5.221 = 121 kip_ft; Maximum positive moment in Beam 221

Mu.pos.ahu5.222 = 75 kip_ft; Maximum positive moment in Beam 222

Mu.neg.ahu5 = 183 kip_ft; Maximum negative moment in girder

Es = 29000 ksi; Modulus of elasticity of steel fy = 40 ksi; Rebar yield stress

A7 = 0.6 in^2; Area of #7 bar used in girder

A6 = 0.44 in^2; Area of #6 bar used in girder

A5 = 0.31 in^2; Area of #5 bar used in girder

Dbar = 1.0 in; Diameter of #8 bar used in girder

As.top = 4*A7 = 2.40in^2; Area of top reinforcement

As.bot.221 = (2*A6) + (2*A7) = 2.08in^2; Area of bottom reinforcement for beam 221

As.bot.222 = (2*A5) + (2*A7) = 1.82in^2; Area of bottom reinforcement for beam 222 bgirder = 12in; Width of girder hgirder = 26in; Depth of girder dgirder = hgirder – 1.5in – 0.375in - (Dbar/2) = 23.62in; Distance from extreme compression fiber to reinforcement apos = As.bot.221*fy/(0.85*f`c*bgirder) = 3.26in;

cpos = apos/1 = 3.84in; Depth of compression zone s = (cu/cpos)*(dgirder – cpos) = 0.0155; Strain in rebar

Mn.pos.221 = b*As.bot.221*fy*(dgirder – (apos/2)) = 137.2kip_ft; Positive moment capacity of girder

IRb.pos = Mu.pos.ahu5.221/Mn.pos.221 = 0.88; <1.0 O.K.

aneg = As.top*fy/(0.85*f`c*bgirder) = 3.76in;

cneg = aneg/1 = 4.43in; Depth of compression zone s.neg = (cu/cneg)*(dgirder – cneg) = 0.0130; Strain in rebar

Job no.

20230603

Calcs for

Rooftop AHUs

Start page no./Revision

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Mn.neg = b*As.top*fy*(dgirder – (aneg/2)) = 156.5kip_ft; Negative moment capacity of girder

IRb.neg = Mu.neg.ahu5/Mn.neg = 1.17; >1.0 N.G. The top reinforcement cannot resist all of the negative moment calculated by elastic analysis.

A redistribution of moments, as permitted by ACI Section 6.6.5 for continuous flexural members, is required.

s.neg = 0.0130; >0.0075, therefore redistribution of moments is allowed (ACI Section

6.6.5.1)

Predist.max = min(1000*s.neg/100,0.2) = 0.13; Maximum allowable percent of moment to be distributed (ACI 318 Section

6.6.5.3)

IRb.neg.redist = (Mu.neg.ahu5 – (Predist.max*Mu.neg.ahu5))/Mn.neg = 1.02; <1.05

Per Section 805.2 of the 2021 International Existing Building Code, the design load on the girder has increased less than 5% and therefore the girder remains adequate.

The redistributed moment is distributed to the two spans of the girder. Both girder spans have the same cross-section.

Therefore, the moment is distributed as ratio of span lengths.

L221 = 23ft + 3.5in; Length of beam 221

L222 = 22ft + 0.5in; Length of beam 222

R221 = (1/L221)/((1/L221) + (1/L222)) = 0.49; Moment distribution factor for Beam 221

R222 = (1/L222)/((1/L221) + (1/L222)) = 0.51; Moment distribution factor for Beam 222

IRb.pos.redist.221 = (Mu.pos.ahu5.221 + (R221*Predist.max*Mu.neg.ahu5))/Mn.pos.221 = 0.97; <1.0 O.K.

apos.222 = As.bot.222*fy/(0.85*f`c*bgirder) = 2.85in;

cpos.222 = apos.222/1 = 3.36in; Depth of compression zone s.222 = (cu/cpos.222)*(dgirder – cpos.222) = 0.0181; Strain in rebar

Mn.pos.222 = b*As.bot.222*fy*(dgirder – (apos.222/2)) = 121.2kip_ft; Positive moment capacity of girder

IR b.pos.redist.222 = (Mu.pos.ahu5.222 + (R222*Predist.max*Mu.neg.ahu5))/Mn.pos.222 = 0.72; <1.0 O.K.

Job no.

20230603

Calcs for

Rooftop AHUs

Start page no./Revision

Calcs by

SME

Calcs date

The girder is adequate for the redistributed moments.

Vu.ahu3 = 46 kip; Maximum shear in girder

Astirrup = 0.11 in^2; Area of each #3 stirrup leg

Av = 2*Astirrup = 0.22in^2; Area of shear reinforcement sv = 12 in; Max. stirrup spacing

Av.min = max(0.75*sqrt(f`c*1psi)*bgirder/fy,50*bgirder/(fy/1psi)) = 0.18in^2/ft; Minimum area of shear reinforcement

(ACI Table 9.6.3.4)

Av/sv = 0.22in^2/ft; >Av.min, minimum shear reinforcement is met

Vc = 2**sqrt(f`c*1psi)*bgirder*dgirder = 28.4kip; Concrete shear capacity (ACI Table 22.5.5.1)

Vs.stirrup = Av*fy*dgirder/sv = 17.3kip; Shear capacity of stirrups (ACI Eq. 22.5.8.5.3)

Av.bent = 2*A7 = 1.20in^2; Area of bent up longitudinal bars

Vs.bent = min(Av.bent*fy*sin(),3*sqrt(f`c*1psi)*bgirder*dgirder) = 33.9kip; Shear strength of bent up longitudinal bars (ACI Eq. 22.5.8.6.2a &b)

Vn = v*(Vc + min(Vs.stirrup + Vs.bent,8*sqrt(f`c*1psi)*bweb*dgirder)) = 56.7kip; Shear strength of beam (ACI Eq. 22.5.1.2)

IRv = Vu.ahu3/Vn = 0.81; <1.0 O.K.

The girder is adequate.

Jirsa Hedrick Structural E…

SME

21.31 Dublin Kitchen Rem…

AHU Steel Framing SK-1

Jul 11, 2023 at 04:06 PM

AHU Steel Beams.r3d

Company Designer Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

21.31 Dublin Kitchen Remodel

AHU Steel Framing

Checked By : __________

7/11/2023

4:07:41 PM

RISA-3D Version 21 [ AHU Steel Beams.r3d ] Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 0 0 6.25 3 N3 7.17 0 0 4 N4 7.17 0 6.25 5 N5 14.34 0 0 6 N6 14.34 0 6.25 7 N7 1.434 0 0 8 N8 2.868 0 0 9 N9 4.302 0 0

10 N10 5.736 0 0 11 N11 8.604 0 0 12 N12 10.038 0 0 13 N13 11.472 0 0 14 N14 12.906 0 0 15 N15 1.434 0 6.25 16 N16 2.868 0 6.25 17 N17 4.302 0 6.25 18 N18 5.736 0 6.25 19 N19 8.604 0 6.25 20 N20 10.038 0 6.25 21 N21 11.472 0 6.25 22 N22 12.906 0 6.25 23 N23 7.17 0 5 24 N24 0 0 5 25 N25 14.34 0 5

Node Boundary Conditions

Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction 3 N6 Reaction Reaction Reaction 4 N2 Reaction Reaction Reaction 5 N7 Reaction 6 N8 Reaction 7 N9 Reaction 8 N10 Reaction 9 N11 Reaction

10 N12 Reaction 11 N13 Reaction 12 N14 Reaction 13 N22 Reaction 14 N21 Reaction 15 N20 Reaction 16 N19 Reaction 17 N3 Reaction Reaction 18 N4 Reaction Reaction 19 N18 Reaction 20 N17 Reaction 21 N16 Reaction 22 N15 Reaction

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

21.31 Dublin Kitchen Remodel

AHU Steel Framing

Checked By : __________

7/11/2023

4:07:41 PM

RISA-3D Version 21 [ AHU Steel Beams.r3d ] Page 2

Hot Rolled Steel Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3

10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1

General Materials Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic 9 gen_Ortho 0.65 0.49 Orthotropic

Member Primary Data

Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N5 W12X14 Beam Wide Flange A992 Typical 2 M2 N2 N6 W12X14 Beam Wide Flange A992 Typical 3 M3 N5 N6 W12X14 Beam Wide Flange A992 Typical 4 M4 N3 N4 W12X14 Beam Wide Flange A992 Typical 5 M5 N1 N2 W12X14 Beam Wide Flange A992 Typical 6 M6 N24 N23 W12X14 Beam Wide Flange A992 Typical 7 M7 N23 N25 W12X14 Beam Wide Flange A992 Typical

Member Advanced Data

Label I Release J Release Physical Deflection Ratio Options Seismic DR 1 M1 Yes Default None 2 M2 Yes Default None 3 M3 BenPIN BenPIN Yes Default None 4 M4 BenPIN BenPIN Yes Default None 5 M5 BenPIN BenPIN Yes Default None 6 M6 BenPIN BenPIN Yes Default None 7 M7 BenPIN BenPIN Yes Default None

Hot Rolled Steel Design Parameters

Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function 1 M1 W12X14 14.34 Lbyy N/A N/A Lateral 2 M2 W12X14 14.34 Lbyy N/A N/A Lateral 3 M3 W12X14 6.25 Lbyy N/A N/A Lateral 4 M4 W12X14 6.25 Lbyy N/A N/A Lateral

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

21.31 Dublin Kitchen Remodel

AHU Steel Framing

Checked By : __________

7/11/2023

4:07:41 PM

RISA-3D Version 21 [ AHU Steel Beams.r3d ] Page 3

Hot Rolled Steel Design Parameters (Continued)

Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function 5 M5 W12X14 6.25 Lbyy N/A N/A Lateral 6 M6 W12X14 7.17 Lbyy N/A N/A Lateral 7 M7 W12X14 7.17 Lbyy N/A N/A Lateral

Design Size and Code Check Parameters

Label Max Axial/Bending Chk Max Shear Chk 1 Typical 1 1

Nodal Loads and Enforced Displacements

No Data to Print...

Member Point Loads

No Data to Print...

Member Distributed Loads (BLC 1 : Dead)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.09 -0.09 0 %100 2 M6 Y -0.09 -0.09 0 %100 3 M7 Y -0.09 -0.09 0 %100

Member Distributed Loads (BLC 2 : Snow)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.02 -0.02 0 %100 2 M6 Y -0.02 -0.02 0 %100 3 M7 Y -0.02 -0.02 0 %100

Basic Load Cases

BLC Description Category Y Gravity Distributed 1 Dead DL -1 3 2 Snow SL 3

Load Combinations

Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y SL 1 4 IBC 21/ASCE Strength 1 Yes Y DL 1.4 5 IBC 21/ASCE Strength 2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 6 IBC 21/ASCE Strength 2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.5 SLN 0.5 7 IBC 21/ASCE Strength 3 (c) Yes Y DL 1.2 SL 1.6 SLN 1.6 LL 0.5 LLS 1

Load Combination Design

Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 Deflection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

21.31 Dublin Kitchen Remodel

AHU Steel Framing

Checked By : __________

7/11/2023

4:07:41 PM

RISA-3D Version 21 [ AHU Steel Beams.r3d ] Page 4

Load Combination Design (Continued)

Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 4 IBC 21/ASCE Strength 1 Yes Yes Yes Yes Yes Yes Yes 5 IBC 21/ASCE Strength 2 (a) Yes Yes Yes Yes Yes Yes Yes 6 IBC 21/ASCE Strength 2 (b) Yes Yes Yes Yes Yes Yes Yes 7 IBC 21/ASCE Strength 3 (c) Yes Yes Yes Yes Yes Yes Yes

Envelope Node Reactions

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 0 N1 max 0 7 0.261 7 0 7 0 7 0 7 0 7 1 min 0 1 0 2 0 1 0 1 0 1 0 1 2 N5 max 0 7 0.261 7 0 7 0 7 0 7 0 7 3 min 0 1 0 2 0 1 0 1 0 1 0 1 4 N6 max 0 7 0.514 7 0 7 0 7 0 7 0 7 5 min 0 1 0 2 0 1 0 1 0 1 0 1 6 N2 max 0 7 0.514 7 0 7 0 7 0 7 0 7 7 min 0 1 0 2 0 1 0 1 0 1 0 1 8 N7 max 0 7 0.241 7 0 7 0 7 0 7 0 7 9 min 0 1 0 2 0 1 0 1 0 1 0 1

10 N8 max 0 7 0.226 7 0 7 0 7 0 7 0 7 11 min 0 1 0 2 0 1 0 1 0 1 0 1 12 N9 max 0 7 0.225 7 0 7 0 7 0 7 0 7 13 min 0 1 0 2 0 1 0 1 0 1 0 1 14 N10 max 0 7 0.225 7 0 7 0 7 0 7 0 7 15 min 0 1 0 2 0 1 0 1 0 1 0 1 16 N11 max 0 7 0.225 7 0 7 0 7 0 7 0 7 17 min 0 1 0 2 0 1 0 1 0 1 0 1 18 N12 max 0 7 0.225 7 0 7 0 7 0 7 0 7 19 min 0 1 0 2 0 1 0 1 0 1 0 1 20 N13 max 0 7 0.226 7 0 7 0 7 0 7 0 7 21 min 0 1 0 2 0 1 0 1 0 1 0 1 22 N14 max 0 7 0.241 7 0 7 0 7 0 7 0 7 23 min 0 1 0 2 0 1 0 1 0 1 0 1 24 N22 max 0 7 0.03 4 0 7 0 7 0 7 0 7 25 min 0 1 0 2 0 1 0 1 0 1 0 1 26 N21 max 0 7 0.029 4 0 7 0 7 0 7 0 7 27 min 0 1 0 2 0 1 0 1 0 1 0 1 28 N20 max 0 7 0.028 4 0 7 0 7 0 7 0 7 29 min 0 1 0 2 0 1 0 1 0 1 0 1 30 N19 max 0 7 0.028 4 0 7 0 7 0 7 0 7 31 min 0 1 0 2 0 1 0 1 0 1 0 1 32 N3 max 0 7 0.503 7 0 7 0 7 0 7 0 7 33 min 0 1 0 2 0 1 0 1 0 1 0 1 34 N4 max 0 7 0.978 7 0 7 0 7 0 7 0 7 35 min 0 1 0 2 0 1 0 1 0 1 0 1 36 N18 max 0 7 0.028 4 0 7 0 7 0 7 0 7 37 min 0 1 0 2 0 1 0 1 0 1 0 1 38 N17 max 0 7 0.028 4 0 7 0 7 0 7 0 7 39 min 0 1 0 2 0 1 0 1 0 1 0 1 40 N16 max 0 7 0.029 4 0 7 0 7 0 7 0 7 41 min 0 1 0 2 0 1 0 1 0 1 0 1 42 N15 max 0 7 0.03 4 0 7 0 7 0 7 0 7 43 min 0 1 0 2 0 1 0 1 0 1 0 1 44 Totals: max 0 7 5.064 7 0 7 45 min 0 1 0 2 0 1

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

21.31 Dublin Kitchen Remodel

AHU Steel Framing

Checked By : __________

7/11/2023

4:07:41 PM

RISA-3D Version 21 [ AHU Steel Beams.r3d ] Page 5

Envelope Maximum Member Section Forces

Member Axial[k]Loc[ft]LCy Shear[k]Loc[ft]LCz Shear[k]Loc[ft]LCTorque[k-ft]Loc[ft]LCy-y Moment[k-ft]Loc[ft]LCz-z Moment[k-ft]Loc[ft]LC 0 M1 max 0 14.34 7 0.116 12.996 7 0 14.34 7 0 14.34 7 0 14.34 7 0.027 7.17 7 1 min 0 0 1 -0.116 1.344 7 0 0 1 0 0 1 0 0 1 -0.029 0.597 7 2 M2 max 0 14.34 7 0.015 12.996 4 0 14.34 7 0 14.34 7 0 14.34 7 0.003 7.17 4 3 min 0 0 1 -0.015 1.344 4 0 0 1 0 0 1 0 0 1 -0.004 0.597 4 4 M3 max 0 6.25 7 0.166 0 4 0 6.25 7 0 6.25 7 0 6.25 7 0 6.25 7 5 min 0 0 1 -0.503 6.25 7 0 0 1 0 0 2 0 0 1 -0.612 4.948 7 6 M4 max 0 6.25 7 0.278 0 7 0 6.25 7 0 6.25 7 0 6.25 7 0 6.25 7 7 min 0 0 1 -0.954 6.25 7 0 0 1 0 0 1 0 0 1 -1.169 4.948 7 8 M5 max 0 6.25 7 0.166 0 4 0 6.25 7 0 6.25 2 0 6.25 7 0 6.25 7 9 min 0 0 1 -0.503 6.25 7 0 0 1 0 0 7 0 0 1 -0.612 4.948 7

10 M6 max 0 7.17 7 0.563 0 7 0 7.17 7 0 7.17 7 0 7.17 7 0 7.17 7 11 min 0 0 1 -0.563 7.17 7 0 0 1 0 0 2 0 0 1 -1.009 3.585 7 12 M7 max 0 7.17 7 0.563 0 7 0 7.17 7 0 7.17 2 0 7.17 7 0 7.17 7 13 min 0 0 1 -0.563 7.17 7 0 0 1 0 0 7 0 0 1 -1.009 3.585 7

Envelope Member Section Deflections - Service

Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 0 M1 1 max 0 3 0 3 0 3 0 3 NC 3 NC 3 1 min 0 1 0 1 0 1 0 1 NC 1 NC 1 2 2 max 0 3 0 2 0 3 0 3 NC 3 NC 3 3 min 0 1 0 1 0 1 0 1 NC 1 NC 1 4 3 max 0 3 0 3 0 3 0 3 NC 3 NC 3 5 min 0 1 0 1 0 1 0 1 NC 1 NC 1 6 4 max 0 3 0 2 0 3 0 3 NC 3 NC 3 7 min 0 1 0 1 0 1 0 1 NC 1 NC 1 8 5 max 0 3 0 3 0 3 0 3 NC 3 NC 3 9 min 0 1 0 1 0 1 0 1 NC 1 NC 1

10 M2 1 max 0 3 0 3 0 3 0 3 NC 3 NC 3 11 min 0 1 0 1 0 1 0 1 NC 1 NC 1 12 2 max 0 3 0 3 0 3 0 3 NC 3 NC 3 13 min 0 1 0 1 0 1 0 1 NC 1 NC 1 14 3 max 0 3 0 3 0 3 0 3 NC 3 NC 3 15 min 0 1 0 1 0 1 0 1 NC 1 NC 1 16 4 max 0 3 0 3 0 3 0 3 NC 3 NC 3 17 min 0 1 0 1 0 1 0 1 NC 1 NC 1 18 5 max 0 3 0 3 0 3 0 3 NC 3 NC 3 19 min 0 1 0 1 0 1 0 1 NC 1 NC 1 20 M3 1 max 0 3 0 3 0 3 0 1 NC 3 NC 3 21 min 0 1 0 1 0 1 0 2 NC 1 NC 1 22 2 max 0 3 0 2 0 3 0 1 NC 3 NC 3 23 min 0 1 -0.001 1 0 1 0 2 NC 1 NC 1 24 3 max 0 3 0 2 0 3 0 1 NC 3 NC 3 25 min 0 1 -0.001 1 0 1 0 2 NC 1 NC 1 26 4 max 0 3 0 2 0 3 0 1 NC 3 NC 3 27 min 0 1 -0.001 1 0 1 0 2 NC 1 NC 1 28 5 max 0 3 0 3 0 3 0 1 NC 3 NC 3 29 min 0 1 0 1 0 1 0 2 NC 1 NC 1 30 M4 1 max 0 3 0 3 0 3 0 3 NC 3 NC 3 31 min 0 1 0 1 0 1 0 1 NC 1 NC 1 32 2 max 0 3 0 2 0 3 0 3 NC 3 NC 3 33 min 0 1 -0.001 1 0 1 0 1 NC 1 NC 1 34 3 max 0 3 0 2 0 3 0 3 NC 3 NC 3 35 min 0 1 -0.002 1 0 1 0 1 NC 1 NC 1 36 4 max 0 3 0 2 0 3 0 3 NC 3 NC 3

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

21.31 Dublin Kitchen Remodel

AHU Steel Framing

Checked By : __________

7/11/2023

4:07:41 PM

RISA-3D Version 21 [ AHU Steel Beams.r3d ] Page 6

Envelope Member Section Deflections - Service (Continued)

Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 37 min 0 1 -0.002 1 0 1 0 1 NC 1 NC 1 38 5 max 0 3 0 3 0 3 0 3 NC 3 NC 3 39 min 0 1 0 1 0 1 0 1 NC 1 NC 1 40 M5 1 max 0 3 0 3 0 3 0 2 NC 3 NC 3 41 min 0 1 0 1 0 1 0 1 NC 1 NC 1 42 2 max 0 3 0 2 0 3 0 2 NC 3 NC 3 43 min 0 1 -0.001 1 0 1 0 1 NC 1 NC 1 44 3 max 0 3 0 2 0 3 0 2 NC 3 NC 3 45 min 0 1 -0.001 1 0 1 0 1 NC 1 NC 1 46 4 max 0 3 0 2 0 3 0 2 NC 3 NC 3 47 min 0 1 -0.001 1 0 1 0 1 NC 1 NC 1 48 5 max 0 3 0 3 0 3 0 3 NC 3 NC 3 49 min 0 1 0 1 0 1 0 1 NC 1 NC 1 50 M6 1 max 0 3 0 2 0 3 0 2 NC 3 NC 3 51 min 0 1 -0.001 1 0 1 0 1 NC 1 NC 1 52 2 max 0 3 0 2 0 3 0 2 NC 3 NC 3 53 min 0 1 -0.003 1 0 1 0 1 NC 1 NC 1 54 3 max 0 3 0 2 0 3 0 2 NC 3 NC 3 55 min 0 1 -0.004 1 0 1 0 1 NC 1 NC 1 56 4 max 0 3 0 2 0 3 0 2 NC 3 NC 3 57 min 0 1 -0.004 1 0 1 0 1 NC 1 NC 1 58 5 max 0 3 0 2 0 3 0 2 NC 3 NC 3 59 min 0 1 -0.002 1 0 1 0 1 NC 1 NC 1 60 M7 1 max 0 3 0 2 0 3 0 2 NC 3 NC 3 61 min 0 1 -0.002 1 0 1 0 1 NC 1 NC 1 62 2 max 0 3 0 2 0 3 0 2 NC 3 NC 3 63 min 0 1 -0.004 1 0 1 0 1 NC 1 NC 1 64 3 max 0 3 0 2 0 3 0 2 NC 3 NC 3 65 min 0 1 -0.004 1 0 1 0 1 NC 1 NC 1 66 4 max 0 3 0 2 0 3 0 2 NC 3 NC 3 67 min 0 1 -0.003 1 0 1 0 1 NC 1 NC 1 68 5 max 0 3 0 2 0 3 0 2 NC 3 NC 3 69 min 0 1 -0.001 1 0 1 0 1 NC 1 NC 1

Envelope AISC 15TH (360-16): ASD Member Steel Code Checks

Member Shape Code CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC Pnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft] Cb Eqn 0 M1 W12X14 0.002 13.743 7 0.003 12.996 y 7 11.979 124.551 4.741 13.062 1.386 H1-1b 1 M2 W12X14 0 14.34 7 0 12.996 y 4 11.979 124.551 4.741 13.065 1.387H1-1b* 2 M3 W12X14 0.015 4.948 7 0.012 6.25 y 7 59.221 124.551 4.741 41.346 1.329 H1-1b 3 M4 W12X14 0.027 4.948 7 0.022 6.25 y 7 59.221 124.551 4.741 42.615 1.37 H1-1b 4 M5 W12X14 0.015 4.948 7 0.012 6.25 y 7 59.221 124.551 4.741 41.346 1.329 H1-1b 5 M6 W12X14 0.032 3.585 7 0.013 7.17 y 7 47.917 124.551 4.741 31.76 1.136 H1-1b 6 M7 W12X14 0.032 3.585 7 0.013 7.17 y 7 47.917 124.551 4.741 31.76 1.136 H1-1b

Material Take-Off

Material Size Pieces Length[ft] Weight[K] 0 Hot Rolled Steel 1 A992 W12X14 7 61.8 0.874 2 Total HR Steel 7 61.8 0.874

Jirsa Hedrick Structural …

Valhalla 21.31 Dublin Kit…

West Conc. Roof Joist at AHU-3 SK-3

Jul 17, 2023 at 04:12 PM

West Concrete Roof Joist - …

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

Valhalla 21.31 Dublin Kitchen Re… West Conc. Roof Joist at AHU-3

Checked By : __________

7/17/2023

4:14:32 PM

RISA-3D Version 21 [ West Concrete Roof Joist - AHU-3.r3d ] Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 23.417 0 0 3 N3 48.5 0 0 4 N6 30.587 0 0 5 N8 16.252 0 0

Node Boundary Conditions

Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Reaction

Member Primary Data

Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 CRECT10.5X5 Beam Rectangular CONC2500NW Typical 2 M2 N2 N3 CRECT10.5X5 Beam Rectangular CONC2500NW Typical

Member Point Loads

No Data to Print...

Basic Load Cases

BLC Description Category Distributed 1 Dead DL 4 2 Roof Live RLL 2 3 Snow SL 2

Load Combinations

Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 21/ASCE Strength 1 Yes Y DL 1.4 5 IBC 21/ASCE Strength 2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 6 IBC 21/ASCE Strength 2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.5 SLN 0.5 7 IBC 21/ASCE Strength 2 (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 8 IBC 21/ASCE Strength 3 (a) Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 9 IBC 21/ASCE Strength 3 (c) Yes Y DL 1.2 SL 1.6 SLN 1.6 LL 0.5 LLS 1

Envelope Node Reactions

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 0 N1 max 0 9 2.322 8 0 9 0 9 0 9 0 9 1 min 0 1 0 2 0 1 0 1 0 1 0 1 2 N2 max 0 9 9.818 9 0 9 0 9 0 9 0 9 3 min 0 1 0 2 0 1 0 1 0 1 0 1 4 N3 max 0 9 2.6 8 0 9 0 9 0 9 0 9 5 min 0 1 0 2 0 1 0 1 0 1 0 1 6 Totals: max 0 9 14.489 9 0 9

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

Valhalla 21.31 Dublin Kitchen Re… West Conc. Roof Joist at AHU-3

Checked By : __________

7/17/2023

4:14:32 PM

RISA-3D Version 21 [ West Concrete Roof Joist - AHU-3.r3d ] Page 2

Envelope Node Reactions (Continued)

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 7 min 0 1 0 2 0 1

Envelope Maximum Member Section Forces

Member Axial[k]Loc[ft]LCy Shear[k]Loc[ft]LCz Shear[k]Loc[ft]LCTorque[k-ft]Loc[ft]LCy-y Moment[k-ft]Loc[ft]LCz-z Moment[k-ft]Loc[ft]LC 0 M1 max 0 23.417 9 2.322 0 8 0 23.417 9 0 23.417 9 0 23.417 9 21.56 23.417 9 1 min 0 0 1 -4.828 23.417 9 0 0 1 0 0 1 0 0 1 -10.061 8.781 8 2 M2 max 0 25.083 9 4.99 0 9 0 25.083 9 0 25.083 9 0 25.083 9 21.56 0 9 3 min 0 0 1 -2.6 25.083 8 0 0 1 0 0 1 0 0 1 -12.613 15.416 8

Envelope Member End Reactions

MemberMember End Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 0 M1 I max 0 9 2.322 8 0 9 0 9 0 9 0 9 1 min 0 1 0 2 0 1 0 1 0 1 0 1 2 J max 0 9 0 2 0 9 0 9 0 9 21.56 9 3 min 0 1 -4.828 9 0 1 0 1 0 1 0 2 4 M2 I max 0 9 4.99 9 0 9 0 9 0 9 21.56 9 5 min 0 1 0 2 0 1 0 1 0 1 0 2 6 J max 0 9 0 2 0 9 0 9 0 9 0 9 7 min 0 1 -2.6 8 0 1 0 1 0 1 0 1

Member Distributed Loads (BLC 1 : Dead)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.3 -0.3 %69 %100 2 M2 Y -0.3 -0.3 0 %29 3 M1 Y -0.17 -0.17 0 %69 4 M2 Y -0.17 -0.17 %29 %100

Member Distributed Loads (BLC 2 : Roof Live)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.04 -0.04 0 %69 2 M2 Y -0.04 -0.04 %29 %100

Member Distributed Loads (BLC 3 : Snow)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.03 -0.03 0 %100 2 M2 Y -0.03 -0.03 0 %100

Member Area Loads

No Data to Print...

Jirsa Hedrick Structural …

Valhalla 21.31 Dublin Kit…

East Conc. Roof Joist at AHU-3 SK-2

Jul 17, 2023 at 04:09 PM

East Concrete Roof Joist - …

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

Valhalla 21.31 Dublin Kitchen Re… East Conc. Roof Joist at AHU-3

Checked By : __________

7/17/2023

4:10:55 PM

RISA-3D Version 21 [ East Concrete Roof Joist - AHU-3.r3d ] Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 23.417 0 0 3 N3 48.5 0 0 4 N6 30.587 0 0 5 N8 16.252 0 0

Node Boundary Conditions

Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Reaction

Member Primary Data

Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 CRECT10.5X5 Beam Rectangular CONC2500NW Typical 2 M2 N2 N3 CRECT10.5X5 Beam Rectangular CONC2500NW Typical

Member Point Loads

No Data to Print...

Basic Load Cases

BLC Description Category Nodal Distributed 1 Dead DL 3 2 2 Roof Live RLL 2 3 Snow SL 3 2

Load Combinations

Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 21/ASCE Strength 1 Yes Y DL 1.4 5 IBC 21/ASCE Strength 2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 6 IBC 21/ASCE Strength 2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.5 SLN 0.5 7 IBC 21/ASCE Strength 2 (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 8 IBC 21/ASCE Strength 3 (a) Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 9 IBC 21/ASCE Strength 3 (c) Yes Y DL 1.2 SL 1.6 SLN 1.6 LL 0.5 LLS 1

Envelope Node Reactions

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 0 N1 max 0 9 2.331 8 0 9 0 9 0 9 0 9 1 min 0 1 0 2 0 1 0 1 0 1 0 1 2 N2 max 0 9 9.188 4 0 9 0 9 0 9 0 9 3 min 0 1 0 2 0 1 0 1 0 1 0 1 4 N3 max 0 9 2.612 8 0 9 0 9 0 9 0 9 5 min 0 1 0 2 0 1 0 1 0 1 0 1 6 Totals: max 0 9 13.884 8 0 9

Job Number Model Name

Jirsa Hedrick Structural Engineers

SME

Valhalla 21.31 Dublin Kitchen Re… East Conc. Roof Joist at AHU-3

Checked By : __________

7/17/2023

4:10:55 PM

RISA-3D Version 21 [ East Concrete Roof Joist - AHU-3.r3d ] Page 2

Envelope Node Reactions (Continued)

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 7 min 0 1 0 2 0 1

Envelope Maximum Member Section Forces

Member Axial[k]Loc[ft]LCy Shear[k]Loc[ft]LCz Shear[k]Loc[ft]LCTorque[k-ft]Loc[ft]LCy-y Moment[k-ft]Loc[ft]LCz-z Moment[k-ft]Loc[ft]LC 0 M1 max 0 23.417 9 2.331 0 8 0 23.417 9 0 23.417 9 0 23.417 9 20.644 23.417 8 1 min 0 0 1 -4.028 23.417 4 0 0 1 0 0 1 0 0 1 -10.137 8.781 8 2 M2 max 0 25.083 9 4.181 0 4 0 25.083 9 0 25.083 9 0 25.083 9 20.644 0 8 3 min 0 0 1 -2.612 25.083 8 0 0 1 0 0 1 0 0 1 -12.731 15.416 8

Envelope Member End Reactions

MemberMe…