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REVIEWED BLD2021-0520 APVD WWTP Remodel - ORIGINAL Structural CalculationsRECEIVED BLD2021-0520 Apr122021 Ameinesco — City of Edmonds WWTP Carbon Recovery Structural Calculations bhr.- CONSULTANT April 2021 Kenneth E. Dahl, S.E. BHC Consultants, LLC PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ❑ BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ❑ ENERGY ❑ ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE. OR LOCAL REGULATIONS. BY: ta*TG� �- - DATE.10/8/2021 WEST COAS CODE CONSULTANTS, INC. p 7-1 RECEIVED Apr 12 2021 CALCULATION INDEX DesignCriteria.................................................................................................................................................1 Existing Structure Lateral Analysis..................................................................................................................7 Solids Building Lateral Analysis..................................................................................................................9 Headworks Building Lateral Analysis.......................................................................................................40 Solids Processing Building Gasification Room Platform Framing.................................................................55 Activated Carbon Filter Support..................................................................................................................195 DryerPlatform Design.................................................................................................................................205 Retaining Wall at BioAir Control System Slab.............................................................................................208 1601 Fifth Avenue, Suite 500 bhc Seattle, Washington 98101 p.206.505.3400 CONSULTANTS f. 206.505.3406 DESIGN CRITERIA RECEIVED Apr 12 2021 1/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 RECEIVED Apr 12 2021 2/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 RECEIVED Apr 12 2021 3/210 2/10/2021 ATC Hazards by Location L%TC Hazards by Location RECEIVED Apr 12 2021 Search Information geles Sequim U Coordinates: 47.808,-122.382 Elevation: 12 ft Timestamp: 2021-02-10T22:56:10.726Z Hazard Type: Seismic Reference ASCE7-16 Document: Go gle Risk Category: III Site Class: D-default Basic Parameters Name Value Description SS 1.285 MCER ground motion (period=0.2s) S1 0.452 MCER ground motion (period=l .Os) SMS 1.542 Site -modified spectral acceleration value SM1 . null Site -modified spectral acceleration value SDS 1.028 Numeric seismic design value at 0.2s SA SDI " null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC " null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV " null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CRI 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) https://hazards.atcouncil.org/#/seismic?lat=47.808&ing= 122.382&address= Marysville O %A,L;,JL_ _ M •erett 12 ft ° If v Redmond Seattle ° 0 0 Map data ©2021 Google 4/2210 2/10/2021 ATC Hazards by Location SsRT 1.285 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.411 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.081 Factored deterministic acceleration value (0.2s) S1 FIT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.838 Factored deterministic acceleration value (1.0s) PGAd 0.735 Factored deterministic acceleration value (PGA) * See Section 11.4.8 RECEIVED Apr 12 T 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. 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. 5/210 https://hazards.atcouncil.org/#/seismic?lat=47.808&ing= 122.382&address= 2/2 Project Date bhc - Subject Sheet of CONSULTANTS Computed by Job Number Checked by Task Number 4 Z -TI r to v.4 p. — - •�� tip, ,�:. c.,�i�� ,�; l+c.�r k� TM Apr 12 2021 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 EXISTING STRUCTURE LATERAL ANALYSIS RECEIVED Apr 12 2021 7/210 1601 Fifth Avenue, Suite 500 bhc Seattle, Washington 98101 p.206.505.3400 CONSULTANTS f. 206.505.3406 As part of this project, modifications and additions to both the solids processing building and the headworks building are being proposed. The following analyses have been made to understand the influence that these additions and modifications will have on the existing lateral system, and to ascertain if a retrofit to the existing building lateral system is necessary. For the solids building, with the introduction of new wall openings and the addition of a new floor within the west portion of the building, a comparison between the existing wall configuration and the new wall configuration, including the addition of building mass, demonstrated that a change in loads to some of the individual wall segments was greater than 5%. Consequently, calculations were included for all individual walls, to ascertain if they had sufficient capacity for the new loads. For the headworks building, with the enlargement of an existing wall opening along the east exterior, similar calculations were made. Accordingly, the analysis provided in this calculation set has been performed to determine if existing structure has sufficient remaining capacity. To accommodate these changes, for both buildings, we've determined that a retrofit to the existing lateral system is not necessary. RECEIVED Apr 12 2021 8/210 1601 Fifth Avenue, Suite 500 bhc Seattle, Washington 98101 p.206.505.3400 CONSULTANTS f. 206.505.3406 SOLIDS BUILDING LATERAL ANALYSIS RECEIVED Apr 12 2021 9/210 bhc CONSULTANTS Project IKMLlMlVMl Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number ("T �r wAw FZ- \3' \ (� so'n ki WAw 1 T L_Ftn+�,1� wa-1, WA.u.- 1 b fvg G IV O?�N oj"Jl. Coo '( V� Ili v�-1ll- 1 2�r 72 re°I 6� 5 IN-r' rNf�cU 40r 27' NEW GASIFIER ROOM �- FLOOR 20.1 0 �zor 3co r r 20', 27' r O AI 1, Z 6� 'EA4,r WA w ISOP� 150,E 13.3 + 1.�"l' 13.�� + �8,33 ,1�'� 2 4tgo.�tS Isa eo ( 40' x 54') x 100 PSF + 89.2k = 305.2k 10/210 bhc CONSULTANTS Project MMLIMIVMI Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number L4 � y V- t-v, 119.5k 1573k 1573k 41.08 8% I to q ti 8% bhc CONSULTANTS Project MMLIMIVMI Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number � vJAi..v WT -- ----- r , i I 10-r w Arw --T -� N 1►+� t >< ' N" t+� (Lit 5 QS Dr- �I•J1�AIix. �o(�SIoti1 Mµria1/i11��-r( 7�v�S Tt, v*J ' nY* . R-klJxk, O t 5W �� 7,�2 6Ljr) i .. Tzeo;— L Lk0' x Z4') (dam pSF� 2�� ti 14sq WT OF NEW SOLIDS PROCESSING ROOM FLOOR NEW FLOOR: 100 PSF x 54'x 40'216.Ok + EQIPMENT (89.2k) 1 = 305.2k 12/210 Project Title: RECEIVED APr 12 2021 Engineer: ° Project ID: Project Descr: Torsional Analysis of Rigid Diaphragm Luc.0,B�Neiwiy.ow ' Y 9Software copyright ENERCALC, INC. 1983-2020, BZ111uiId:12.20.8.17 DESCRIPTION: As -Built Condition General Information Applied Lateral Force .....Additional Orthogonal Force Maximum Load Used for Analysis: 702.70 k Center of Shear Application : k Distance from "X" datum point 702.70 k Distance from "Y" datum point Note: This load is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Orientation Angular Increment 15.0 deg Load Location Angular Increment 0.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum-32.597 ft "Y" dist. from Datum 41.667 ft Wall Information IBC 2018, CBC 2019, ASCE 7-16 Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions: Along "X" Axis Along "Y" Axis Accidental Eccentricity +/- from "X" Coord. of Load Application Accidental Eccentricity +/- from "Y" Coord. of Load Application -3.30 ft 33.30 ft 4.50 % 120.0 ft 72.0 ft 5.40 ft 3.240 ft Label : E Ext. Wall 1 X Wall C.G. Location 60 ft Length 16.667 ft Y Wall C.G. Location 8.33 It Height 10.42 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 1.4397E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.2689E+003 in E - Shear 1 Mpsi Label : E Ext. Wall 2 X Wall C.G. Location 60 It Length 9 ft Y Wall C.G. Location 38.25 ft Height 10.42 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 6.3309E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 4.2018E+003 in E - Shear 1 Mpsi Label: Int. E-W Wall X Wall C.G. Location 0 It Length 120 ft Y Wall C.G. Location 53 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : Int. N-S Wall X Wall C.G. Location -19.5 ft Length 53.5 ft Y Wall C.G. Location 26.5 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 3.4819E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.0349E+003 in E - Shear 1 Mpsi Label : N Ext. Wall X Wall C.G. Location 0 ft Length 120 ft Y Wall C.G. Location 72 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : S Ext. Wall X Wall C.G. Location 0 ft Length 120 ft Y Wall C.G. Location 0 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : W Ext. Wall X Wall C.G. Location -60 ft Length 72 ft Y Wall C.G. Location 36 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 2.3510E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 1.5120E+003 in E - Shear 1 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) E Ext. Wall 1 90 -23.90 -8.37 94.474 0 -23.90 -8.37 0.000 E Ext. Wall 2 90 -0 -8.37 21.484 0 -23.90 -8.37 0.000 13/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm Luc.0,B�Neiwiy.ew ' Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.1i DESCRIPTION: As -Built Condition ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Int. E-W Wall 0 -23.90 -8.37 234.233 . 90 -23.90 -8.37 0.000 Int. N-S Wall 90 -23.90 -8.37 272.435 0 -23.90 -8.37 0.000 N Ext. Wall 0 -23.90 -8.37 234.233 90 -23.90 -8.37 0.000 S Ext. Wall 210 -23.90 -8.37 336.253 90 -23.90 -8.37 0.000 W Ext. Wall 90 -23.90 -8.37 374.648 0 -23.90 -8.37 0.000 Layout of Resisting Elements Legend: 0 Defined Wall X Datum 14/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm 3-20 0,Bwaii opening.ecn Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 KW-06010113 DESCRIPTION: As -Built Condition Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 15/210 Project Title: RECEIVED APr 12 2021 Engineer: ° Project ID: Project Descr: Torsional Analysis of Rigid Diaphragm Luc.0,B�Neiwiy.ow ' Y 9Software copyright ENERCALC, INC. 1983-2020, BZ111uiId:12.20.8.17 DESCRIPTION: As -Built Condition w/ Added Mass from Dryer Platform General Information Applied Lateral Force .....Additional Orthogonal Force Maximum Load Used for Analysis: 727.27 k Center of Shear Application : k Distance from "X" datum point 727.27 k Distance from "Y" datum point Note: This load is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Orientation Angular Increment 15.0 deg Load Location Angular Increment 0.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum-32.597 ft "Y" dist. from Datum 41.667 ft Wall Information IBC 2018, CBC 2019, ASCE 7-16 -2.10 ft 34.250 ft Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions: Along "X" Axis Along "Y" Axis Accidental Eccentricity +/- from "X" Coord. of Load Application Accidental Eccentricity +/- from "Y" Coord. of Load Application 4.50 % 120.0 ft 72.0 ft 5.40 ft 3.240 ft Label : E Ext. Wall 1 X Wall C.G. Location 60 ft Length 16.667 ft Y Wall C.G. Location 8.33 It Height 10.42 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 1.4397E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.2689E+003 in E - Shear 1 Mpsi Label : E Ext. Wall 2 X Wall C.G. Location 60 It Length 9 ft Y Wall C.G. Location 38.25 ft Height 10.42 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 6.3309E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 4.2018E+003 in E - Shear 1 Mpsi Label: Int. E-W Wall X Wall C.G. Location 0 It Length 120 ft Y Wall C.G. Location 53 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : Int. N-S Wall X Wall C.G. Location -19.5 ft Length 53.5 ft Y Wall C.G. Location 26.5 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 3.4819E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.0349E+003 in E - Shear 1 Mpsi Label : N Ext. Wall X Wall C.G. Location 0 ft Length 120 ft Y Wall C.G. Location 72 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : S Ext. Wall X Wall C.G. Location 0 ft Length 120 ft Y Wall C.G. Location 0 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : W Ext. Wall X Wall C.G. Location -60 ft Length 72 ft Y Wall C.G. Location 36 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 2.3510E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 1.5120E+003 in E - Shear 1 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) E Ext. Wall 1 90 -25.10 -7.42 99.508 0 -25.10 -7.42 0.000 E Ext. Wall 2 90 -25.10 -7.42 22.629 0 -25.10 -7.42 0.000 16/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm Luc.0,B�Neiuiiy.ecv ' Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 1.1 r DESCRIPTION: As -Built Condition w/ Added Mass from Dryer Platform ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Int. E-W Wall 0 -25.10 -7.42 242.423 . 90 -25.10 -7.42 0.000 Int. N-S Wall 90 -25.10 -7.42 282.972 0 -25.10 -7.42 0.000 N Ext. Wall 0 -25.10 -7.42 242.423 90 -25.10 -7.42 0.000 S Ext. Wall 30 -25.10 -7.42 346.408 90 -25.10 -7.42 0.000 W Ext. Wall 90 -25.10 -7.42 387.747 0 -25.10 -7.42 0.000 Layout of Resisting Elements Legend: 0 Defined Wall X Datum 17/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm 3-20 0,Bwan opemng.ecn Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 DESCRIPTION: As -Built Condition w/ Added Mass from Dryer Platform Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 18/210 Project Title: RECEIVED APr 12 2021 Engineer: ° Project ID: Project Descr: Torsional Analysis of Rigid Diaphragm Luc.0,B�Neiwiy.ow ' Y 9Software copyright ENERCALC, INC. 1983-2020, BZ111uiId:12.20.8.17 DESCRIPTION: Exterior Wall With Saw Cut Opening General Information Applied Lateral Force .....Additional Orthogonal Force Maximum Load Used for Analysis: 727.27 k Center of Shear Application : k Distance from "X" datum point 727.27 k Distance from "Y" datum point Note: This load is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Orientation Angular Increment 15.0 deg Load Location Angular Increment 15.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum-29.266 ft "Y" dist. from Datum 41.667 ft Wall Information IBC 2018, CBC 2019, ASCE 7-16 Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions: Along "X" Axis Along "Y" Axis Accidental Eccentricity +/- from "X" Coord. of Load Application Accidental Eccentricity +/- from "Y" Coord. of Load Application -2.10 ft 33.50 ft 5.00 % 120.0 ft 72.0 ft 6.0 ft 3.60 ft Label : E Ext. Wall 1 X Wall C.G. Location 60 ft Length 16.667 ft Y Wall C.G. Location 8.33 It Height 10.42 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 1.4397E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.2689E+003 in E - Shear 1 Mpsi Label : E Ext. Wall 2 X Wall C.G. Location 60 It Length 9 ft Y Wall C.G. Location 38.25 ft Height 10.42 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 6.3309E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 4.2018E+003 in E - Shear 1 Mpsi Label: Int. E-W Wall X Wall C.G. Location 0 It Length 120 ft Y Wall C.G. Location 53 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : Int. N-S Wall X Wall C.G. Location -19.5 ft Length 53.5 ft Y Wall C.G. Location 26.5 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 3.4819E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.0349E+003 in E - Shear 1 Mpsi Label : N Ext. Wall X Wall C.G. Location 0 ft Length 120 ft Y Wall C.G. Location 72 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : S Ext. Wall X Wall C.G. Location 0 ft Length 120 ft Y Wall C.G. Location 0 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 1.2987E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 9.0721 E+002 in E - Shear 1 Mpsi Label : W Ext. Wall 1 X Wall C.G. Location -60 ft Length 40.319 ft Y Wall C.G. Location 52 ft Height 14.83 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 5.3369E-005 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.7001 E+003 in E - Shear 1 Mpsi Label : W Ext. Wall 2 X Wall C.G. Location -60 ft Length 19.681 ft Y Wall C.G. Location 9.84 ft Height 10.5 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 6.6005E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Alonq Wall 'Y' Dir 4.9549E+002 in E - Shear 1 Mosi 19/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm Luc.0,B�Neiwiy.ew ' Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 INITNI-MATE111,11111 DESCRIPTION: Exterior Wall With Saw Cut Opening ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) E Ext. Wall 1 75 -27.17 -11.77 110.241 . 0 -21.17 -8.17 0.000 E Ext. Wall 2 75 -27.17 -11.77 25.070 0 -21.17 -8.17 0.000 Int. E-W Wall 0 -21.17 -8.17 242.423 90 -21.17 -8.17 0.000 Int. N-S Wall 90 -27.17 -4.57 311.109 0 -21.17 -8.17 0.000 N Ext. Wall 0 -21.17 -8.17 242.423 90 -21.17 -8.17 0.000 S Ext. Wall 30 -31.41 -10.71 393.763 90 -21.17 -8.17 0.000 W Ext. Wall 1 90 -33.17 -8.17 235.380 0 -21.17 -8.17 0.000 W Ext. Wall 2 90 -33.17 -8.17 190.317 0 -21.17 -8.17 0.000 Layout of Resisting Elements Legend: 0 Defined Wall X Datum Center of Rigidity • Center of Mass Accidental eccentricity application boundary W Ext. Wall 1 iA1,710ih►119IN 20/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm 3-20 0,Bwan opemng.ecn Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 DESCRIPTION: Exterior Wall With Saw Cut Opening Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 21 /210 bhc C' P 1 A I C I I I T e A I T c, ORIGINAL BUILDING w Ext. Forces Summary for each Resisting Element 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 COR (w/ datum at SW corner): 27.4', 41.667' COM: 56.7', 33.3' ECCENTRICITY: 30.4' Resisting Item Max. ShearAlong MemberYAxis Label Load Argle XIs- [ftj YEcc (ftj Shear Force (kj Load Arffile E Ext. Wa I11 90 -25.15 -3.14 96.216 0 ............................................................................................................................................................................................................................................................................................................. E Ext. Wa 112 99 -25.15 -3.14 21.331 0 Int. E-W Wall 0 -25.15 -9.14 234.233 90 Int. NSWa11 90 -25.15 -9.14 273.453 0 N Ext. Wall 0 -25.15 -9.14 234.233 90 SExt. Wall 30 -25.15 -3.14 339.212 90 W Ext. Wall 90 -25.15 -3.14 374.6431 0 BUILDING W/ WALL OPENING COR (w/ datum at SW corner): 30.73 ft, 41.667 ft W Ext. Wa11 COM (w/ dryer platform)- 57.9', 33.5' ECCENTRICITY: 28.40' W Ext. Wall Farces Summary for each Resisting Element Resisting Item Max. Shear Along M em ber Y Axis Label Laad Angle XEcc (ft) YEcc [ftj Shear Force (kj Load Angle EExt.Wa111 75 -26.17 -11.96 103.937 0 ............................................................................................................................................................................................................................................................................................................. EExt.Wall2 75 -26.17 -11.9G 24.774 0 Int. E-W Wall 0 -20.17 242.42-3 90 Int. NS W.11 90 -26.17 -4.76 310.466 0 N Ext. Wall 0 -20.17 -3.36 242.423 90 S Ext. Wa 11 30 -30.41 -10.90 391.295 90 W Ext. Wall 1 90 -32.17 -3.36 234.060 0 W Ext. Wa 112 90 -32.17 -am 139.249 0 RECEIVED Apr 12 2021 22/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 3.5% INCREASE J 235.38+190.32 = 425.7 13.32% INCREASE .'. CHECK THAT THE EX LATERAL SYSTEM CONFORMS w/ REQUIREMENTS FOR A NEW STRUCTURE. RECEIVED Apr 12 2021 23/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: E. Ext Wall 2 - 9 ft long wall w/ #5@12"oc ew es Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Sds 0.8460 Wall Data DESIGN SUMMARY Material Properties fc 4.50 ksi fy 60.0 ksi Density 1bU.0 pcf Bottom Level Vu : Story Shear 43.60 +1.369D+1.30E Mu : Story Moment 482.347 +1.369D+1.30E Nu: Axial 31.935 +1.40D Uplift @ Left End 47.921 +0.7308D+1.30E Uplift @ Right End 47.921 +0.7308D+1.30E vu : Applied 35.621 psi vc * Phi 107.479 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd 0.2880 in12 MIN REINF IN EXISTING COND: Vertical As Req'd 0.1728 inA2 (2) #5 @ 12" OC EW = 0.66 INA2 .'. OK Bending As Req'd 2.203 inA2 Force Summary Ec 3,120.0 ksi Ev 1,248.0 ksi Phi - Shear U.bbU Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 31.935 +1.20D+0.50Lr Wall Level: 1 27.598 +1.20D Wall Level: 1 27.373 +1.20D+1.60Lr Wall Level: 1 28.093 +0.90D 24/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Concrete Shear Wall File: wall opMmlexening.ec6 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.i DESCRIPTION: E. Ext Wall 2 - Force Summary 9 ft long wall w/ #5@12"oc ewes Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 20.529 +1.369D+1.30E Wall Level : 1 43.600 482.347 31.232 15.444 0.291 40.212 40.212 +1.369D-1.30E Wall Level : 1 43.600 482.347 31.232 15.444 0.291 40.212 40.212 +0.7308D+1.30E Wall Level : 1 43.600 482.347 16.670 28.935 0.156 47.921 47.921 +0.7308D-1.30E Wall Level : 1 43.600 482.347 16.670 28.935 0.156 47.921 47.921 25/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: E. Ext Wall 1 - 16.67 ft long wall w/ #5@12"oc ew es Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Sds 0.8460 Wall Data DESIGN SUMMARY Material Properties fc 4.50 ksi fy 60.0 ksi Density 1bU.0 pcf Bottom Level Vu : Story Shear 756.38 +1.369D+6.OE Mu : Story Moment 9,895.14 +1.369D+6.OE Nu: Axial 59.605 +1.40D Uplift @ Left End 595.91 +0.7308D+6.OE Uplift @ Right End 595.91 +0.7308D+6.OE vu : Applied 324.839 psi vc * Phi 147.926 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd 0.7061 in12 MIN REINF IN EXISTING COND: Vertical As Req'd 0.1728 inA2 (2) #5 @ 12" OC EW = 0.66 INA2 .,. OK Bending As Req'd 11.817 inA2 Force Summary Ec 3,120.0 ksi Ev 1,248.0 ksi Phi - Shear U.bbU Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 59.605 +1.20D+0.50Lr Wall Level: 1 51.507 +1.20D Wall Level: 1 51.090 +1.20D+1.60Lr Wall Level: 1 52.424 +0.90D 26/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Concrete Shear Wall File: wall opMmlexening.ec6 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.i DESCRIPTION: E. Ext Wall 1 Force Summary - 16.67 ft long wall w/ #5@12"oc ew es Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 38.318 +1.369D+6.OE Wall Level : 1 756.380 9,895.142 58.294 169.746 0.049 581.896 581.896 +1.369D-6.OE Wall Level : 1 756.380 9,895.142 58.294 169.746 0.049 581.896 581.896 +0.7308D+6.OE Wall Level : 1 756.380 9,895.142 31.114 318.029 0.026 595.906 595.906 +0.7308D-6.OE Wall Level : 1 756.380 9,895.142 31.114 318.029 0.026 595.906 595.906 27/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: INT E-W wall 120 ft long w/ #5@12"oc ewes Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Sds 0.8460 Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 120.0 ft Wall Thickness 12.0 in Structural Depth 16.170 ft Material Properties fc 4.50 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear O.bbU 12W4r I DESIGN SUMMARY Bottom Level Vu : Story Shear 463.223 +1.369D+1.30E Mu : Story Moment 4,714.58 +1.369D+1.30E Nu: Axial 1,314.43 +1.40D Uplift @ Left End 0.0 Uplift @ Right End 0.0 vu : Applied 198.938 psi vc * Phi 156.252 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd 0.360 in12 MIN REINF IN EXISTING COND: Vertical As Req'd 0.1728 in^2 (2) #5 @ 12" OC EW = 0.66 IN 2 .'. OK Bending As Req'd 7.339 in^2 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 1,314.432 +1.20D+0.50Lr Wall Level: 1 1,180.656 +1.20D Wall Level: 1 1,126.656 +1.20D+1.60Lr Wall Level: 1 1,299.456 +0.90D 28/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 KIMM XTE11.1111 FIN DESCRIPTION: INT E-W wall 120 ft long w/ #5@12"oc ewes Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 844.992 +1.369D+1.30E Wall Level: 1 463.223 4,714.584 1,285.514 3.667 16.360 +1.369D-1.30E Wall Level: 1 463.223 4,714.584 1,285.514 3.667 16.360 +0.7308D+1.30E Wall Level: 1 463.223 4,714.584 686.134 6.871 8.732 +0.7308D-1.30E Wall Level: 1 463.223 4,714.584 686.134 6.871 8.732 29/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: INT N-S wall 53.5 ft long w/ #5@12"oc ew es Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Material Properties Sds 0.8460 fc 4.50 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear 0.bbU Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 53.550 ft Wall Thickness 12.0 in Structural Depth 16.170 ft aTa A DESIGN SUMMARY Bottom Level Vu : Story Shear 470.522 +1.369D+1.30E Mu : Story Moment 6,051.04 +1.369D-1.30E Nu: Axial 191.452 +1.40D Uplift @ Left End 208.716 +0.7308D+1.30E Uplift @ Right End 208.716 +0.7308D+1.30E vu : Applied 202.073 psi vc * Phi 147.925 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd 0.360 in12 MIN REINF IN EXISTING COND: Vertical As Req'd 0.1728 inA2 (2) #5 @ 12" OC EW = 0.66 INA2 .'. OK Bending As Req'd 7.762 inA2 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 0.580 191.452 0.003 +1.20D+0.50Lr Wall Level: 1 0.531 165.439 0.003 +1.20D Wall Level: 1 0.498 164.101 0.003 +1.20D+1.60Lr Wall Level: 1 0.605 168.381 0.004 +0.90D 30/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Concrete Shear Wall File: wall opMmlexening.ec6 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.i DESCRIPTION: INT N-S wall 53.5 ft long w/ #5@12"oc ew es Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 0.373 123.076 0.003 +1.369D+1.30E Wall Level: 1 470.522 6,049.900 187.240 32.311 +1.369D-1.30E Wall Level: 1 470.522 6,051.035 187.240 32.317 +0.7308D+1.30E Wall Level: 1 470.522 6,050.164 99.938 60.539 +0.7308D-1.30E Wall Level: 1 470.522 6,050.770 99.938 60.545 0.829 64.174 64.174 0.829 64.174 64.174 0.442 208.716 208.716 0.442 208.716 208.716 31 /210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: N EXT wall 120 ft long w/ #5@12"oc ew es Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Material Properties Sds 0.8460 fc 4.50 ksi fy 60.0 ksi Density 1bU.0 pcf Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 120.0 ft Wall Thickness 12.0 in Structural Depth 16.170 ft DESIGN SUMMARY Bottom Level Vu : Story Shear 463.223 +1.369D+1.30E Mu : Story Moment 4,714.58 +1.369D+1.30E Nu: Axial 568.68 +1.40D Uplift @ Left End 0.0 Uplift @ Right End 0.0 vu : Applied 198.938 psi vc * Phi 149.239 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd 0.360 in12 MIN REINF IN EXISTING COND: Vertical As Req'd 0.1728 in^2 (2) 45 @ 12" OC EW = 0.66 IN 2 .'. OK Bending As Req'd 7.339 in^2 Force Summary Load Combination Wall Level +1.40D Wall Level +1.20D+0.50Lr Wall Level +1.20D Wall Level +1.20D+1.60Lr Wall Level +0.90D Values for Wall section Ec 3,120.0 ksi Ev 1,248.0 ksi Phi - Shear U.bbU Vu (k) Mu (k) Pu (k) 568.680 501.120 487.440 531.216 12W4r I Resultant Overturning Ecc (ft) Ratio Uplift (k) Left Right 32/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 NTA11.1111 rim DESCRIPTION: N EXT wall 120 ft long w/ #5@12"oc ew es Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 365.580 +1.369D+1.30E Wall Level: 1 463.223 4,714.584 556.169 8.477 7.078 +1.369D-1.30E Wall Level: 1 463.223 4,714.584 556.169 8.477 7.078 +0.7308D+1.30E Wall Level: 1 463.223 4,714.584 296.851 15.882 3.778 +0.7308D-1.30E Wall Level: 1 463.223 4,714.584 296.851 15.882 3.778 33/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: S EXT wall 120 ft long w/ #5@12"oc ew es Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Sds 0.8460 Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 120.0 ft Wall Thickness 12.0 in Structural Depth 16.170 ft Material Properties fc 4.50 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear U.bbU 12W4r I DESIGN SUMMARY Bottom Level Vu : Story Shear 659.97 +1.369D+1.30E Mu : Story Moment 7,657.84 +1.369D+1.30E Nu: Axial 1,075.70 +1.40D Uplift @ Left End 0.0 Uplift @ Right End 0.0 vu : Applied 283.432 psi vc * Phi 154.007 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd MIN REINF IN EXISTING COND: 0.5165 in12 Vertical As Req'd (2) #5 @ 12" OC EW = 0.66 IN-2 0.1728 inA2 OK Bending As Req'd 9.055 inA2 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 1,075.704 +1.20D+0.50Lr Wall Level: 1 962.292 +1.20D Wall Level: 1 922.032 +1.20D+1.60Lr Wall Level: 1 1,050.864 +0.90D 34/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 KIMM XTE11.1111 FIN DESCRIPTION: S EXT wall 120 ft long w/ #5@12"oc ew es Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 691.524 +1.369D+1.30E Wall Level : 1 659.965 7,657.844 1,052.039 7.279 8.243 +1.369D-1.30E Wall Level : 1 659.965 7,657.844 1,052.039 7.279 8.243 +0.7308D+1.30E Wall Level: 1 659.965 7,657.844 561.517 13.638 4.400 +0.7308D-1.30E Wall Level : 1 659.965 7,657.844 561.517 13.638 4.400 35/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: W EXT wall 40.5 ft long w/ #5@12"oc ewes Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Material Properties Sds 0.8460 fc 4.50 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear 0.bbU Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 40.50 ft Wall Thickness 12.0 in Structural Depth 16.170 ft DESIGN SUMMARY Bottom Level Vu : Story Shear 355.970 +1.369D+1.30E Mu : Story Moment 4,689.11 +1.369D+1.30E Nu: Axial 149.295 +1.40D Uplift @ Left End 189.179 +0.7308D+1.30E Uplift @ Right End 189.179 +0.7308D+1.30E vu : Applied 152.877 psi vc * Phi 148.051 psi vn:max=Phi"10'sgrt(fc) 436.033 psi Horizontal As Req'd 0.360 in12 MIN REINF IN EXISTING COND: Vertical As Req'd 0.1728 inA2 (2) #5 @ 12" OC EW = 0.66 INA2 .'. Bending As Req'd 7.299 inA2 OK Force Summary Load Combination Wall Level Values for Wall section Vu (k) Mu (k) Pu (k) Resultant Overturning Ecc (ft) Ratio +1.40D Wall Level: 1 113.941 149.295 0.763 +1.20D+0.50Lr Wall Level: 1 104.227 129.238 0.806 +1.20D Wall Level: 1 97.664 127.967 0.763 +1.20D+1.60Lr Wall Level: 1 118.667 132.034 0.899 +0.90D Uplift (k) Left Right 36/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 NTA11.1111 rim DESCRIPTION: W EXT wall 40.5 ft long w/ #5@12"oc ew es Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 73.248 95.975 0.763 +1.369D+1.30E Wall Level: 1 355.970 4,689.105 146.011 32.115 +1.369D-1.30E Wall Level: 1 355.970 4,466.236 146.011 30.588 +0.7308D+1.30E Wall Level: 1 355.970 4,637.147 77.932 59.502 +0.7308D-1.30E Wall Level: 1 355.970 4,518.193 77.932 57.976 0.622 107.136 107.136 0.670 107.136 107.136 0.332 189.179 189.179 0.358 189.179 189.179 37/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: W EXT wall 19.5 ft long w/ #5@12"oc ew es Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Sds 0.8460 Wall Data Material Properties fc 4.50 ksi fy 60.0 ksi Density 1bU.0 pcf Ec 3,120.0 ksi Ev 1,248.0 ksi Phi - Shear U.bbU Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 19.50 ft Wall Thickness 12.0 in Structural Depth 16.170 ft D.4L 194rrt DESIGN SUMMARY Bottom Level Vu : Story Shear 271.479 +1.369D+1.30E Mu : Story Moment 4,039.31 +1.369D+1.30E Nu: Axial 83.321 +1.40D Uplift @ Left End 213.832 +0.7308D+1.30E Uplift @ Right End 213.832 +0.7308D+1.30E vu : Applied 116.590 psi vc * Phi 148.713 psi vn:max=Phi"10'sgrt(fc) 436.033 psi A Horizontal As Req d 0.360 in [ Vertical As Req'd 0.1728 inA2 Bending As Req'd 6.270 inA2 Force Summary MIN REINF IN EXISTING COND: (2) #5 @ 12" OC EW = 0.66 INA2 OK Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 345.573 83.321 4.147 +1.20D+0.50Lr Wall Level: 1 316.112 72.689 4.349 +1.20D Wall Level: 1 296.206 71.418 4.147 +1.20D+1.60Lr Wall Level: 1 359.906 75.485 4.768 +0.90D 38/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 NTA11.1111 rim DESCRIPTION: W EXT wall 19.5 ft long w/ #5@12"oc ew es Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 222.154 53.564 4.147 +1.369D+1.30E Wall Level: 1 271.479 4,039.314 81.488 49.569 +1.369D-1.30E Wall Level: 1 271.479 3,363.373 81.488 41.274 +0.7308D+1.30E Wall Level: 1 271.479 3,881.733 43.494 89.248 +0.7308D-1.30E Wall Level: 1 271.479 3,520.954 43.494 80.953 0.123 200.668 200.668 0.306 200.668 200.668 0.066 213.832 213.832 0.163 213.832 213.832 39/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 HEADWORKS BUILDING LATERAL ANALYSIS RECEIVED Apr 12 2021 40/210 bhc CONSULTANTS project fkk%p.�SGd R NWdDS "lh1T(P LQP; J Subject �A V30p „ - � �Z Computed by�� Checked by i - %-VA 1' Q WAw Ida Nt.� Z" jZooF FN+n-�12�A�. _ kl2 HDL-L� Gop� (Zooms PF* sy W I I Al r. 7` 1 per, vM P Date 2.5. 2o-r.t Sheet of Job Number .j Task Number 09 - N,5'-1-" 40 `�``'��' � � � 23'�L'T � -� 3(0 + 1 S • �� •LCS�) t ($j C°� �} Cp i � 222 . �3 tz� 3. Io-7t Z27- 5-0 - �PF 40,+ 601) nsP�� 4�pI"At,-- wf; 54�1.cn! }c /i 35.2 a2S.4s 6 LA Zp� �� l! 1.028/� �" s 0.321 n( 265.9 I< Pf /x( I Zu oc- 4A UJ4^1 . "RA 4�tae-- RECEIVED Apr 12 2021 41 /210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm File: wall opening.ec6 m y g p g ` Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.0i DESCRIPTION: Headworks Building As -Built General Information IBC 2018, CBC 2019, ASCE 7-16 Applied Lateral Force 265.90 k Center of Shear Application .....Additional Orthogonal Force k Distance from "X" datum point ft Maximum Load Used for Analysis : 265.90 k Distance from "Y" datum point ft Note: This load is the vector resolved from the above Accidental Torsion values per ASCE 7-0512.8.4.2 0 Ecc. as /o of Maximum Dimension 5.00 /o two entries and will be applied to the system of elements at angular increments. Maximum Dimensions: Along "X" Axis ft Load Orientation Angular Increment 15.0 deg Along "Y" Axis ft Load Location Angular Increment 15.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum 31,479 ft "Y" dist. from Datum 20.801 ft Accidental Eccentricity +/- from "X" Coord. of Load Application : 0.0 ft Accidental Eccentricity +/- from "Y" Coord. of Load Application : 0.0 ft Wall Information Label : East Wall X Wall C.G. Location 48 ft Length 80 ft Y Wall C.G. Location 40 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 2.1121 E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 4.5566E-003 in E - Shear 1 Mpsi Label : North Wall X Wall C.G. Location 0 ft Length 32.33 ft Y Wall C.G. Location 22.835 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 6.1249E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 1.1275E-002 in E - Shear 1 Mpsi Label: South Wall East End X Wall C.G. Location 88 ft Length 12 ft Y Wall C.G. Location 34 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 3.4609E-004 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 3.0377E-002 in E - Shear 1 Mpsi Label: South Wall West End X Wall C.G. Location 88 ft Length 17.33 ft Y Wall C.G. Location 8.67 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 1.6395E-004 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 2.1034E-002 in E - Shear 1 Mpsi Label : West Wall North End X Wall C.G. Location 35.25 ft Length 70.5 ft Y Wall C.G. Location 0 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 2.4199E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 5.1706E-003 in E - Shear 1 Mpsi Label: West Wall South End X Wall C.G. Location 82.5 ft Length 11 ft Y Wall C.G. Location 0 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 4.2110E-004 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 3.3139E-002 in E - Shear 1 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) East Wall 0 31.48 -20.80 138.018 90 31.48 -20.80 1.893 North Wall 285 31.48 -20.80 222.875 0 31.48 -20.80 0.246 >outh Wall East En( 90 31.48 -20.80 29.827 30 31.48 -20.80 0.080 south Wall West En 90 31.48 -20.80 62.962 345 31.48 -20.80 0.187 Vest Wall North Eni 150 31.48 -20.80 199.098 90 31.48 -20.80 1.921 Vest Wall South Ero 150 31.48 -20.80 11.441 240 31.48 -20.80 0.185 42/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Analysis of Rigid Diaphragm File: wall opening.ec6 Torsional Anal Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.0i DESCRIPTION: Headworks Building As -Built Layout of Resisting Elements Legend: 0 Defined Wall X Datum 4— Center of Rigidity • Center of Mass Accidental eccentricity application boundary North Wall I West Wall North End East Wall South Wall East End South Wall West End West Wall South End 43/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm File: wall opening.ec6 m y g p g Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.0i DESCRIPTION: Headworks Building As -Built Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 44/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm File: wall opening.ec6 m y g p g ` Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.0i DESCRIPTION: Headworks Building New Cond. General Information IBC 2018, CBC 2019, ASCE 7-16 Applied Lateral Force 265.90 k Center of Shear Application .....Additional Orthogonal Force k Distance from "X" datum point ft Maximum Load Used for Analysis : 265.90 k Distance from "Y" datum point ft Note: This load is the vector resolved from the above Accidental Torsion values per ASCE 7-0512.8.4.2 0 Ecc. as /o of Maximum Dimension 5.00 /o two entries and will be applied to the system of elements at angular increments. Maximum Dimensions: Along "X" Axis ft Load Orientation Angular Increment 15.0 deg Along "Y" Axis ft Load Location Angular Increment 15.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum 31,486 ft "Y" dist. from Datum 20.394 ft Accidental Eccentricity +/- from "X" Coord. of Load Application : 0.0 ft Accidental Eccentricity +/- from "Y" Coord. of Load Application : 0.0 ft Wall Information Label : East Wall X Wall C.G. Location 49.5 ft Length 77 ft Y Wall C.G. Location 40 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 2.2003E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 4.7341 E-003 in E - Shear 1 Mpsi Label : North Wall X Wall C.G. Location 0 ft Length 32.33 ft Y Wall C.G. Location 22.835 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 6.1249E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 1.1275E-002 in E - Shear 1 Mpsi Label: South Wall East End X Wall C.G. Location 88 ft Length 12 ft Y Wall C.G. Location 34 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 3.4609E-004 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 3.0377E-002 in E - Shear 1 Mpsi Label : South Wall West End X Wall C.G. Location 88 ft Length 17.33 ft Y Wall C.G. Location 8.67 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 12 in Along Wall "y" Dir 1.6395E-004 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 2.1034E-002 in E - Shear 1 Mpsi Label : West Wall North End X Wall C.G. Location 35.25 ft Length 70.5 ft Y Wall C.G. Location 0 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 2.4199E-005 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 5.1706E-003 in E - Shear 1 Mpsi Label: West Wall South End X Wall C.G. Location 82.5 ft Length 11 ft Y Wall C.G. Location 0 ft Height 16.33 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 12 in Along Wall "y" Dir 4.2110E-004 in Wall Fixity Fix -Fix E - Bending 1 Mpsi Along Wall 'Y' Dir 3.3139E-002 in E - Shear 1 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) East Wall 0 31.49 -20.39 135.303 90 31.49 -20.39 2.576 North Wall 90 31.49 -20.39 168.592 0 31.49 -20.39 0.249 >outh Wall East En( 285 31.49 -20.39 48.022 30 31.49 -20.39 0.082 south Wall West En 285 31.49 -20.39 101.371 345 31.49 -20.39 0.188 Vest Wall North Eni 150 31.49 -20.39 199.297 90 31.49 -20.39 2.073 Vest Wall South Ero 150 31.49 -20.39 11.453 285 31.49 -20.39 0.482 45/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Analysis of Rigid Diaphragm File: wall opening.ec6 Torsional Anal Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.0i DESCRIPTION: Headworks Building New Cond. Layout of Resisting Elements Legend: 0 Defined Wall X Datum 4— Center of Rigidity 0 Center of Mass Accidental eccentricity application boundary North Wall I West Wall North End East Wall South Wall East End South Wall West End West Wall South End 46/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Torsional Analysis of Rigid Diaphragm File: wall opening.ec6 m y g p g Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 i.0i DESCRIPTION: Headworks Building New Cond. Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 47/210 bhc '-ON SU LTANTS AS -BUILT 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 W/ WALL OPENING WIDTH INCREASED COMPARISION AS -BUILT NEW WALL % WALL ELEMENT WALL LOAD (K) LOAD (K) CHANGE EAST WALL 138.0 135.3 2.0% NORTH WALL 222.9 168.6 32.2% SOUTH WALL EAST END 29.8 48.0 - 38.0% SOUTH WALL WEST END 63.0 101.4 - 37.6% WEST WALL NORTH END 199.1 199.3 - 0.1% WEST WALL SOUTH END 11.4 11.5 - 0.9% RECEIVED Apr 12 2021 bhcconsultants.com RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: Headworks Building S. Wall E. Side Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Material Properties Sds 1.028 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear U.bbU Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 16.330 ft Wall Thickness 12.0 in Structural Depth 20.0 ft `a W-3-1 RIF rt DESIGN SUMMARY Bottom Level Vu : Story Shear 64.940 +1.369D+E Mu : Story Moment 784.17 +1.369D+E Nu: Axial 56.0 +1.40D Uplift @ Left End 27.274 +0.7308D+E Uplift @ Right End 27.274 +0.7308D+E vu : Applied 34.520 psi vc * Phi 71.204 psi vn:max=Phi"10'sgrt(fc) 356.020 psi Horizontal As Req'd 0.2880 in12 Vertical As Req'd 0.1728 in12 Bending As Req'd 3.386 in12 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 56.000 +1.20D Wall Level: 1 48.000 +0.90D Wall Level: 1 36.000 +1.369D+E Wall Level: 1 64.940 784.167 54.768 14.318 0.570 16.849 16.849 +0.7308D+E 49/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 N7311.1111 rim DESCRIPTION: Headworks Building S. Wall E. Side Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 64.940 784.167 29.232 26.825 0.304 27.274 27.274 50/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: Headworks Building S. Wall W. Side Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Material Properties Sds 1.028 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear U.bbU Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 17.330 ft Wall Thickness 12.0 in Structural Depth 20.0 ft - .7T�18tl6'R DESIGN SUMMARY Bottom Level Vu : Story Shear 119.326 +1.369D+E Mu : Story Moment 1,655.37 +1.369D+E Nu: Axial 59.430 +1.40D Uplift @ Left End 69.328 +0.7308D+E Uplift @ Right End 69.328 +0.7308D+E vu : Applied 59.770 psi vc * Phi 71.204 psi vn:max=Phi"10'sgrt(fc) 356.020 psi Horizontal As Req'd 0.360 in12 Vertical As Req'd 0.1728 in12 Bending As Req'd 3.594 in12 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 59.430 +1.20D Wall Level: 1 50.940 +0.90D Wall Level: 1 38.205 +1.369D+E Wall Level: 1 119.326 1,655.372 58.122 28.481 0.304 57.587 57.587 +0.7308D+E 51 /210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 N7311.1111 rim DESCRIPTION: Headworks Building S. Wall W. Side Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 119.326 1,655.372 31.022 53.361 0.162 69.328 69.328 52/210 RECEIVED Apr 12 2021 Project Title: Engineer: Project ID: Project Descr: File: wall opening. Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.1.17 DESCRIPTION: Headworks Building North Wall Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wall Material CONCRETE Material Properties Sds 1.028 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 1 bU.0 pcf Phi - Shear U.bbU Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 32.330 ft Wall Thickness 12.0 in Structural Depth 20.0 ft DESIGN SUMMARY Bottom Level Vu : Story Shear 202.088 +1.369D+E Mu : Story Moment 2,753.08 +1.369D+E Nu: Axial 110.869 +1.40D Uplift @ Left End 90.877 +0.7308D+E Uplift @ Right End 90.877 +0.7308D+E vu : Applied 70.170 psi vc * Phi 71.204 psi vn:max=Phi"10'sgrt(fc) 356.020 psi Horizontal As Req'd 0.360 in12 Vertical As Req'd 0.1728 inA2 Bending As Req'd 5.184 inA2 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D Wall Level: 1 110.869 +1.20D Wall Level: 1 95.031 +0.90D Wall Level: 1 71.273 +1.369D+E Wall Level: 1 202.088 2,753.075 108.430 25.390 0.637 50.015 50.015 +0.7308D+E 53/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 File: wall opening.ec6 Concrete Shear Wall Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 N7311.1111 rim DESCRIPTION: Headworks Building North Wall Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level: 1 202.088 2,753.075 57.874 47.570 0.340 90.877 90.877 54/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 SOLIDS PROCESSING BULIDING GASIFICATION ROOM PLATFORM FRAMING RECEIVED Apr 12 2021 55/210 Project � Date Subject `nSheet of bhc i Computed by ►,' •�1,`� , ` Job Number _0� IO?U CONSULTANTS M'^ Checked by Task Number Conc: 72.5 PSF Metal Deck: 2.3 PSF Steel Framing: 5 PSF Collateral: 15 PSF Misc: 5.2 PSF Total Dead: 100 PSF RECEIVED Ap �1�2 2�021 l i 56/210 bhc CONSULTANTS BEAM KEY PLAN IN.> A� Project MMLIMIVMI Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number Cam" �S 09 Dq- C-Z ps, CIS t-7 ° Vz F4 57/210 bhc CONSULTANTS Project Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number TABULATED COLUMN REACTIONS Column DL Rx (k) LL Rx (k) Total Rx (k) Col-1 1.04 1.04 1.88 Col-2 41.05 41.05 73.89 Col-3 10.87 10.87 19.57 Col-4 24.42 24.42 43.95 Col-5 65.12 65.12 117.22 Col-6 25.28 25.28 45.50 Col-7 21.04 21.04 37.87 Col-8 52.24 52.24 94.03 Col-9 34.33 34.33 61.79 Col_10 11.75 11.75 21.15 Col_11 22.52 22.52 40.53 Col_12 20.70 20.70 37.27 W 1 8.33 8.33 15.00 W2 3.34 3.34 6.01 Total 338.68 338.68 609.63 58/210 bhc CONSULTANTS Project Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number TABULATED BEAM REACTIONS beam Size Total Length Effective Widti L_Rx R_Rx R Col 1 W21x44 18.90 2.35 48.81 40.55 C01_2 Co1_5 2 W18x35 18.75 2.34 27.10 20.96 C01_4 C0115 3 W18x35 17.55 2.19 22.23 22.23 C01_5 C01_6 4 W21x44 16.62 2.08 33.48 28.18 C01_5 C01_8 5 W18x35 18.75 2.34 17.48 17.48 C0117 C01_8 6 W 18x40 18.94 2.37 32.19 32.73 C01_8 C01_9 7 W21x44 20.41 2.55 16.18 17.14 C01_8 C01_11 Al W 18x35 14.20 1.77 24.31 24.31 A2 W 12 4.56 0.50 3.91 3.91 A3 W18x35 15.10 0.50 16.72 18.29 A4 W21x40 17.71 0.50 26.32 22.54 A5 W18x35 17.50 0.50 5.02 5.02 C01_2 A6 W21x44 2.63 0.35 0.64 4.54 C0114 A7 W18x35 4.58 0.50 6.01 1.88 W2 C01_1 B1 B12x14 3.90 0.49 2.52 2.52 B10 W18x35 3.11 0.39 5.03 5.03 C0113 B11 W18x35 9.01 0.50 2.03 2.03 C01_3 B12 W18x35 3.60 0.48 0.00 0.00 C01_3 B2 B12x14 3.43 0.43 1.44 1.44 B3 W 18 x3 5 12.37 1.55 14.97 12.51 C01_3 B4 W18x35 9.68 1.23 13.69 9.49 B5 W18x35 10.39 1.30 12.08 8.99 B6 W18x35 10.54 0.50 6.04 7.70 B7 W18x35 19.68 2.46 13.73 16.51 B8 W18x35 19.50 0.50 19.25 10.65 C01_2 B9 W21x44 18.40 0.50 11.73 18.10 C1 W 12x14 4.33 0.54 0.98 0.98 C2 W12x14 6.27 0.78 2.92 2.54 C3 W 12x14 6.41 0.60 3.10 2.68 C4 W12x14 8.25 1.03 4.74 4.20 C5 W18x35 18.75 2.34 17.45 18.48 C6 W21x44 16.77 0.50 16.21 11.03 C01_4 C01_7 D1 W12x14 3.67 0.46 1.52 1.52 D2 W 12x14 9.48 1.18 3.15 2.53 D3 W18x35 18.92 2.37 35.69 33.40 D4 W21x44 16.73 0.50 23.26 19.18 C01_6 C01_9 E1 W18x35 18.75 2.34 24.26 24.26 E2 W 18x35 18.75 0.50 19.11 19.11 C01_11 E3 W21x44 11.50 0.50 9.35 20.08 C01_7 C01_10 E4 W21x44 4.75 0.50 1.07 1.07 C01_10 F1 W18x35 4.64 0.58 2.45 2.45 F10 W 12x14 9.50 1.19 6.48 6.48 C01_12 F11 W18x35 17.08 0.50 9.68 15.00 C01_9 W1 F2 W 12x14 4.70 0.59 2.28 2.28 F3 W12x14 9.44 1.18 8.05 9.28 F4 W 18x35 9.44 1.18 4.28 5.51 C01_11 C01_12 F5 W 12x14 7.18 0.50 1.61 1.61 F6 W12x14 9.49 0.50 11.35 7.54 F7 W 12x14 9.49 0.50 7.71 3.47 F8 W12x14 9.44 1.18 12.57 12.57 F9 W18x35 16.38 2.05 23.00 25.28 Ca1_12 59/210 PLW3TM or W3 FORMLOKTM 71/2 in. TOTAL SLAB DEPTH • Normal Weight Concrete 2 Hour Fire Rating Maximum Unshored Clear Span (ft-in.) Deck Number of Deck Spans Gage 1 2 3 22 8'-3" 7'-4" 8'-4" 21 8'-11" 8'-11" 10'-1" 20 9'-7" 10'-4" 10'-8" 19 10'-6" 11'-5" 11'-10" 18 11'-0" 12'-5" 12'-10" 16 11'-8" 13'-10" 13'-8" Shoring is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (psf) (yd3/100 ft2) Strength, f'c (psi) 145 72.5 1.852 3000 Notes: 1. Volumes and weights do not include allowance for deflection. 2. Weights are for concrete only and do not include weight of steel deck. 3. Total slab depth is nominal depth from top of concrete to bottom of steel deck. Deck Number of Span (ft-in.) Gage Deck Spans 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11--0" 11'-6" 12'-0" 12'-6" 13-0" 1 388 1 283 251 224 200 179 161 144 130 117 105 22 2 320 283 251 224 200 179 161 144 130 117 105 3 320 283 251 224 200 179 161 144 130 117 105 1 400 378 276 247 221 198 179 161 145 131 119 21 2 400 378 344 1 247 221 198 179 161 145 131 119 3 400 378 344 247 221 198 179 161 145 131 119 1 20 2 3 1 19 2 3 1 18 2 3 1 16 2 3 See footnotes on page 69. Allowable Diaphragm Shear Strengths, q (plf) Attachment Deck Pattern Gage 22 q 21 q 20 q 36/3 19 q 18 q 16 q 22 q 21 q 20 q 36/4 19 q 18 q 16 q See footnotes on page 69. 8'-0" 8'-6" 9'-0" 9•-6" 2801 2789 2778 2769 2801 2787 2776 2765 2803 2789 2776 2764 2814 2797 2782 2769 2830 2811 2794 2778 2874 2850 2829 2810 2903 2881 2861 2844 2924 2900 2878 2859 2946 2919 2896 2875 2997 2966 2938 2913 3050 3014 2983 2955 3169 3125 3085 3050 400 400 367 335 L 240 216 195 176 160 145 131 400 400 367 335 308 216 195 176 160 145 131 400 400 367 335 308 284 195 176 160 145 131 13'-6" 14'-0" 15'-0" 16'-0" 95 85 69 55 95 85 69 55 95 85 55 107 97 _69 79 64 107 97 79 64 107 97 79 64 119 108 89 73 119 108 89 73 119 108 89 73 400 400 400 378 347 320 iLL28 207 188 171 156 143 130 109 91 400 400 400 378 347 320 296 1 207 188 171 156 143 130 109 91 400 400 400 378_ 347 320 296 275 188 171 156 143 130 109 91 400 400 400 400 384 354 327 1 236 215 196 180 164 151 127 107 400 400 400 400 384 354 327 304 283 196 180 164 151 127 107 400 400 400 400 384 354 327 304 283 264 180 164 151 127 107 400 400 400 400 400 400 389 361 1 267 245 225 208 191 163 139 400 400 400 400 400 400 389 361 336 314 294 276 191 163 139 400 400 400 400 400 400 389 361 336 314 294 276 1 191 163 139 Shoring required in shaded areas to right of heavy line. Span (ft-in.) 10'-0" 10'-6" 11--0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-0" 15,-0" 16,-0" 2760 2753 2745 2739 2733 2728 2723 2718 2714 2706 2699 2756 2747 2739 2732 2726 2720 2714 2709 2704 2696 2688 2754 2745 2736 2729 2721 2715 2709 2703 2698 2689 2681 2757 2746 2736 2727 2718 2711 2704 2697 2691 2680 2671 2765 2752 2741 2731 2721 2713 2705 2697 2690 2678 2667 2793 2777 2763 2750 2738 2728 2717 2708 2700 2684 2670 2828 2814 2801 2789 2778 2768 2759 2750 2742 2728 2715 2841 2825 2811 2798 2786 2775 2765 2755 2746 2731 2717 2856 2838 2823 2808 2795 2783 2772 2762 2752 2735 2720 2891 2871 2853 2836 2821 2807 2794 2782 2770 2750 2733 2929 2907 2886 2867 2849 2833 2819 2805 2792 2769 2749 3019 2990 2964 2940 2918 2898 2880 2863 2847 2818 2793 RECEIVED Apr 12 2021 60/210 74 VF5 - REVISED 6/1/2016 VERCO DECKING, INC. www.vercodeck.com Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam DESCRIPTION: 1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Effective Width 2.180 ft Metal Deck... Vulcraft, 3 VLI Ribs: Parallel RECEIVED Apr 12 2021 Software cor)vright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0n.WM-z.1Ban - Beam is UNSHORED for Concrete Placement Concrete fc 4.0 ksi Stud Diameter 3/4" in Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Rib Height 3.0 in Top Width 7.250 in Rib Spacing 12.0 in Btm Width 4.750 in L J ' S 7.480 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.30, L = 0.380 k/ft, Tributary Width =1.0 ft, Post Composite Only Point Load : D=1.120, L =1.40 k @ 2.60 ft, Post Composite Only Point Load : D=10.020, L=12.520 k @ 3.80 ft, Post Composite Only Point Load : D = 0.640, L = 0.80 k @ 5.80 ft, Post Composite Only Point Load : D=10.80, L =13.50 k @ 11.40 ft, Post Composite Only Point Load : D = 6.10, L = 7.630 k @ 14.30 ft, Post Composite Only Point Load : D = 5.370, L = 6.710 k @ 10.10 ft, Post Composite Only Uniform Load : D = 0.30 k/ft, Tributary Width = 1.0 ft, Non -Composite Only Point Load : D =1.120 k @ 2.60 ft, Non -Composite Only Point Load : D=10.020 k @ 3.80 ft, Non -Composite Only Point Load : D = 0.640 k @ 5.80 ft, Non -Composite Only Point Load : D =10.80 k @ 11.40 ft, Non -Composite Only Point Load : D = 6.10 k @ 14.30 ft, Non -Composite Only Point Load : D = 5.370 k @ 10.10 ft, Non -Composite Only 61 /210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Comosite Steel Beam niC. ouuua_riuucaauiy_nuuni_nainuiy.m, p ' Software copyright ENERCALC, INC. 1983-2020, Build DESCRIPTION: 1 DESIGN SUMMARY • MAX Bending Ratio = 0.713 : 1 MAX Shear Ratio = 0.302 : 1 DEFLECTIONS Steel section W21x44 Vu : Applied 65.544 k FINAL Composite Composite Vn * Phi: Allow 217.350 k Max Downward 0.338 in Location of maximum 17.480 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 620 Mu: Applied 328.822 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 461.055 k-ft Location of maximum 10.138 ft Transient Composite Max Downward 0.186 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1128 Pre -Composite L Only Mu: Applied 145.169 k-ft Mn * Phi: Allowable 357.750 k-ft NonComposite Max Downward 0.228 in Max Upward 0.000 in Defl Ratio 918 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 10.14 ft use 10 studs. From 10.14 ft to Support 2 use 10 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 17.48 ft 1 0.406 0.125 145.17 357.75 27.11 217.35 Final Composite : +1.40D Span L = 17.48 ft 1 0.315 0.125 145.17 461.05 27.11 217.35 Final Composite : +1.20D+1.60L Span L = 17.48 ft 1 0.713 0.282 328.82 461.05 61.26 217.35 Final Composite : +1.20D+L Span L = 17.48 ft 1 0.547 0.216 252.17 461.05 47.00 217.35 Final Composite : +1.20D Span L = 17.48 ft 1 0.270 0.107 124.43 461.05 23.24 217.35 Final Composite : +0.90D Span L = 17.48 ft 1 0.202 0.080 93.32 461.05 17.43 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 8.973 0.000 0.2285 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 8.857 0.000 0.2284 -0.225 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 8.973 0.148 0.2285 -0.225 0.004 1,275.26 Final Composite: D Only Upward 0.000 0.000 1,275.26 Final Composite: +D+L Downward 8.973 0.334 0.2285 -0.225 0.004 1,275.26 Final Composite: +D+L Upward 0.000 0.000 1,275.26 Final Composite: +D+0.750L Downward 8.973 0.288 0.2285 -0.225 0.004 1,275.26 Final Composite: +D+0.750L Upward 0.000 0.000 1,275.26 Final Composite: +0.60D Downward 8.973 0.089 0.1371 -0.135 0.002 1,275.26 Final Composite: +0.60D Upward 0.000 0.000 1,275.26 Final Composite: L Only Downward 8.973 0.186 1,275.26 Final Composite: L Only Upward 0.000 0.000 1,275.26 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 19.363 20.700 NonComposite Removed 0.385 0.385 Final Composite: D Only 19.363 20.700 Final Composite : +D+L 43.125 46.140 Final Composite : +D+0.750L 37.185 39.780 62/210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Com osite Steel Beam Sorue. Quuua_riuuoaauiy_nuuni_riauwiy.ew ' p ftware copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 L.L � DESCRIPTION: 1 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Final Composite : +0.60D 11.618 12.420 Final Composite: L Only 23.762 25.440 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in^4 Web Thick = 0.350 in S xx = 81.60 in^3 S yy = 6.370 in"3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area = 13.000 in^2 J = 0.770 in^4 Weight = 44.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA In Flange . PNA in Flange 95.0 20.285 380.236 35 740.95 843.0 2,211.0 1,812.2 PNA in Flange 90.0 20.254 360.223 33 730.86 843.0 2,211.0 1,794.2 PNA in Web 85.0 19.756 340.211 31 708.81 843.0 2,211.0 1,774.0 PNA in Web 80.0 19.184 320.198 30 697.67 843.0 2,211.0 1,751.3 PNA in Web 75.0 18.612 300.186 28 685.59 843.0 2,211.0 1,726.0 PNA in Web 70.0 18.041 280.174 26 672.55 843.0 2,211.0 1,697.8 PNA in Web 65.0 17.469 260.161 24 658.56 843.0 2,211.0 1,666.6 PNA in Web 60.0 16.897 240.149 22 643.61 843.0 2,211.0 1,632.1 PNA in Web 55.0 16.325 220.136 21 627.71 843.0 2,211.0 1,594.1 PNA in Web 50.0 15.754 200.124 19 610.86 843.0 2,211.0 1,552.4 PNA in Web 45.0 15.182 180.112 17 593.05 843.0 2,211.0 1,506.5 PNA in Web 40.0 14.610 160.099 15 574.29 843.0 2,211.0 1,456.3 PNA in Web 35.0 14.038 140.087 13 554.57 843.0 2,211.0 1,401.2 PNA in Web 30.0 13.466 120.074 11 533.90 843.0 2,211.0 1,341.1 PNA in Web 25.0 12.895 100.062 10 512.28 843.0 2,211.0 1,275.3 Span 1 335 252 c 168 C 4] E O 84 MEMBER ... > � 1.63 3.38 5.13 6.88 8.62 10.37 12.12 13.87 15.62 17.36 Distance (ft) ■ Pie Ca m P-; Le:D+Cap LL ■ F;gal Ca Pp ;le:+iADD ■ F;°al Ca m pas; Le:+1.26D+1.6DL ■ F;-a l Co m pas; Le:+1.2DD+L ■ F;-al Co Pp ;Le +1.2DD ■ F;al Ca mpos;Le:+D.9DD 62 30 MEMBER --- >> +o v Ln 4r1 -35 -67 1.63 3.38 5.13 6.88 8.62 10.37 12.12 13.87 15.62 17.36 Distance (ft) ■ P-e Camp-iLe:D+Ca-LL ■ F;gal Camp-mLe:+1.4DD ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;l Campo ;Le:+1.2DD ■ F;il Campa3Le:+D.9DD 63/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam 1.1 � DESCRIPTION: 1 MEMBER --- > ):, 0.09 C, -0.17 RECEIVED Apr 12 2021 rue: aouas_rrocessing_Koom_r-raming.eco Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 a� -0.26 -0.34 1.63 3.30 5.13 6.08 0.62 10.37 12.12 13.87 15.62 17.36 Distance (fk) ■ P-eaampa3;Le ■ la"Ca MP-4e Remaved ■ Feel Campa3;Le: L70-1y ■ F;—ICampa3;Le: +L7+L F;-al Campa3;Le: +D+6.756L ■ F; gal Campa3;Le: +0.66L7 ■ F;—1 Cam pa3; Le: LOIy 64/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Cantilevered Retaining Wall nio.wawa_ri INC.1 83-202ni_nauwiy.ow ' Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 DESCRIPTION: 5' high wall Criteria Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.40 OK Sliding = 1.82 OK Total Bearing Load = 1,745 Ibs ...resultant ecc. = 5.71 in Soil Pressure @ Toe = 849 psf OK Soil Pressure @ Heel = 105 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,019 psf ACI Factored @ Heel = 126 psf Footing Shear @ Toe = 1.8 psi OK Footing Shear @ Heel = 14.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 702.5 Ibs less 100% Passive Force = - 583.5 Ibs less 100% Friction Force = - 696.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 30.0 plf ...Height to Top = 4.75 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth V Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7.16 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft = 4.00 = Concrete in = 8.00 _ # 4 in = 18.00 Center 0.008 Ibs = 50.5 ft-I = 17.8 ft-I = 2,341.0 psi = 1.1 psi = 94.9 psf = 100.0 in = 4.00 in = 14.80 in = 8.40 in = 8.40 psi = 4,000.0 psi = 65/210 Cantilevered Retaining Wall DESCRIPTION: 5' high wall Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 2.66 Total Footing Width = 3.66 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Software Footing Design Results Toe Heel Factored Pressure = 1,019 126 psf Mu': Upward = 0 0 ft-lb Mu': Downward = 0 0 ft-lb Mu: Design = 18 18 ft-lb Actual 1-Way Shear = 1.79 14.69 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Summary of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,096.3 2.66 2,919.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 142.5 3.38 480.9 * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 100.0 1.33 133.3 Earth @ Stem Transitions = Total = 702.5 O.T.M. = 1,694.3 Footing Weight = 549.0 1.83 1,004.7 Resisting/Overturning Ratio = 2.40 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 1,745.3 Ibs Vert. Component = Total = 1,745.3 Ibs R.M. = 4,057.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 66/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: 2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design ma Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 2.340 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in O(8_�Li3P.10{2J31 11, ]-63) ❑[O 44] F-s a[6.44] L(0.55) 0022 W18x35 J 18.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.220, L = 0.270 k/ft, Extent = 0.0 » 4.60 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.440, L = 0.550 k/ft, Extent = 4.60 -->> 18.750 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 2.10, L = 2.630 k @ 6.40 ft, Post Composite Only Point Load : D = 8.130, L=10.160 k @ 4.60 ft, Post Composite Only Point Load : D = 2.10, L = 2.630 k @ 6.40 ft, Post Composite Only Uniform Load : D = 0.220 k/ft, Extent = 0.0 -->>4.60 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D = 0.440 k/ft, Extent = 4.60 - > 18.750 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 2.10 k @ 6.40 ft, Non -Composite Only Point Load : D = 8.130 k @ 4.60 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.586 : 1 MAX Shear Ratio = 0.244 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 38.820 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward Location of maximum 0.0 ft Max Upward % Composite Action 25 % Load Combination Defl Ratio Mu: Applied 186.041 k-ft +1.20D+1.60L Mn * Phi: Allow 317.591 k-ft Location of maximum 6.375 ft Transient Composite Max Downward Load Combination Max Upward +1.20D+1.60L Defl Ratio Pre -Composite Mu: Applied 69.048 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite 0.337 in 0.000 in 667 +D+L 0.187 in 0.000 in 1200 L Only Max Downward 0.198 in Max Upward 0.000 in Defl Ratio 1138 PreCompDL+PreCompLL 67/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: 2 Shear Stud Requirements From Support 1 to 6.38 ft use 7 studs. From 6.38 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTrPhi Va Vn' Phi Pre Composite : D + Const L Span L = 18.75 ft 1 0.277 0.095 69.05 249.38 15.06 159.30 Final Composite : +1.40D Span L = 18.75 ft 1 0.256 0.107 81.39 317.59 16.99 159.30 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.586 0.244 186.04 317.59 38.82 159.30 Final Composite : +1.20D+L Span L = 18.75 ft 1 0.448 0.187 142.44 317.59 29.73 159.30 Final Composite : +1.20D Span L = 18.75 ft 1 0.220 0.091 69.77 317.59 14.57 159.30 Final Composite : +0.90D Span L = 18.75 ft 1 0.165 0.069 52.32 317.59 10.93 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 8.875 0.000 0.1976 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 18.750 0.000 0.0042 -0.004 0.00 NonComposite Removed Upward 18.750 0.000 0.0042 -0.004 0.00 Final Composite: D Only Downward 8.875 0.150 0.1976 -0.198 773.43 Final Composite: D Only Upward 0.000 0.000 773.43 Final Composite: +D+L Downward 8.875 0.337 0.1976 -0.198 773.43 Final Composite: +D+L Upward 0.000 0.000 773.43 Final Composite: +D+0.750L Downward 8.875 0.290 0.1976 -0.198 773.43 Final Composite: +D+0.750L Upward 0.000 0.000 773.43 Final Composite: +0.60D Downward 8.875 0.090 0.1186 -0.119 773.43 Final Composite: +0.60D Upward 0.000 0.000 773.43 Final Composite: L Only Downward 8.875 0.187 773.43 Final Composite: L Only Upward 0.000 0.000 773.43 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 27.297 16.715 Precomposite Loads 10.756 6.712 NonComposite Removed Final Composite: D Only 12.139 7.429 Final Composite: +D+L 27.297 16.715 Final Composite: +D+0.750L 23.508 14.394 Final Composite: +0.60D 7.283 4.457 Final Composite: L Only 15.158 9.286 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Flange 100.0 17.3197 5 7.09 5 PNA in Flange 95.0 17.295 272.095 25 509.77 510.0 1,448.3 1,151.7 PNA in Flange 90.0 17.271 257.774 24 502.43 510.0 1,448.3 1,136.2 PNA in Web 85.0 16.723 243.454 23 488.05 510.0 1,448.3 1,119.3 PNA in Web 80.0 16.246 229.133 21 479.92 510.0 1,448.3 1,100.9 PNA in Web 75.0 15.769 214.812 20 471.22 510.0 1,448.3 1,081.1 PNA in Web 70.0 15.291 200.491 19 461.95 510.0 1,448.3 1,059.7 PNA in Web 65.0 14.814 186.170 17 452.11 510.0 1,448.3 1,036.5 PNA in Web 60.0 14.337 171.850 16 441.70 510.0 1,448.3 1,011.5 PNA in Web 55.0 13.859 157.529 15 430.72 510.0 1,448.3 984.E 68/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p osite 1.1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: 2 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web. PNA in Web 45.0 12.905 128.887 12 407.05 510.0 1,448.3 924.3 PNA in Web 40.0 12.427 114.566 11 394.36 510.0 1,448.3 890.6 PNA in Web 35.0 11.950 100.246 10 381.10 510.0 1,448.3 854.4 PNA in Web 30.0 11.472 85.925 8 367.28 510.0 1,448.3 815.4 PNA in Web 25.0 10.995 71.604 7 352.88 510.0 1,448.3 773.4 Span 1 190 142 95 C d] E 0 g 47 MEMBER--->> 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-e Ca m pa.; Le:D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD F;�al Campa3;Le : +D.9DD 40 24 8 MEMBER --- >> L li 1 -24 1.75 3.63 5.50 ■P, Co m pas. Le: D+Coy LL ■F;gal Campa3;Le:+1.d6D ■ F;.al Co m Paz . Le:+6.90D MEMBER--->> -0.09 c' -0.17 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ real Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le:+1.26D 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F;aal Campa3;Le: DO-Iy ■ Finaal Campa.4L : +D+L ■ Fm-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DD ■ F;-1 Cam pa.; Le: LOIy 69/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 e.i e DESCRIPTION: 3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi :: ie•as Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 2.190 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in J 17.550 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=1.130, L = 1.410 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D =1.130 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.468 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 25 % Load Combination Mu: Applied 139.063 k-ft Mn * Phi : Allow 297.408 k-ft Location of maximum 8.775 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 60.907 k-ft Mn * Phi: Allowable 249.375 k-ft Shear Stud Requirements 0.199 :1 DEFLECTIONS 31.695 k FINAL Composite 159.30 k Max Downward 0.269 in 0.0 ft Max Upward 0.000 in Defl Ratio 782 +1.20D+1.60L +D+L Transient Composite Max Downward 0.149 in Max Upward 0.000 in Defl Ratio 1409 L Only NonComposite Max Downward 0.165 in Max Upward 0.000 in Defl Ratio 1277 PreCompDL+PreCompLL From Support 1 to 8.78 ft use 5 studs. From 8.78 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 17.55 ft 1 0.244 0.087 60.91 249.38 13.88 159.30 70/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: 3 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 17.55 ft 1 0.205 0.087 60.91 297.41 13.88 159.30 Final Composite : +1.20D+1.60L Span L = 17.55 ft 1 0.468 0.199 139.06 297.41 31.70 159.30 Final Composite : +1.20D+L Span L = 17.55 ft 1 0.358 0.152 106.49 297.41 24.27 159.30 Final Composite : +1.20D Span L = 17.55 ft 1 0.176 0.075 52.21 297.41 11.90 159.30 Final Composite : +0.90D Span L = 17.55 ft 1 0.132 0.056 39.15 297.41 8.92 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 8.892 0.000 0.1648 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 17.550 0.000 0.0035 -0.004 0.00 NonComposite Removed Upward 17.550 0.000 0.0035 -0.004 0.00 Final Composite: D Only Downward 8.892 0.120 0.1648 -0.165 701.89 Final Composite: D Only Upward 0.000 0.000 701.89 Final Composite: +D+L Downward 8.892 0.269 0.1648 -0.165 701.89 Final Composite: +D+L Upward 0.000 0.000 701.89 Final Composite: +D+0.750L Downward 8.892 0.232 0.1648 -0.165 701.89 Final Composite: +D+0.750L Upward 0.000 0.000 701.89 Final Composite: +0.60D Downward 8.892 0.072 0.0989 -0.099 701.89 Final Composite: +0.60D Upward 0.000 0.000 701.89 Final Composite: L Only Downward 8.892 0.149 701.89 Final Composite: L Only Upward 0.000 0.000 701.89 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 22.289 22.289 Precomposite Loads 9.916 9.916 NonComposite Removed Final Composite: D Only 9.916 9.916 Final Composite : +D+L 22.289 22.289 Final Composite: +D+0.750L 19.195 19.195 Final Composite : +0.60D 5.949 5.949 Final Composite : L Only 12.373 12.373 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 15.3107 510.0 1,350.7 5. PNA in Web 95.0 14.975 190.990 18 455.82 510.0 1,350.7 1,012.2 PNA in Web 90.0 14.640 180.938 17 448.69 510.0 1,350.7 998.0 PNA in Web 85.0 14.305 170.886 16 441.28 510.0 1,350.7 982.9 PNA in Web 80.0 13.969 160.834 15 433.59 510.0 1,350.7 966.7 PNA in Web 75.0 13.634 150.782 14 425.62 510.0 1,350.7 949.4 PNA in Web 70.0 13.299 140.729 13 417.36 510.0 1,350.7 931.0 PNA in Web 65.0 12.964 130.677 12 408.83 510.0 1,350.7 911.3 PNA in Web 60.0 12.629 120.625 11 400.02 510.0 1,350.7 890.4 PNA in Web 55.0 12.294 110.573 11 390.92 510.0 1,350.7 868.1 PNA in Web 50.0 11.959 100.521 10 381.54 510.0 1,350.7 844.4 PNA in Web 45.0 11.624 90.469 9 371.89 510.0 1,350.7 819.2 PNA in Web 40.0 11.289 80.417 8 361.95 510.0 1,350.7 792.5 PNA in Web 35.0 10.954 70.365 7 351.73 510.0 1,350.7 764.1 PNA in Web 30.0 10.619 60.313 6 341.23 510.0 1,350.7 733.9 PNA in Web 25.0 10.284 50.261 5 330.45 510.0 1,350.7 701.9 Span 1 71/210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Com osite Steel Beam rue. wiwo_rIuu000uiy_nuuni_riauwiy.u,, p ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 L.LMWA DESCRIPTION: 3 142 106 71 C d] E O � 35 MEMBER_, 1.64 3.39 5.15 6.90 0.66 10.41 12.17 13.92 15.68 17.43 Distance (ft) ■ Pie Ca m pa.; Le:L7+C-LL ■ F; -al Ca m pa.; le:+1.4D1) ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;l Campa3;Le:+1.2DD ■ F;al Cam pa.;Le:+D.9DD 32 16 MEMBER --- s> �o a� Ln U, -16 -32 1.64 3.39 5.15 ■ P-e Ca m pass Le: D+Ca-sLL ■F:gal Campa.:Le +1.4DD ■ F:al Campa.:Le:+D.9DD MEMBER---> -0.07 -0.14 a� -0.21 -0.27 1.64 3.39 5.15 P-eaamp-4c ■ Na-CaMP-4e Rema-13 F; gal Campa3;Le: +0.6DD F ;gal Campa3;Le: LOIy 6.90 8.66 10.41 12.17 13.92 15.68 17.43 Distance (ft) ■ F:.al CampaZ:Le:+1.2DD+1.6DL ■ F:-al Camp-4a:+1.26D+L F:-al Campa.:Le:+1.2DD 6.90 0.66 10.41 12.17 13.92 15.68 17.43 Distance (ft) ■ F;l Campa3;Le: L70.1y ■ Fm-al Campa3;Le: +L7+L ■ Fm-al Campa3;Le: +D+D.75DL 72/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 f.i DESCRIPTION: 4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design E" rid,-21W P Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is SHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 2.190 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in Al 1N21 x44 , I 17 55D f[ Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 fi Point Load : D = 15.860, L=19.830 k @ 7.10 fi Point Load : D = 7.60, L = 9.490 k @ 3.80 fi Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 fi Point Load : D = 15.860 k @ 7.10 fi Point Load : D = 7.60 k @ 3.80 ft DESIGN SUMMARY • MAX Bending Ratio = 0.871 : 1 MAX Shear Ratio = 0.347 : 1 DEFLECTIONS Steel section W21x44 Vu : Applied 75.466 k FINAL Composite Composite Vn * Phi: Allow 217.350 k Max Downward 0.380 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 554 Mu: Applied 402.151 k-ft +0.90D +D+L Mn * Phi: Allow 461.511 k-ft Location of maximum 7.067 ft Transient Composite Max Downward 0.146 in Load Combination Max Upward 0.000 in +0.90D Defl Ratio 1442 Pre -Composite L Only Mu: Applied 0 k-ft Mn * Phi: Allowable 0 k-ft NonComposite Max Downward 0.165 in Max Upward 0.000 in Defl Ratio 1277 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 7.07 ft use 10 studs. From 7.07 ft to Support 2 use 10 studs. Maximum Forces & Stresses for Load Combinations 73/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: 4 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma Max Mn / Omega Va Vn / Omega Overall Maximums Span L = 17.55 ft 1 0.871 0.347 402.15 461.51 75.47 217.35 +1.40D Span L = 17.55 ft 1 0.555 0.221 255.92 461.51 48.03 217.35 +1.20D+1.60L Span L = 17.55 ft 1 0.871 0.347 402.15 461.51 75.47 217.35 +1.20D+L Span L = 17.55 ft 1 0.723 0.288 333.60 461.51 62.60 217.35 +1.20D Span L = 17.55 ft 1 0.475 0.189 219.36 461.51 41.17 217.35 +0.90D Span L = 17.55 ft 1 0.356 0.142 164.52 461.51 30.88 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Span Deflection Location Moment of Inertia Load Combination in Span Ixx - Used I -Steel I -Trans I per C-13-1 I per C-13-2 D Only Downward 1 0.2337 8.245 1,276.974 0.000 0.000 0.000 0.000 D Only Upward 1 0.0000 0.000 1,276.974 0.000 0.000 0.000 0.000 +D+L Downward 1 0.3797 8.245 1,276.974 0.000 0.000 0.000 0.000 +D+L Upward 1 0.0000 0.000 1,276.974 0.000 0.000 0.000 0.000 +D+0.750L Downward 1 0.3432 8.245 1,276.974 0.000 0.000 0.000 0.000 +D+0.750L Upward 1 0.0000 0.000 1,276.974 0.000 0.000 0.000 0.000 +0.60D Downward 1 0.1402 8.245 1,276.974 0.000 0.000 0.000 0.000 +0.60D Upward 1 0.0000 0.000 1,276.974 0.000 0.000 0.000 0.000 L Only Downward 1 0.1460 8.245 1,276.974 0.000 0.000 0.000 0.000 L Only Upward 1 0.0000 0.000 1,276.974 0.000 0.000 0.000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 55.743 31.905 D Only 34.306 19.634 +D+L 55.743 31.905 +D+0.750L 50.384 28.837 +0.60D 20.584 11.780 L Only 21.437 12.271 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in"4 Web Thick = 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 6.370 inA3 Zy = 10.200 inA3 Area = 13.000 in"2 J = 0.770 in"4 Weight = 44.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Flange 7 75. . PNA in Flange 95.0 20.288 381.980 35 741.83 843.0 2,214.0 1,815.0 PNA in Flange 90.0 20.257 361.876 33 731.70 843.0 2,214.0 1,797.0 PNA in Web 85.0 19.801 341.771 32 709.63 843.0 2,214.0 1,776.8 PNA in Web 80.0 19.226 321.667 30 698.52 843.0 2,214.0 1,754.1 PNA in Web 75.0 18.652 301.563 28 686.45 843.0 2,214.0 1,728.7 PNA in Web 70.0 18.077 281.459 26 673.41 843.0 2,214.0 1,700.5 PNA in Web 65.0 17.503 261.355 24 659.42 843.0 2,214.0 1,669.3 PNA in Web 60.0 16.929 241.250 22 644.46 843.0 2,214.0 1,634.8 PNA in Web 55.0 16.354 221.146 21 628.53 843.0 2,214.0 1,596.7 PNA in Web 50.0 15.780 201.042 19 611.65 843.0 2,214.0 1,554.9 PNA in Web 45.0 15.205 180.938 17 593.80 843.0 2,214.0 1,508.9 PNA in Web 40.0 14.631 160.834 15 574.99 843.0 2,214.0 1,458.5 PNA in Web 35.0 14.057 140.729 13 555.22 843.0 2,214.0 1,403.3 PNA in Web 30.0 13.482 120.625 11 534.49 843.0 2,214.0 1,343.0 PNA in Web 25.0 12.908 100.521 10 512.79 843.0 2,214.0 1,277.0 Span 1 74/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: 4 77 47 16 C MEMBER --- s> a -14 -44 r 1.65 410 308 205 +o a� Ln li 1 103 MEMBER--- s > MEMBER---> -0.10 -0.19 a� d -0.29 -0.39 3.42 5.10 6.95 8.72 10.40 12.25 14.02 15.78 17.55 Distance (ft) ■ 0-e 11 H-;, m3 ■ +1ADD ■ +1.2DD+1.6DL ■ +1.2DD+L ■ +1.26D ■ +D.9DD 1.65 3.42 5.18 6.95 8.72 10.48 12.25 14.02 15.78 17.55 Distance (ft) ■ 0,-11 H-:,.- ■ +1.4DD ■ +1.2DD+1.6DL ■ +1.2DD+L +1.2DD +D.9DD 1.65 3.42 5.10 6.95 8.72 10.40 12.25 14.02 15.78 17.55 Distance (ft) ■ ■ +D+L ■ +D+D.75DL ■ +D.6DD ■ LO-Iy 75/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: 5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design N18a35 z a:on Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 2.340 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in x 1N18x35 � J Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.8320, L = 1.040 k/ft, Tributary Width = 1.0 ft, Post Composite Onl Uniform Load : D = 0.8320 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.214 : 1 MAX Shear Ratio = 0.112 Steel section W18x35 Vu : Applied 25.354 k Vn * Phi: Allow 225.675 k Composite Location of maximum 0.0 ft % Composite Action 25 % Load Combination Mu: Applied 118.846 k-ft +1.20D+1.60L Mn * Phi: Allow 2,695.57 k-ft Location of maximum 9.375 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 53.341 k-ft Mn * Phi: Allowable 249.375 k-ft Shear Stud Requirements From Support 1 to 9.38 ft use 5 studs. From 9.38 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations 1 DEFLECTIONS FINAL Composite Max Downward 0.261 in Max Upward 0.000 in Defl Ratio 862 +D+L Transient Composite Max Downward 0.141 in Max Upward 0.000 in Defl Ratio 1593 L Only NonComposite Max Downward 0.165 in Max Upward 0.000 in Defl Ratio 1365 PreCompDL+PreCompLL Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Pre Composite : D + Const L Shear Summary Va Vn * Phi 76/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: 5 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 18.75 ft 1 0.214 0.050 53.34 249.38 11.38 225.68 Final Composite: +1.40D Span L = 18.75 ft 1 0.020 0.050 53.34 2,695.57 11.38 225.68 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.044 0.112 118.85 2,695.57 25.35 225.68 Final Composite: +1.20D+L Span L = 18.75 It 1 0.034 0.086 91.42 2,695.57 19.50 225.68 Final Composite: +1.20D Span L = 18.75 ft 1 0.017 0.043 45.72 2,695.57 9.75 225.68 Final Composite: +0.90D Span L = 18.75 ft 1 0.013 0.032 34.29 2,695.57 7.32 225.68 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 9.500 0.000 0.1648 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.500 0.000 0.1648 -0.158 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.500 0.113 0.1648 -0.158 0.007 713.79 Final Composite: D Only Upward 0.000 0.000 713.79 Final Composite: +D+L Downward 9.500 0.254 0.1648 -0.158 0.007 713.79 Final Composite: +D+L Upward 0.000 0.000 713.79 Final Composite: +D+0.750L Downward 9.500 0.219 0.1648 -0.158 0.007 713.79 Final Composite: +D+0.750L Upward 0.000 0.000 713.79 Final Composite: +0.60D Downward 9.500 0.068 0.0989 -0.095 0.004 713.79 Final Composite: +0.60D Upward 0.000 0.000 713.79 Final Composite: L Only Downward 9.500 0.141 713.79 Final Composite: L Only Upward 0.000 0.000 713.79 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 8.128 8.128 NonComposite Removed 0.328 0.328 Final Composite: D Only 8.128 8.128 Final Composite: +D+L 17.878 17.878 Final Composite : +D+0.750L 15.441 15.441 Final Composite: +0.60D 4.877 4.877 Final Composite: L Only 9.750 9.750 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 in^4 I yy = 15.300 in^4 Web Thick = 0.425 in S xx = 57.60 in^3 S yy = 5.120 in^3 Flange Width = 35.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 in^3 Zy = 8.060 in"3 Area = 10.300 in^2 1 = 0.506 in^4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 45.212 214.812 20 3,150.17 510.0 1,381.3 PNA in Web 95.0 44.959 204.071 19 3,141.42 510.0 1,381.3 1,036.8 PNA in Web 90.0 44.706 193.331 18 3,132.44 510.0 1,381.3 1,022.4 PNA in Web 85.0 44.454 182.590 17 3,123.23 510.0 1,381.3 1,006.8 PNA in Web 80.0 44.201 171.850 16 3,113.79 510.0 1,381.3 990.2 PNA in Web 75.0 43.948 161.109 15 3,104.13 510.0 1,381.3 972.3 PNA in Web 70.0 43.695 150.368 14 3,094.24 510.0 1,381.3 953.3 PNA in Web 65.0 43.443 139.628 13 3,084.13 510.0 1,381.3 932.9 PNA in Web 60.0 43.190 128.887 12 3,073.79 510.0 1,381.3 911.2 PNA in Web 55.0 42.937 118.147 11 3,063.22 510.0 1,381.3 888.1 PNA in Web 50.0 42.685 107.406 10 3,052.43 510.0 1,381.3 863.4 PNA in Web 45.0 42.432 96.665 9 3,041.41 510.0 1,381.3 837.1 PNA in Web 40.0 42.179 85.925 8 3,030.17 510.0 1,381.3 809.1 PNA in Web 35.0 41.926 75.184 7 3,018.70 510.0 1,381.3 779.3 PNA in Web 30.0 41.674 64.444 6 3,007.00 510.0 1,381.3 747.5 PNA in Web 25.0 41.421 53.703 5 2,995.08 510.0 1,381.3 713.877/210 Composite Steel Beam KW-06010113 DESCRIPTION: 5 Composite Section Properties Span Number Analysis Plastic N. A. Location Type MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-e Ca m pa.; Le:D+Ca-LL ■ Fi-al Campa.4L :+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD ■ F; .al Campa3;Le:+D.9DD 26 13 MEMBER---> +o a� L li 1 -13 -26 1 1 1 1 1 1 1 1 1 1 -Z= 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-e Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;�a l Ca m pas; Le:+1.20D+1.66L ■ F;�e l Co m pas; Le:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co mpas;Le:+6.90D MEMBER --- >> -0.07 -0.13 a� -0.20 -0.27 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) P-eaamp-4c ■ Na-CaMP-4e Rema-13 ■ F;aal Campa3;Le: ROaly ■ Finaal Campa.4L : +D+L F;-al Campa3;Le: +D+D.75DL F; gal Campa3;Le: +D.6DD F ;gal Campa3;Le: LOIy 78/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: 6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design EM Wm -2 UOM Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comaosite Beam Section Data Total Slab Thickness 6.0 in Concrete fc Effective Width 2.340 ft Concrete Density Metal Deck ... Vulcraft, 3 VLI Rib Height Ribs : Parallel Rib Spacing D(9 D(a_a7) D(0,87}'3 L(l .09) h ! i 'A- -t k Beam is UNSHORED for Concrete Placement 3.0 ksi Stud Diameter 3/4" in 145.0 pcf Qn : Stud Capacity 11.0 k 3.0 in Top Width 7.250 in 12.0 in Btm Width 4.750 in LAa;e- rrs) Lr) A6) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.870, L = 1.090 k/ft, Extent = 0.0 » 9.40 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D=1.280, L = 1.60 k/ft, Extent = 9.40 » 18.750 ft, Tributary Width = 1.0 ft, Post Composite Onl} Point Load : D = 1.170, L =1.460 k @ 15.30 ft, Post Composite Only Point Load : D = 10.220, L=12.780 k @ 9.40 ft, Post Composite Only Uniform Load : D = 0.870 k/ft, Extent = 0.0 - > 9.40 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D =1.280 k/ft, Extent = 9.40 -->> 18.750 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 1.170 k @ 15.30 ft, Non -Composite Only Point Load : D = 10.220 k @ 9.40 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.740 : 1 MAX Shear Ratio = 0.280 : 1 DEFLECTIONS Steel section W18x46 Vu : Applied 54.769 k FINAL Composite Composite Vn * Phi: Allow 195.480 k Max Downward 0.430 in Location of maximum 18.750 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 523 Mu: Applied 310.487 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 419.740 k-ft Location of maximum 9.375 ft Transient Composite Max Downward 0.239 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 941 Pre -Composite L Only Mu: Applied 135.786 k-ft Mn * Phi: Allowable 340.125 k-ft NonComposite Max Downward 0.272 in Max Upward 0.000 in Defl Ratio 827 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 9.38 ft use 8 studs. 79/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: 6 Shear Stud Requirements From 9.38 ft to Support 2 use 8 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Pre Composite : D + Const L Span L = 18.75 ft 1 0.399 0.103 135.79 340.13 20.19 195.48 Final Composite : +1.40D Span L = 18.75 ft 1 0.323 0.103 135.79 419.74 20.19 195.48 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.740 0.236 310.49 419.74 46.19 195.48 Final Composite : +1.20D+L Span L = 18.75 ft 1 0.566 0.181 237.70 419.74 35.36 195.48 Final Composite : +1.20D Span L = 18.75 ft 1 0.277 0.089 116.39 419.74 17.31 195.48 Final Composite : +0.90D Span L = 18.75 ft 1 0.208 0.066 87.29 419.74 12.98 195.48 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 9.500 0.000 0.2720 712.00 Precomposite Upward 0.000 0.000 712.00 NonComposite Removed Downward 18.750 0.000 0.0056 -0.006 0.00 NonComposite Removed Upward 18.750 0.000 0.0056 -0.006 0.00 Final Composite: D Only Downward 9.500 0.191 0.2720 -0.272 1,014.10 Final Composite: D Only Upward 0.000 0.000 1,014.10 Final Composite: +D+L Downward 9.500 0.430 0.2720 -0.272 1,014.10 Final Composite: +D+L Upward 0.000 0.000 1,014.10 Final Composite: +D+0.750L Downward 9.500 0.370 0.2720 -0.272 1,014.10 Final Composite: +D+0.750L Upward 0.000 0.000 1,014.10 Final Composite: +0.60D Downward 9.500 0.115 0.1632 -0.163 1,014.10 Final Composite: +0.60D Upward 0.000 0.000 1,014.10 Final Composite: L Only Downward 9.500 0.239 1,014.10 Final Composite: L Only Upward 0.000 0.000 1,014.10 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 32.473 38.509 Precomposite Loads 14.424 17.112 NonComposite Removed Final Composite: D Only 14.424 17.112 Final Composite : +D+L 32.473 38.509 Final Composite: +D+0.750L 27.961 33.160 Final Composite : +0.60D 8.654 10.267 Final Composite: L Only 18.049 21.397 Steel Section Properties : W18x46 Depth = 18.100 in Ixx = 712.00 in^4 Iyy = 22.500 in"4 Web Thick = 0.360 in S xx = 78.80 inA3 S yy = 7.430 inA3 Flange Width = 6.060 in R xx = 7.250 in R yy = 1.290 in Flange Thick = 0.605 in Zx = 90.700 inA3 Zy = 11.700 inA3 Area = 13.500 in"2 J = 1.220 in"4 Weight = 46.000 plf COmDOSite Section PrODertieS Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Flange 100.0 17.51857. 6 7 .7 PNA in Flange 95.0 17.491 306.107 28 648.65 712.0 1,822.8 1,414.3 PNA in Web 90.0 16.985 289.996 27 635.60 712.0 1,822.8 1,400.3 PNA in Web 85.0 16.537 273.885 25 626.18 712.0 1,822.8 1,384.5 PNA in Web 80.0 16.090 257.774 24 616.17 712.0 1,822.8 1,367.0 PNA in Web 75.0 15.642 241.664 22 605.56 712.0 1,822.8 1,347.5 PNA in Web 70.0 15.195 225.553 21 594.34 712.0 1,822.8 1,325.9 PNA in Web 65.0 14.747 209.442 20 582.53 712.0 1,822.8 1,302.2 PNA in Web 60.0 14.299 193.331 18 570.11 712.0 1,822.8 1,276.1 PNA in Web 55.0 13.852 177.220 17 557.10 712.0 1,822.8 1,247.680/210 PNA in Web 50.0 13.404 161.109 15 543.48 712.0 1,822.8 1,216.4 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p osite L.L Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: 6 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 4b.0 12.957 144.998 14 529.26 712.0 1,822.8 PNA in Web 40.0 12.509 128.887 12 514.44 712.0 1,822.8 1,145.4 PNA in Web 35.0 12.062 112.776 11 499.02 712.0 1,822.8 1,105.1 PNA in Web 30.0 11.614 96.665 9 483.00 712.0 1,822.8 1,061.5 PNA in Web 25.0 11.167 80.555 8 466.38 712.0 1,822.8 1,014.1 Span 1 317 238 c 158 C 4] E O 79 MEMBER --- >> 1.75 3.63 5.50 ■P, Co m pas. Le: D+Cap LL ■F;gal Campa3;Le:+1.d6D �a ■ F;l Co m Paz . Le:+6.90D 47 21 U MEMBE4R--->> +o v Ln 4r1 -30 -56 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le:+1.26D 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-e Ca m pa.; Le:D+Ca-LL ■ Fi-al Campa.4L +1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;l Campa3;Le:+1.2DD ■ F;al Campa3;Le:+D.9DD MEMBER---» -0.11 C -0.22 41 b -0.33 -0.44 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P�ecampas�Le ■ Na �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Campas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Ca m paz; Le: LO�ly 81 /210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam DESCRIPTION: 7 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Effective Width 2.550 ft Metal Deck... Vulcraft, 3 VLI Ribs: Parallel RECEIVED Apr 12 2021 Software cor)vright ENERCALC, INC. 1983-2020, Build:12.20.8.17 En WA -2$50R w,aae Beam is UNSHORED for Concrete Placement Concrete fc 3.0 ksi Stud Diameter 3/4" in Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Rib Height 3.0 in Top Width 7.250 in Rib Spacing 12.0 in Btm Width 4.750 in "1- Q(Q 21) 7D(33M &M-47) D{9 JD (A. DiAj 36) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 0.480, L = 0.590 k @ 8.10 ft, Post Composite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width =1.0 ft, Post Composite Only Point Load : D = 5.590, L = 6.980 k @ 8.20 ft, Post Composite Only Point Load : D = 3.580, L = 4.470 k @ 11.70 ft, Post Composite Only Point Load : D=1.090, L =1.360 k @ 20.40 ft, Post Composite Only Point Load : D = 0.480 k @ 8.10 ft, Non -Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only Point Load : D = 5.590 k @ 8.20 ft, Non -Composite Only Point Load : D = 3.580 k @ 11.70 ft, Non -Composite Only Point Load : D = 3.580 k @ 11.70 ft, Non -Composite Only Point Load : D =1.090 k @ 20.40 ft, Non -Composite Only 82/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 os Com ite Steel Beam File: Solids_Processing_Room_Framing.ec6 ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I 0.i DESCRIPTION: 7 DESIGN SUMMARY • MAX Bending Ratio = 0.503 : 1 MAX Shear Ratio = 0.153 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 24.361 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.346 in Location of maximum 20.410 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 708 Mu: Applied 167.006 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 331.877 k-ft Location of maximum 8.30 ft Transient Composite Max Downward 0.192 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1276 Pre -Composite L Only Mu: Applied 94.018 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.318 in Max Upward 0.000 in Defl Ratio 769 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 8.30 ft use 8 studs. From 8.30 ft to Support 2 use 8 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 20.41 ft 1 0.377 0.077 94.02 249.38 12.22 159.30 Final Composite : +1.40D Span L = 20.41 ft 1 0.220 0.063 73.14 331.88 10.08 159.30 Final Composite : +1.20D+1.60L Span L = 20.41 ft 1 0.503 0.145 167.01 331.88 23.03 159.30 Final Composite : +1.20D+L Span L = 20.41 ft 1 0.385 0.111 127.89 331.88 17.63 159.30 Final Composite : +1.20D Span L = 20.41 ft 1 0.189 0.054 62.69 331.88 8.64 159.30 Final Composite : +0.90D Span L = 20.41 ft 1 0.142 0.041 47.02 331.88 6.48 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 10.205 0.000 0.3185 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 20.410 0.000 0.0065 -0.006 0.00 NonComposite Removed Upward 20.410 0.000 0.0065 -0.006 0.00 Final Composite: D Only Downward 10.069 0.154 0.3183 -0.318 816.20 Final Composite: D Only Upward 0.000 0.000 816.20 Final Composite: +D+L Downward 10.069 0.346 0.3183 -0.318 816.20 Final Composite: +D+L Upward 0.000 0.000 816.20 Final Composite: +D+0.750L Downward 10.069 0.298 0.3183 -0.318 816.20 Final Composite: +D+0.750L Upward 0.000 0.000 816.20 Final Composite: +0.60D Downward 10.069 0.092 0.1910 -0.191 816.20 Final Composite: +0.60D Upward 0.000 0.000 816.20 Final Composite: L Only Downward 10.069 0.192 816.20 Final Composite: L Only Upward 0.000 0.000 816.20 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 8.731 9.671 NonComposite Removed Final Composite: D Only 7.203 7.619 Final Composite : +D+L 16.194 17.131 Final Composite : +D+0.750L 13.946 14.753 83/210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Com osite Steel Beam Sorue. Quuua_riuuoaauiy_nuuni_riauwiy.ew ' p ftware copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 L.L � DESCRIPTION: 7 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Final Composite : +0.60D 4.322 4.571 Final Composite: L Only 8.991 9.511 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 in^3 S yy = 5.120 in"3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in^2 J = 0.506 in^4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA In Flange . PNA in Flange 95.0 17.398 333.578 31 539.67 510.0 1,482.2 1,164.3 PNA in Flange 90.0 17.368 316.022 29 530.87 510.0 1,482.2 1,154.3 PNA in Flange 85.0 17.339 298.465 28 522.03 510.0 1,482.2 1,142.5 PNA in Flange 80.0 17.310 280.908 26 513.16 510.0 1,482.2 1,129.1 PNA in Flange 75.0 17.281 263.351 24 504.24 510.0 1,482.2 1,113.8 PNA in Web 70.0 16.801 245.795 23 488.34 510.0 1,482.2 1,096.4 PNA in Web 65.0 16.216 228.238 21 478.48 510.0 1,482.2 1,076.9 PNA in Web 60.0 15.631 210.681 20 467.76 510.0 1,482.2 1,055.0 PNA in Web 55.0 15.046 193.124 18 456.19 510.0 1,482.2 1,030.5 PNA in Web 50.0 14.461 175.568 16 443.75 510.0 1,482.2 1,003.3 PNA in Web 45.0 13.875 158.011 15 430.47 510.0 1,482.2 973.0 PNA in Web 40.0 13.290 140.454 13 416.32 510.0 1,482.2 939.5 PNA in Web 35.0 12.705 122.897 12 401.32 510.0 1,482.2 902.4 PNA in Web 30.0 12.120 105.341 10 385.47 510.0 1,482.2 861.4 PNA in Web 25.0 11.534 87.784 8 368.75 510.0 1,482.2 816.2 Span 1 170 128 c 85 C 4] E O 43 MEMBER---> 1.90 3.95 5.99 8.03 10.07 12.11 14.15 16.19 18.23 20.27 Distance (ft) ■ Pie Ca m po3; Le:D+Cap LL ■ F;gal Ca P-4e:+iADD ■ F;°al Ca m pa3; Le:+1.26D+1.6DL ■ F;-a l Co m pa3; Le:+1.2DD+L ■ F;-al Co Pp ;Le:+1.2DD ■ F;al Ca mpo3;Le:+D.9DD 23 11 MEMBER --- >> 0 v Ln 4r1 -13 -25 1.90 3.95 5.99 8.03 10.07 12.11 14.15 16.19 18.23 20.27 Distance (ft) ■ P-e Ca m pa3; Le:R+Ca-LL ■ F;gal Camp-mLe:+1.4DR ■ F; -al Ca m pa3; Le:+1.2DR+1.6DL ■ F; -al Ca m pa3; Le:+1.2DR+L F;�al Campa3;Le:+1.2DD ■ F;al Campa3;Le:+D.9DR 84/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam 1.1 � DESCRIPTION: 7 MEMBER --- > ):, 0.09 C, -0.18 RECEIVED Apr 12 2021 rue: aouas_rrocessing_Koom_r-raming.eco Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 a� -0.26 -0.35 1.90 3.95 5.99 0.03 10.07 12.11 14.15 16.19 10.23 20.27 Distance (fk) ■ P-eaampa3;Le ■ la"Ca MP-4e Remaved ■ Feel Campa3;Le: L70-1y ■ F;—ICampa3;Le: +L7+L F;-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DL7 ■ F;—1 Cam pa3; Le: LOIy 85/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: Al CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi N9:5 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.770 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in W 9 SX35 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=1.520, L = 1.90 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D =1.520 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.430 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 25 % Load Combination Mu: Applied 123.656 k-ft Mn * Phi: Allow 287.868 k-ft Location of maximum 7.10 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 54.871 k-ft Mn * Phi: Allowable 249.375 k-ft Shear Stud Requirements From Support 1 to 7.10 ft use 4 studs. From 7.10 ft to Support 2 use 4 studs. Maximum Forces & Stresses for Load Combinations 0.219 :1 DEFLECTIONS 34.833 k FINAL Composite 159.30 k Max Downward 0.165 in 0.0 ft Max Upward 0.000 in Defl Ratio 1029 +1.20D+1.60L +D+L Transient Composite Max Downward 0.091 in Max Upward 0.000 in Defl Ratio 1878 L Only NonComposite Max Downward 0.097 in Max Upward 0.000 in Defl Ratio 1752 PreCompDL+PreCompLL Load Comb & Design Length Pre Composite : D + Const L Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Shear Summary Va Vn * Phi 10 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: Al Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 14.2 ft 1 0.220 0.097 54.87 249.38 15.46 159.30 Final Composite : +1.40D Span L = 14.2 ft 1 0.191 0.097 54.87 287.87 15.46 159.30 Final Composite : +1.20D+1.60L Span L = 14.2 ft 1 0.430 0.219 123.66 287.87 34.83 159.30 Final Composite: +1.20D+L Span L = 14.2 ft 1 0.330 0.168 94.92 287.87 26.74 159.30 Final Composite: +1.20D Span L = 14.2 ft 1 0.163 0.083 47.03 287.87 13.25 159.30 Final Composite: +0.90D Span L = 14.2 It 1 0.123 0.062 35.27 287.87 9.94 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 7.195 0.000 0.0972 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 7.195 0.000 0.0972 -0.095 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 7.195 0.073 0.0972 -0.095 0.002 667.78 Final Composite: D Only Upward 0.000 0.000 667.78 Final Composite: +D+L Downward 7.195 0.163 0.0972 -0.095 0.002 667.78 Final Composite: +D+L Upward 0.000 0.000 667.78 Final Composite: +D+0.750L Downward 7.195 0.141 0.0972 -0.095 0.002 667.78 Final Composite: +D+0.750L Upward 0.000 0.000 667.78 Final Composite: +0.60D Downward 7.195 0.044 0.0583 -0.057 0.001 667.78 Final Composite: +0.60D Upward 0.000 0.000 667.78 Final Composite: L Only Downward 7.195 0.091 667.78 Final Composite: L Only Upward 0.000 0.000 667.78 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 24.531 24.531 Precomposite Loads 11.041 11.041 NonComposite Removed 0.248 0.249 Final Composite : D Only 11.041 11.041 Final Composite: +D+L 24.531 24.531 Final Composite : +D+0.750L 21.158 21.158 Final Composite: +0.60D 6.624 6.624 Final Composite : L Only 13.490 13.490 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 in^4 I yy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 in^3 S yy = 5.120 in^3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 in^3 Zy = 8.060 in"3 Area = 10.300 inA2 1 = 0.506 inA4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 14.025 162.486 15 434.87 510.0 1,253.8 PNA in Web 95.0 13.754 154.362 15 428.49 510.0 1,253.8 938.1 PNA in Web 90.0 13.483 146.237 14 421.92 510.0 1,253.8 925.2 PNA in Web 85.0 13.212 138.113 13 415.17 510.0 1,253.8 911.4 PNA in Web 80.0 12.941 129.989 12 408.24 510.0 1,253.8 896.8 PNA in Web 75.0 12.670 121.865 12 401.12 510.0 1,253.8 881.3 PNA in Web 70.0 12.400 113.740 11 393.82 510.0 1,253.8 864.8 PNA in Web 65.0 12.129 105.616 10 386.33 510.0 1,253.8 847.5 PNA in Web 60.0 11.858 97.492 9 378.66 510.0 1,253.8 829.0 PNA in Web 55.0 11.587 89.367 9 370.81 510.0 1,253.8 809.6 PNA in Web 50.0 11.316 81.243 8 362.78 510.0 1,253.8 789.0 PNA in Web 45.0 11.046 73.119 7 354.56 510.0 1,253.8 767.3 PNA in Web 40.0 10.775 64.994 6 346.16 510.0 1,253.8 744.4 PNA in Web 35.0 10.504 56.870 6 337.57 510.0 1,253.8 720.2 PNA in Web 30.0 10.233 48.746 5 328.80 510.0 1,253.8 694.7 PNA in Web 25.0 9.962 40.622 4 319.85 510.0 1,253.8 667.887/210 Composite Steel Beam KW-06010113 DESCRIPTION: Al Composite Section Properties Span Number Analysis Plastic N. A. Location Type 126 95 63 C d] E O g 32 MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 1.33 2.75 4.17 5.59 7.01 8.43 9.85 11.27 12.69 14.11 Distance (ft) ■ P-e Ca m pa3; Le:D+Ca-LL ■ Fi-al Campa.4L :+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;�al Campa3;Le:+1.2DD ■ F; .al Campa3;Le:+D.9DD 36 18 MEMBER---> +o a� L li 1 -18 -76 1 1 1 1 1 1 1 1 1 1 -v 1.33 2.75 4.17 5.59 7.01 8.43 9.85 11.27 12.69 14.11 Distance (ft) ■ P-e Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;-1 Ca m pas; Le:+1.20D+1.66L ■ F;�e l Co m pas; Le:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co mpas;Le:+6.90D MEMBER --- >> -0.04 -0.08 a� -0.13 -0.17 1.33 2.75 4.17 5.59 7.01 8.43 9.85 11.27 12.69 14.11 Distance (ft) P-eaamp-4c ■ Na-Campa34e Rema-13 ■ F;aal Campa3;Le: DO-Iy ■ F;aal Campa3;Le: +D+L ■ F;-al Campa3;Le: +D+D.75DL F; gal Campa3;Le: +0.6DD F;-1 Cam pa3; Le: LOIy 88/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: A3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in D(1 CL1}i9.LrX4R.82) D(2 Hy4_BP.58) D(O.'A)Ti(-U.25) W78x35 i r 15 10 Ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 10.340, L=12.920 k @ 7.30 ft, Post Composite Only Point Load : D = 2.870, L = 3.580 k @ 12.30 ft, Post Composite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 10.340 k @ 7.30 ft, Non -Composite Only Point Load : D = 2.870 k @ 12.30 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.591 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 25 % Load Combination Mu: Applied 159.381 k-ft Mn * Phi: Allow 269.60 k-ft Location of maximum 7.349 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 62.221 k-ft Mn * Phi: Allowable 249.375 k-ft Shear Stud Requirements From Support 1 to 7.35 ft use 3 studs. From 7.35 ft to Support 2 use 3 studs. Maximum Forces & Stresses for Load Combinations 0.195 :1 DEFLECTIONS 31.101 k FINAL Composite 159.30 k Max Downward 0.233 in 15.10 ft Max Upward 0.000 in Defl Ratio 776 +1.20D+1.60L +D+L Transient Composite Max Downward 0.124 in Max Upward 0.000 in Defl Ratio 1466 L Only NonComposite Max Downward 0.103 in Max Upward 0.000 in Defl Ratio 1752 PreCompDL+PreCompLL 89/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: A3 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 15.1 ft 1 0.250 0.060 Final Composite : +1.40D Span L = 15.1 ft 1 0.271 0.070 Final Composite : +1.20D+1.60L Span L = 15.1 ft 1 0.591 0.152 Final Composite : +1.20D+L Span L = 15.1 ft 1 0.457 0.118 Final Composite : +1.20D Span L = 15.1 ft 1 0.233 0.060 Final Composite : +0.90D Span L = 15.1 ft 1 0.174 0.045 Maximum Deflections for Load Combinations - Unfactored Loads RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Shear Summary Va Vn' Phi 62.22 249.38 9.59 159.30 73.17 269.60 11.08 159.30 159.38 269.60 24.26 159.30 123.13 269.60 18.72 159.30 62.72 269.60 9.50 159.30 47.04 269.60 7.12 159.30 Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 7.550 0.000 0.1034 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 15.100 0.000 0.0021 -0.002 0.00 NonComposite Removed Upward 15.100 0.000 0.0021 -0.002 0.00 Final Composite: D Only Downward 7.751 0.110 0.1033 -0.103 599.70 Final Composite: D Only Upward 0.000 0.000 599.70 Final Composite: +D+L Downward 7.651 0.233 0.1034 -0.103 599.70 Final Composite: +D+L Upward 0.000 0.000 599.70 Final Composite: +D+0.750L Downward 7.651 0.202 0.1034 -0.103 599.70 Final Composite: +D+0.750L Upward 0.000 0.000 599.70 Final Composite: +0.60D Downward 7.751 0.066 0.0620 -0.062 599.70 Final Composite: +0.60D Upward 0.000 0.000 599.70 Final Composite: L Only Downward 7.651 0.124 599.70 Final Composite: L Only Upward 0.000 0.000 599.70 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 17.141 22.234 Precomposite Loads 6.851 6.509 NonComposite Removed Final Composite: D Only 7.916 11.184 Final Composite: +D+L 17.141 22.234 Final Composite: +D+0.750L 14.834 19.472 Final Composite: +0.60D 4.749 6.711 Final Composite: L Only 9.225 11.050 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 11.668 91.800 9 372 1 5 0.0 908.6 757. PNA in Web 95.0 11.515 87.210 8 367.96 510.0 908.6 751.1 PNA in Web 90.0 11.362 82.620 8 363.45 510.0 908.6 744.2 PNA in Web 85.0 11.209 78.030 8 358.89 510.0 908.6 736.8 PNA in Web 80.0 11.056 73.440 7 354.27 510.0 908.6 728.9 PNA in Web 75.0 10.903 68.850 7 349.58 510.0 908.6 720.4 PNA in Web 70.0 10.750 64.260 6 344.85 510.0 908.6 711.4 PNA in Web 65.0 10.597 59.670 6 340.05 510.0 908.6 701.7 PNA in Web 60.0 10.444 55.080 6 335.19 510.0 908.6 691.4 PNA in Web 55.0 10.291 50.490 5 330.28 510.0 908.6 680.4 PNA in Web 50.0 10.138 45.900 5 325.30 510.0 908.6 668.8 PNA in Web 45.0 9.985 41.310 4 320.27 510.0 908.6 656.5 PNA in Web 40.0 9.832 36.720 4 315.18 510.0 908.6 643.4 PNA in Web 35.0 9.679 32.130 3 310.03 510.0 908.6 629.6 PNA in Web 30.0 9.526 27.540 3 304.82 510.0 908.6 615.190/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: A3 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 25.0 9.373 22.950 3 299.56 510.0 908.6 Span 1 163 122 c 81 C 4] E O � 41 MEMBER... > 1.41 2.92 4.43 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) ■ Pie Ca m P-; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campo ;Le:+1.20D+1.66L ■ Feel Compo ;Le :+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca m pos; Le:+6.90D 25 11 MEMBER --- >> U -3 +o v Ln 4r1 -10 -32 1.41 2.92 4.43 ■ P-e Campa3 Le:D+C-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- » -0.06 C' -0.12 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 1.41 2.92 4.43 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 91 /210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: A4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in 0(7fii &W-29) plg,95) a e D 0.39 L 0.48 7"M"LEr W21 x44 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 7.430, L = 9.290 k @ 4.60 ft, Post Composite Only Uniform Load : D = 0.390, L = 0.480 k/ft, Extent = 0.0 -->> 4.60 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.950, L = 1.190 k/ft, Extent = 4.60 - > 17.70 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : L = 5.0 k @ 4.60 ft, Post Composite Only Point Load : D = 7.430 k @ 4.60 ft, Non -Composite Only Uniform Load : D = 0.390 k/ft, Extent = 0.0 -->> 4.60 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D = 0.950 k/ft, Extent = 4.60 -->> 17.70 ft, Tributary Width =1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.478 : 1 MAX Shear Ratio = 0.201 : 1 DEFLECTIONS Steel section W21x44 Vu : Applied 43.711 k FINAL Composite Composite Vn * Phi: Allow 217.350 k Max Downward 0.254 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 100 % Load Combination Defl Ratio 837 Mu: Applied 193.249 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 404.435 k-ft Location of maximum 6.494 ft Transient Composite Max Downward 0.150 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1420 Pre -Composite L Only Mu: Applied 76.126 k-ft Mn * Phi: Allowable 357.750 k-ft NonComposite Max Downward 0.127 in Max Upward 0.000 in Defl Ratio 1676 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 6.49 ft use 5 studs. 92/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: A4 Shear Stud Requirements From 6.49 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Pre Composite : D + Const L Span L = 17.71 ft 1 0.213 0.078 76.13 357.75 16.88 217.35 Final Composite : +1.40D Span L = 17.71 ft 1 0.188 0.078 76.13 404.43 16.88 217.35 Final Composite : +1.20D+1.60L Span L = 17.71 ft 1 0.478 0.201 193.25 404.43 43.71 217.35 Final Composite : +1.20D+L Span L = 17.71 ft 1 0.359 0.151 145.16 404.43 32.75 217.35 Final Composite : +1.20D Span L = 17.71 ft 1 0.161 0.067 65.25 404.43 14.47 217.35 Final Composite : +0.90D Span L = 17.71 ft 1 0.121 0.050 48.94 404.43 10.85 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 8.619 0.000 0.1268 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 8.973 0.000 0.1266 -0.123 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 8.619 0.100 0.1268 -0.123 0.004 1,032.09 Final Composite: D Only Upward 0.000 0.000 1,032.09 Final Composite: +D+L Downward 8.619 0.250 0.1268 -0.123 0.004 1,032.09 Final Composite: +D+L Upward 0.000 0.000 1,032.09 Final Composite: +D+0.750L Downward 8.619 0.212 0.1268 -0.123 0.004 1,032.09 Final Composite: +D+0.750L Upward 0.000 0.000 1,032.09 Final Composite: +0.60D Downward 8.619 0.060 0.0761 -0.074 0.002 1,032.09 Final Composite: +0.60D Upward 0.000 0.000 1,032.09 Final Composite: L Only Downward 8.501 0.150 1,032.09 Final Composite: L Only Upward 0.000 0.000 1,032.09 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 30.334 24.201 Precomposite Loads 12.061 10.388 NonComposite Removed 0.390 0.390 Final Composite: D Only 12.061 10.388 Final Composite : +D+L 30.334 24.201 Final Composite: +D+0.750L 25.766 20.748 Final Composite : +0.60D 7.236 6.233 Final Composite: L Only 18.274 13.813 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in"4 Web Thick = 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area = 13.000 in"2 J = 0.770 in"4 Weight = 44.000 plf COmDOSite Section PrODertieS Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 11.347 45.900 5 49.37 843.0 1,219.9 1,032.1 PNA in Web 95.0 11.282 43.605 4 446.52 843.0 1,219.9 1,025.1 PNA in Web 90.0 11.216 41.310 4 443.65 843.0 1,219.9 1,017.8 PNA in Web 85.0 11.150 39.015 4 440.77 843.0 1,219.9 1,010.3 PNA in Web 80.0 11.085 36.720 4 437.87 843.0 1,219.9 1,002.5 PNA in Web 75.0 11.019 34.425 4 434.97 843.0 1,219.9 994.6 PNA in Web 70.0 10.954 32.130 3 432.05 843.0 1,219.9 986.3 PNA in Web 65.0 10.888 29.835 3 429.12 843.0 1,219.9 977.9 PNA in Web 60.0 10.823 27.540 3 426.17 843.0 1,219.9 969.1 PNA in Web 55.0 10.757 25.245 3 423.22 843.0 1,219.9 960.1 PNA in Web 50.0 10.691 22.950 3 420.25 843.0 1,219.9 950.993/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p osite L.L Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: A4 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 45.0 10.626 20.655 2 417.27 843.0 1,219.9 PNA in Web 40.0 10.560 18.360 2 414.27 843.0 1,219.9 931.6 PNA in Web 35.0 10.495 16.065 2 411.27 843.0 1,219.9 921.5 PNA in Web 30.0 10.429 13.770 2 408.25 843.0 1,219.9 911.2 PNA in Web 25.0 10.364 11.475 2 405.22 843.0 1,219.9 900.6 Span 1 197 148 c 99 C 4] E O � 49 MEMBER --- >> 1.65 3.42 5.19 ■P, Co m pas. Le: D+Cap LL ■F;gal Ca P-4e:+1.d6D ■ F; gal Co m Paz . Le:+6.90D 45 25 U 5 MEMBER --- » Ll v L 4r1 -15 -35 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.2DD+L ■ F;-al Campas;Le:+1.26D 1.65 3.42 5.19 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD MEMBER---» -0.06 C -0.13 41 b -0.19 -0.26 1.65 3.42 5.19 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ P�ecampas�Le ■ Na �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Campas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Ca m paz; Le: LO�ly 94/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: A5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi w a•;e Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in �Q•s� �� s W 18x35 18.64❑ n Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.30, L = 0.370 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.30 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 1.061 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 100 % Load Combination Mu: Applied 43.171 k-ft Mn * Phi: Allow 293.121 k-ft Location of maximum 9.320 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 20.369 k-ft Mn * Phi: Allowable 19.20 k-ft Shear Stud Requirements From Support 1 to 9.32 ft use 5 studs. From 9.32 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations DCR < 1.05, DESIGN OK 0.058 :1 DEFLECTIONS 9.264 k FINAL Composite 159.30 k Max Downward 0.103 in 0.0 ft Max Upward 0.000 in Defl Ratio 2180 +1.20D+1.60L +D+L Transient Composite Max Downward 0.053 in Max Upward 0.000 in Defl Ratio 4216 L Only NonComposite Max Downward 0.062 in Max Upward 0.000 in Defl Ratio 3597 PreCompDL+PreCompLL Load Comb & Design Length Pre Composite : D + Const L Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Shear Summary Va Vn * Phi IN Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: A5 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 18.64 ft 1 1.061 0.027 20.37 19.20 4.37 159.30 Final Composite: +1.40D Span L = 18.64 ft 1 0.069 0.027 20.37 293.12 4.37 159.30 Final Composite : +1.20D+1.60L Span L = 18.64 ft 1 0.147 0.058 43.17 293.12 9.26 159.30 Final Composite: +1.20D+L Span L = 18.64 It 1 0.114 0.045 33.53 293.12 7.20 159.30 Final Composite: +1.20D Span L = 18.64 ft 1 0.060 0.024 17.46 293.12 3.75 159.30 Final Composite: +0.90D Span L = 18.64 It 1 0.045 0.018 13.09 293.12 2.81 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 9.444 0.000 0.0622 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.444 0.000 0.0622 -0.056 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.444 0.043 0.0622 -0.056 0.006 660.22 Final Composite: D Only Upward 0.000 0.000 660.22 Final Composite: +D+L Downward 9.444 0.096 0.0622 -0.056 0.006 660.22 Final Composite: +D+L Upward 0.000 0.000 660.22 Final Composite: +D+0.750L Downward 9.444 0.083 0.0622 -0.056 0.006 660.22 Final Composite: +D+0.750L Upward 0.000 0.000 660.22 Final Composite: +0.60D Downward 9.444 0.026 0.0373 -0.033 0.004 660.22 Final Composite: +0.60D Upward 0.000 0.000 660.22 Final Composite: L Only Downward 9.444 0.053 660.22 Final Composite: L Only Upward 0.000 0.000 660.22 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 3.122 3.122 NonComposite Removed 0.326 0.326 Final Composite: D Only 3.122 3.122 Final Composite: +D+L 6.571 6.571 Final Composite : +D+0.750L 5.709 5.709 Final Composite: +0.60D 1.873 1.873 Final Composite: L Only 3.448 3.448 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 inA4 I yy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 in^3 S yy = 5.120 in^3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 in^3 Zy = 8.060 in"3 Area = 10.300 in^2 J = 0.506 in^4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.138 45.900 5 325.69 510.0 804.8 PNA in Web 95.0 10.062 43.605 4 323.16 510.0 804.8 654.9 PNA in Web 90.0 9.985 41.310 4 320.62 510.0 804.8 649.4 PNA in Web 85.0 9.909 39.015 4 318.06 510.0 804.8 643.7 PNA in Web 80.0 9.832 36.720 4 315.49 510.0 804.8 637.7 PNA in Web 75.0 9.756 34.425 4 312.90 510.0 804.8 631.6 PNA in Web 70.0 9.679 32.130 3 310.30 510.0 804.8 625.2 PNA in Web 65.0 9.603 29.835 3 307.69 510.0 804.8 618.6 PNA in Web 60.0 9.526 27.540 3 305.05 510.0 804.8 611.7 PNA in Web 55.0 9.450 25.245 3 302.41 510.0 804.8 604.7 PNA in Web 50.0 9.373 22.950 3 299.75 510.0 804.8 597.4 PNA in Web 45.0 9.297 20.655 2 297.07 510.0 804.8 589.8 PNA in Web 40.0 9.220 18.360 2 294.39 510.0 804.8 582.0 PNA in Web 35.0 9.144 16.065 2 291.68 510.0 804.8 573.9 PNA in Web 30.0 9.067 13.770 2 288.96 510.0 804.8 565.6 PNA in Web 25.0 8.991 11.475 2 286.23 510.0 804.8 557.096/210 Composite Steel Beam KW-06010113 DESCRIPTION: A5 Composite Section Properties Span Number Analysis Plastic N. A. Location Type 44 33 22 C d] E O g 11 MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 1.74 3.60 5.47 7.33 9.20 11.06 12.92 14.79 16.65 18.52 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.28D+L ■ F;�al Campa3;Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD 9 S MEMBER---> +o a� L li 1 -5 -9 1 1 1 1 1 1 1 1 1 1 -v 1.74 3.60 5.47 7.33 9.20 11.06 12.92 14.79 16.65 18.52 Distance (ft) ■ Pie Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campas;Le:+1.20D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co m Paz . Le:+6.90D MEMBER --- >> -0.03 -0.05 a� -0.08 -0.10 1.74 3.60 5.47 7.33 9.20 11.06 12.92 14.79 16.65 18.52 Distance (ft) P-eaamp-4c ■ Na-CaMP-4e Rema-13 ■ F;aal Campa3;Le: ROaly ■ Finaal Campa.4L : +D+L F;-al Campa3;Le: +D+D.75DL F; gal Campa3;Le: +8.6DD F ;gal Campa3;Le: LOIy 97/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 t.i DESCRIPTION: B3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.550 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in D(28%.6M.3) D 0-38 °S1y D 0.38 L 0-48 D[)I-{t 25y W 18x 35 12 37❑ ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D =1.0, L = 1.250 k/ft, Extent = 0.0 - > 7.80 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.380, L = 0.480 k/ft, Extent = 7.550 -->> 12.370 ft, Tributary Width =1.0 ft, Post Composite Onls Point Load : D = 2.690, L = 3.360 k @ 7.80 ft, Post Composite Only Uniform Load : D =1.0 k/ft, Extent = 0.0 -->> 7.80 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.380 k/ft, Extent = 7.550 - > 12.370 ft, Tributary Width =1.0 ft, Post Composite Only Point Load : D = 2.690 k @ 7.80 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.321 : 1 MAX Shear Ratio = 0.177 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 28.256 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward Location of maximum 0.0 ft Max Upward % Composite Action 25 % Load Combination Defl Ratio Mu: Applied 90.727 k-ft +1.20D+1.60L Mn * Phi: Allow 282.778 k-ft Location of maximum 6.432 ft Transient Composite Max Downward Load Combination Max Upward +1.20D+1.60L Defl Ratio Pre -Composite Mu: Applied 10.785 k-ft Mn * Phi: Allowable 249.375 k-ft Shear Stud Requirements From Support 1 to 6.43 ft use 4 studs. From 6.43 ft to Support 2 use 4 studs. Maximum Forces & Stresses for Load Combinations NonComposite 0.096 in 0.000 in 1545 +D+L 0.040 in 0.000 in 3674 L Only Max Downward 0.011 in Max Upward 0.000 in Defl Ratio 12999 PreCompDL+PreCompLL 98/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p rue. wiwo_riuu000uiy_nuuni_riauwiy.w, ' Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 DESCRIPTION: 63 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Pre Composite : D + Const L Span L = 12.37 ft 1 0.043 0.009 10.79 249.38 1.39 159.30 Final Composite : +1.40D Span L = 12.37 ft 1 0.190 0.109 53.72 282.78 17.34 159.30 Final Composite : +1.20D+1.60L Span L = 12.37 ft 1 0.321 0.177 90.73 282.78 28.26 159.30 Final Composite : +1.20D+L Span L = 12.37 ft 1 0.262 0.146 73.95 282.78 23.24 159.30 Final Composite : +1.20D Span L = 12.37 ft 1 0.163 0.093 46.05 282.78 14.87 159.30 Final Composite : +0.90D Span L = 12.37 ft 1 0.122 0.070 34.54 282.78 11.15 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 6.680 0.000 0.0114 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 12.370 0.000 0.0002 -0.000 0.00 NonComposite Removed Upward 12.370 0.000 0.0002 -0.000 0.00 Final Composite: D Only Downward 6.185 0.056 0.0113 -0.011 649.44 Final Composite: D Only Upward 0.000 0.000 649.44 Final Composite: +D+L Downward 6.185 0.096 0.0113 -0.011 649.44 Final Composite: +D+L Upward 0.000 0.000 649.44 Final Composite: +D+0.750L Downward 6.185 0.086 0.0113 -0.011 649.44 Final Composite: +D+0.750L Upward 0.000 0.000 649.44 Final Composite: +0.60D Downward 6.185 0.033 0.0068 -0.007 649.44 Final Composite: +0.60D Upward 0.000 0.000 649.44 Final Composite: L Only Downward 6.267 0.040 649.44 Final Composite: L Only Upward 0.000 0.000 649.44 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 20.757 16.620 Precomposite Loads 0.994 1.696 NonComposite Removed Final Composite: D Only 12.389 9.564 Final Composite: +D+L 20.757 16.620 Final Composite: +D+0.750L 18.665 14.856 Final Composite: +0.60D 7.433 5.738 Final Composite: L Only 8.368 7.055 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 13.3515 , 95.4 907.. PNA in Web 95.0 13.114 135.176 13 412.68 510.0 1,195.4 896.0 PNA in Web 90.0 12.877 128.061 12 406.56 510.0 1,195.4 883.8 PNA in Web 85.0 12.640 120.947 11 400.30 510.0 1,195.4 871.0 PNA in Web 80.0 12.403 113.832 11 393.90 510.0 1,195.4 857.4 PNA in Web 75.0 12.166 106.718 10 387.36 510.0 1,195.4 843.0 PNA in Web 70.0 11.928 99.603 10 380.67 510.0 1,195.4 827.9 PNA in Web 65.0 11.691 92.489 9 373.85 510.0 1,195.4 811.9 PNA in Web 60.0 11.454 85.374 8 366.89 510.0 1,195.4 795.0 PNA in Web 55.0 11.217 78.260 8 359.78 510.0 1,195.4 777.3 PNA in Web 50.0 10.980 71.145 7 352.53 510.0 1,195.4 758.6 PNA in Web 45.0 10.743 64.031 6 345.15 510.0 1,195.4 738.9 PNA in Web 40.0 10.506 56.916 6 337.62 510.0 1,195.4 718.1 PNA in Web 35.0 10.268 49.802 5 329.95 510.0 1,195.4 696.4 PNA in Web 30.0 10.031 42.687 4 322.15 510.0 1,195.4 673.599/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: B3 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web Span 1 93 69 c 46 C 4] E O � 23 MEMBER--- 1.15 2.39 3.63 4.87 6.10 7.34 8.58 9.81 11.05 12.29 Distance (ft) ■ P-e Ca m pos; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campo ;Le:+1.20D+1.66L ■ Feel Compo ;Le:+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca m pos; Le:+6.90D 29 16 U 3 +o MEMBER ---sue v Ln 4r1 -10 -23 1.15 2.39 3.63 ■ P-e Campa3 Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- > � -0.024 -0.049 v -0.073 -0.098 4.87 6.10 7.34 8.58 9.81 11.05 12.29 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 1.15 2.39 3.63 4.87 6.10 7.34 8.58 9.81 11.05 12.29 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 100/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 os Com ite Steel Beam File: Solids_Processing_Room_Framing.ec6 ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I 0.i DESCRIPTION: B4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material P Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Effective Width 1.380 ft Concrete Density 145.0 pcf Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Ribs : Perpendicular Rib Spacing 12.0 in -'a.3. Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity 11.0 k Top Width 7.250 in Btm Width 4.750 in 0(42R►-12M,27) O ❑� 0 0-42 IV ❑ 0.53 L 0-66 0-42 L 0.53 W1 8x35 7 ❑ 390 q Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.420, L = 0.530 k/ft, Extent = 0.0 - > 3.30 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.530, L = 0.660 k/ft, Extent = 3.30 -->> 10.390 ft, Tributary Width =1.0 ft, Post Composite Only Point Load : D = 4.220, L = 5.270 k @ 3.30 ft, Post Composite Only Uniform Load : D = 0.420 k/ft, Extent = 0.0 -->> 3.30 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D = 0.530 k/ft, Extent = 3.30 - > 10.390 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 4.220 k @ 3.30 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.177 : 1 MAX Shear Ratio = 0.108 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 17.274 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.034 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 3622 Mu: Applied 49.392 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 278.801 k-ft Location of maximum 3.325 ft Transient Composite Max Downward 0.019 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 6644 Pre -Composite L Only Mu: Applied 21.978 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.019 in Max Upward 0.000 in Defl Ratio 6447 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 3.32 ft use 3 studs. From 3.32 ft to Support 2 use 3 studs. 101/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p i.� DESCRIPTION: B4 Maximum Forces & Stresses for Load Combinations File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 10.39 ft 1 0.088 0.048 21.98 249.38 7.71 159.30 Final Composite : +1.40D Span L = 10.39 ft 1 0.079 0.048 21.98 278.80 7.71 159.30 Final Composite : +1.20D+1.60L Span L = 10.39 ft 1 0.177 0.108 49.39 278.80 17.27 159.30 Final Composite : +1.20D+L Span L = 10.39 ft 1 0.136 0.083 37.93 278.80 13.28 159.30 Final Composite : +1.20D Span L = 10.39 ft 1 0.068 0.042 18.84 278.80 6.61 159.30 Final Composite : +0.90D Span L = 10.39 ft 1 0.051 0.031 14.13 278.80 4.96 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 4.987 0.000 0.0193 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 5.264 0.000 0.0193 -0.019 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.987 0.015 0.0193 -0.019 0.001 635.03 Final Composite: D Only Upward 0.000 0.000 635.03 Final Composite: +D+L Downward 4.987 0.034 0.0193 -0.019 0.001 635.03 Final Composite: +D+L Upward 0.000 0.000 635.03 Final Composite: +D+0.750L Downward 4.987 0.029 0.0193 -0.019 0.001 635.03 Final Composite: +D+0.750L Upward 0.000 0.000 635.03 Final Composite: +0.60D Downward 4.987 0.009 0.0116 -0.011 0.000 635.03 Final Composite: +0.60D Upward 0.000 0.000 635.03 Final Composite: L Only Downward 4.987 0.019 635.03 Final Composite: L Only Upward 0.000 0.000 635.03 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 5.509 4.218 NonComposite Removed 0.182 0.182 Final Composite: D Only 5.509 4.218 Final Composite : +D+L 12.174 9.252 Final Composite: +D+0.750L 10.507 7.994 Final Composite : +0.60D 3.306 2.531 Final Composite : L Only 6.664 5.034 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 12.831 126.68 12 05.365 , 45.9 872.. PNA in Web 95.0 12.620 120.350 11 399.77 510.0 1,145.9 861.6 PNA in Web 90.0 12.409 114.016 11 394.07 510.0 1,145.9 850.3 PNA in Web 85.0 12.198 107.681 10 388.25 510.0 1,145.9 838.2 PNA in Web 80.0 11.987 101.347 10 382.33 510.0 1,145.9 825.6 PNA in Web 75.0 11.775 95.013 9 376.29 510.0 1,145.9 812.2 PNA in Web 70.0 11.564 88.679 9 370.14 510.0 1,145.9 798.1 PNA in Web 65.0 11.353 82.345 8 363.88 510.0 1,145.9 783.3 PNA in Web 60.0 11.142 76.010 7 357.51 510.0 1,145.9 767.8 PNA in Web 55.0 10.931 69.676 7 351.02 510.0 1,145.9 751.4 PNA in Web 50.0 10.720 63.342 6 344.43 510.0 1,145.9 734.3 PNA in Web 45.0 10.509 57.008 6 337.72 510.0 1,145.9 716.3 PNA in Web 40.0 10.297 50.674 5 330.90 510.0 1,145.9 697.t02/210 PNA in Web 35.0 10.086 44.339 5 323.97 510.0 1,145.9 677. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 1 DESCRIPTION: B4 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web. PNA in Web 25.0 9.664 31.671 3 309.78 510.0 1,145.9 635.0 Span 1 50 38 '25 C d] E O 13 MEMBER --- >> 0.97 2.01 3.05 I P-e Campa3 Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD F; gal Campa3;Le:+D.9DD 18 10 2 MEMBER --- >> a� Ln li 1 -6 -13 0.97 2.01 3.05 ■P-e Co m P-; Le:D+Coy LL ■F;gal Campa3;Le:+1.d6D ■ F;.al Co mpos;Le:+6.90D MEMBER--->> -0.009 -0.018 a� -0.026 -0.035 4.09 5.13 6.16 7.20 8.24 9.28 10.32 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 4.09 5.13 6.16 7.20 8.24 9.28 10.32 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D 0.97 2.01 3.05 4.09 5.13 6.16 7.20 8.24 9.28 10.32 Distance (ft) ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F;�al Campa3;Le: DO-Iy ■ Fm-ICampa3;Le: +D+L Fm-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DD ■ F;-1 Cam pa3; Le: LOIy 103/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 os Com ite Steel Beam File: Solids_Processing_Room_Framing.ec6 ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I 0.i DESCRIPTION: B5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material P Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Effective Width 1.30 ft Concrete Density 145.0 pcf Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Ribs : Perpendicular Rib Spacing 12.0 in .1a.as Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity 11.0 k Top Width 7.250 in Btm Width 4.750 in 0(42R►-12M,27) O ❑� 0 0-42 IV ❑ 0.53 L 0-66 0-42 L 0.53 W1 8x35 10-390 ft - Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.420, L = 0.530 k/ft, Extent = 0.0 - > 3.30 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.530, L = 0.660 k/ft, Extent = 3.30 -->> 10.390 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 4.220, L = 5.270 k @ 3.30 ft, Post Composite Only Uniform Load : D = 0.420 k/ft, Extent = 0.0 -->> 3.30 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D = 0.530 k/ft, Extent = 3.30 - > 10.390 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 4.220 k @ 3.30 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.170 : 1 MAX Shear Ratio = 0.107 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 17.056 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.032 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 3862 Mu: Applied 48.899 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 286.960 k-ft Location of maximum 3.325 ft Transient Composite Max Downward 0.018 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 6955 Pre -Composite L Only Mu: Applied 21.402 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.019 in Max Upward 0.000 in Defl Ratio 6662 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 3.32 ft use 4 studs. From 3.32 ft to Support 2 use 4 studs. Maximum Forces & Stresses for Load Combinations 104/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: 65 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 10.39 ft 1 0.086 0.047 Final Composite : +1.40D Span L = 10.39 ft 1 0.075 0.047 Final Composite : +1.20D+1.60L Span L = 10.39 ft 1 0.170 0.107 Final Composite : +1.20D+L Span L = 10.39 ft 1 0.130 0.082 Final Composite : +1.20D Span L = 10.39 ft 1 0.064 0.040 Final Composite : +0.90D Span L = 10.39 ft 1 0.048 0.030 Maximum Deflections for Load Combinations - Unfactored Loads RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Shear Summary Va Vn' Phi 21.40 249.38 7.46 159.30 21.40 286.96 7.46 159.30 48.90 286.96 17.06 159.30 37.44 286.96 13.06 159.30 18.34 286.96 6.39 159.30 13.76 286.96 4.79 159.30 Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 4.987 0.000 0.0187 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 10.390 0.000 0.0004 -0.000 0.00 NonComposite Removed Upward 10.390 0.000 0.0004 -0.000 0.00 Final Composite: D Only Downward 4.987 0.014 0.0187 -0.019 664.75 Final Composite: D Only Upward 0.000 0.000 664.75 Final Composite: +D+L Downward 4.987 0.032 0.0187 -0.019 664.75 Final Composite: +D+L Upward 0.000 0.000 664.75 Final Composite: +D+0.750L Downward 4.987 0.028 0.0187 -0.019 664.75 Final Composite: +D+0.750L Upward 0.000 0.000 664.75 Final Composite: +0.60D Downward 4.987 0.009 0.0112 -0.011 664.75 Final Composite: +0.60D Upward 0.000 0.000 664.75 Final Composite: L Only Downward 4.987 0.018 664.75 Final Composite: L Only Upward 0.000 0.000 664.75 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 11.992 9.070 Precomposite Loads 5.328 4.036 NonComposite Removed Final Composite: D Only 5.328 4.036 Final Composite: +D+L 11.992 9.070 Final Composite: +D+0.750L 10.326 7.812 Final Composite: +0.60D 3.197 2.422 Final Composite: L Only 6.664 5.034 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 13.912 159.1205 31.97 5 . PNA in Web 95.0 13.647 151.164 14 425.66 510.0 1,181.6 931.2 PNA in Web 90.0 13.382 143.208 14 419.17 510.0 1,181.6 918.4 PNA in Web 85.0 13.117 135.252 13 412.51 510.0 1,181.6 904.8 PNA in Web 80.0 12.852 127.296 12 405.67 510.0 1,181.6 890.3 PNA in Web 75.0 12.586 119.340 11 398.65 510.0 1,181.6 875.0 PNA in Web 70.0 12.321 111.384 11 391.47 510.0 1,181.6 858.8 PNA in Web 65.0 12.056 103.428 10 384.10 510.0 1,181.6 841.6 PNA in Web 60.0 11.791 95.472 9 376.56 510.0 1,181.6 823.5 PNA in Web 55.0 11.526 87.516 8 368.84 510.0 1,181.6 804.3 PNA in Web 50.0 11.260 79.560 8 360.95 510.0 1,181.6 784.0 PNA in Web 45.0 10.995 71.604 7 352.88 510.0 1,181.6 762.6 PNA in Web 40.0 10.730 63.648 6 344.63 510.0 1,181.6 740.1 PNA in Web 35.0 10.465 55.692 6 336.21 510.0 1,181.6 716.3 PNA in Web 30.0 10.200 47.736 5 327.62 510.0 1,181.6 691.105/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: B5 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 25.0 9.934 39.780 4 318.84 510.0 1,181.6 Span 1 so 37 c 25 C 4] O 12 MEMBER--- 0.97 2.01 3.05 4.09 5.13 6.16 7.20 8.24 9.28 10.32 Distance (ft) ■ Pie Ca m P-; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campo ;Le:+1.20D+1.66L ■ Feel Compo ;Le :+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca m pos; Le:+6.90D 17 10 i U 2 +q MEMBER --- s> v Ln 4r1 -6 -13 0.97 2.01 3.05 ■ P-e Campa3 Le:D+C-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- > � -0.000 C' -0.016 v -0.025 -0.033 4.09 5.13 6.16 7.20 8.24 9.28 10.32 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 0.97 2.01 3.05 4.09 5.13 6.16 7.20 8.24 9.28 10.32 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 106/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: B6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi .,gO=. Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in D(Q(4LA 5) ❑[6.9q_12d 25.)WINN- 1* W 18x35 i b.54b a Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 4.0, L = 5.0 k @ 6.20 ft, Post Composite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 4.0 k @ 6.20 ft, Non -Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.939 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 80 % Load Combination Mu: Applied 41.211 k-ft Mn * Phi: Allow 301.804 k-ft Location of maximum 6.183 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 18.030 k-ft Mn * Phi: Allowable 19.20 k-ft Shear Stud Requirements From Support 1 to 6.18 ft use 6 studs. From 6.18 ft to Support 2 use 6 studs. Maximum Forces & Stresses for Load Combinations 0.068 :1 DEFLECTIONS 10.902 k FINAL Composite 159.30 k Max Downward 0.026 in 10.540 ft Max Upward 0.000 in Defl Ratio 4941 +1.20D+1.60L +D+L Transient Composite Max Downward 0.014 in Max Upward 0.000 in Defl Ratio 8894 L Only NonComposite Max Downward 0.015 in Max Upward 0.000 in Defl Ratio 8529 PreCompDL+PreCompLL Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi 107/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.�MWA rue. wiwo_riuu000uiy_nuuni_riauwiy.w, ' Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 DESCRIPTION: 66 Pre Composite : D + Const L Span L = 10.54 ft 1 0.939 0.024 18.03 19.20 3.78 159.30 Final Composite : +1.40D Span L = 10.54 ft 1 0.060 0.024 18.03 301.80 3.78 159.30 Final Composite : +1.20D+1.60L Span L = 10.54 ft 1 0.137 0.054 41.21 301.80 8.64 159.30 Final Composite : +1.20D+L Span L = 10.54 ft 1 0.105 0.042 31.55 301.80 6.62 159.30 Final Composite : +1.20D Span L = 10.54 ft 1 0.051 0.020 15.45 301.80 3.24 159.30 Final Composite : +0.90D Span L = 10.54 ft 1 0.038 0.015 11.59 301.80 2.43 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span A FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 5.551 0.000 0.0148 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 10.540 0.000 0.0003 -0.000 0.00 NonComposite Removed Upward 10.540 0.000 0.0003 -0.000 0.00 Final Composite: D Only Downward 5.551 0.011 0.0148 -0.015 664.75 Final Composite: D Only Upward 0.000 0.000 664.75 Final Composite: +D+L Downward 5.551 0.026 0.0148 -0.015 664.75 Final Composite: +D+L Upward 0.000 0.000 664.75 Final Composite: +D+0.750L Downward 5.551 0.022 0.0148 -0.015 664.75 Final Composite: +D+0.750L Upward 0.000 0.000 664.75 Final Composite: +0.60D Downward 5.551 0.007 0.0089 -0.009 664.75 Final Composite: +0.60D Upward 0.000 0.000 664.75 Final Composite: L Only Downward 5.551 0.014 664.75 Final Composite : L Only Upward 0.000 0.000 664.75 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 2.701 3.407 NonComposite Removed Final Composite: D Only 2.701 3.407 Final Composite : +D+L 6.077 7.666 Final Composite: +D+0.750L 5.233 6.601 Final Composite : +0.60D 1.621 2.044 Final Composite: L Only 3.376 4.259 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.903 68.8507 9.77 5 0.0 866.8 7. PNA in Web 95.0 10.789 65.408 6 346.21 510.0 866.8 697.6 PNA in Web 90.0 10.674 61.965 6 342.62 510.0 866.8 691.9 PNA in Web 85.0 10.559 58.523 6 339.00 510.0 866.8 685.9 PNA in Web 80.0 10.444 55.080 6 335.34 510.0 866.8 679.5 PNA in Web 75.0 10.330 51.638 5 331.65 510.0 866.8 672.6 PNA in Web 70.0 10.215 48.195 5 327.93 510.0 866.8 665.3 PNA in Web 65.0 10.100 44.753 5 324.17 510.0 866.8 657.6 PNA in Web 60.0 9.985 41.310 4 320.38 510.0 866.8 649.4 PNA in Web 55.0 9.871 37.868 4 316.56 510.0 866.8 640.7 PNA in Web 50.0 9.756 34.425 4 312.70 510.0 866.8 631.6 PNA in Web 45.0 9.641 30.983 3 308.82 510.0 866.8 621.9 PNA in Web 40.0 9.526 27.540 3 304.90 510.0 866.8 611.7 PNA in Web 35.0 9.412 24.098 3 300.94 510.0 866.8 601.0 PNA in Web 30.0 9.297 20.655 2 296.96 510.0 866.8 589.8 108/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: B6 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 25.0 9.182 17.213 2 292.94 510.0 866.8 Span 1 42 32 c 21 C 4] E O � 11 MEMBER--- 0.98 2.04 3.09 4.15 5.20 6.25 7.31 8.36 9.42 10.47 Distance (ft) ■ Pie Ca m pos; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campo ;Le:+1.20D+1.66L ■ Feel Compo ;Le :+1.26D+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca m pos; Le:+6.90D 9 4 MEMBER---> U -1 +o v Ln 4r1 -6 -11 0.98 2.04 3.09 ■ P-e Campa3 Le:D+C-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- > � -0.007 C' -0.013 v -0.020 -0.026 4.15 5.20 6.25 7.31 8.36 9.42 10.47 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 0.98 2.04 3.09 4.15 5.20 6.25 7.31 8.36 9.42 10.47 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 109/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids-Processing-Room-Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: B8 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 m. Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.380 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in DtsnR nYa.72t 0 0.383 L 0.48 D0.28 L0.34 AOK Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 6.170, L = 7.720 k @ 3.30 ft, Post Composite Only Uniform Load : D = 0.280, L = 0.340 k/ft, Extent = 0.0 -->> 3.30 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 6.170 k @ 3.30 ft, Non -Composite Only Uniform Load : D = 0.3830, L = 0.480 k/ft, Extent = 3.30 -->> 19.50 ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.249 : 1 MAX Shear Ratio = 0.128 : 1 DEFLECTIONS Steel section W21x44 Vu : Applied 27.847 k FINAL Composite Composite Vn * Phi: Allow 217.350 k Max Downward 0.166 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 1408 Mu: Applied 96.623 k-ft +1.20D+1.60L +D+L Mn * Phi : Allow 388.317 k-ft Location of maximum 7.150 ft Transient Composite Max Downward 0.089 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 2627 Pre -Composite L Only Mu: Applied 25.243 k-ft Mn * Phi: Allowable 357.750 k-ft NonComposite Max Downward 0.040 in Max Upward 0.000 in Defl Ratio 5867 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 7.15 ft use 3 studs. From 7.15 ft to Support 2 use 5 studs. (Code Max Spacing of 36 in governs) Maximum Forces & Stresses for Load Combinations 0/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: 68 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 19.5 ft 1 0.071 0.036 Final Composite : +1.40D Span L = 19.5 ft 1 0.113 0.058 Final Composite : +1.20D+1.60L Span L = 19.5 ft 1 0.249 0.128 Final Composite : +1.20D+L Span L = 19.5 ft 1 0.192 0.099 Final Composite : +1.20D Span L = 19.5 ft 1 0.097 0.050 Final Composite : +0.90D Span L = 19.5 ft 1 0.073 0.037 Maximum Deflections for Load Combinations - Unfactored Loads RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Shear Summary Va Vn' Phi 25.24 357.75 7.78 217.35 43.96 388.32 12.57 217.35 96.62 388.32 27.85 217.35 74.52 388.32 21.44 217.35 37.68 388.32 10.77 217.35 28.26 388.32 8.08 217.35 Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 8.710 0.000 0.0399 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 9.880 0.000 0.0392 -0.033 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.360 0.071 0.0397 -0.034 0.006 997.14 Final Composite: D Only Upward 0.000 0.000 997.14 Final Composite: +D+L Downward 9.360 0.160 0.0397 -0.034 0.006 997.14 Final Composite: +D+L Upward 0.000 0.000 997.14 Final Composite: +D+0.750L Downward 9.360 0.138 0.0397 -0.034 0.006 997.14 Final Composite: +D+0.750L Upward 0.000 0.000 997.14 Final Composite: +0.60D Downward 9.360 0.043 0.0238 -0.020 0.004 997.14 Final Composite: +0.60D Upward 0.000 0.000 997.14 Final Composite: L Only Downward 9.360 0.089 997.14 Final Composite: L Only Upward 0.000 0.000 997.14 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 19.649 11.126 Precomposite Loads 5.555 1.473 NonComposite Removed 0.429 0.429 Final Composite: D Only 8.978 5.179 Final Composite: +D+L 19.649 11.126 Final Composite: +D+0.750L 16.981 9.639 Final Composite: +0.60D 5.387 3.107 Final Composite: L Only 10.671 5.947 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in"4 Web Thick = 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area = 13.000 in"2 J = 0.770 in"4 Weight = 44.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 13.655 126.68 12 5 . PNA in Web 95.0 13.474 120.350 11 535.21 843.0 1,689.1 1,295.4 PNA in Web 90.0 13.293 114.016 11 528.42 843.0 1,689.1 1,279.5 PNA in Web 85.0 13.112 107.681 10 521.54 843.0 1,689.1 1,262.9 PNA in Web 80.0 12.931 101.347 10 514.56 843.0 1,689.1 1,245.5 PNA in Web 75.0 12.750 95.013 9 507.48 843.0 1,689.1 1,227.3 PNA in Web 70.0 12.569 88.679 9 500.31 843.0 1,689.1 1,208.3 PNA in Web 65.0 12.388 82.345 8 493.04 843.0 1,689.1 1,188.5 PNA in Web 60.0 12.207 76.010 7 485.68 843.0 1,689.1 1,167.9 PNA in Web 55.0 12.026 69.676 7 478.22 843.0 1,689.1 1,146.4 PNA in Web 50.0 11.845 63.342 6 470.67 843.0 1,689.1 1,123.9 PNA in Web 45.0 11.665 57.008 6 463.02 843.0 1,689.1 1,100.6 PNA in Web 40.0 11.484 50.674 5 455.27 843.0 1,689.1 1,076.2 PNA in Web 35.0 11.303 44.339 5 447.43 843.0 1,689.1 1,050.9 PNA in Web 30.0 11.122 38.005 4 439.50 843.0 1,689.1 1,024.111/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: B8 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 25.0 10.941 31.671 3 431.46 843.0 1,689.1 Span 1 99 74 49 C 4] E O � 25 MEMBER--- 1.82 3.77 5.72 7.67 9.62 11.57 13.52 15.47 17.42 19.37 Distance (ft) ■ Pie Ca m pos; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�a l Ca m pas; Le:+1.20D+1.66L ■ F;-a l Co m pas; Le:+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca mpos;Le:+6.90D 28 17 I U 6 +o t MEMBER --- s> Ln -5 -16 1.82 3.77 5.72 ■ P-e Campa3 Le:D+C-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- > � -0.04 C' -0.08 7.67 9.62 11.57 13.52 15.47 17.42 19.37 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 1.82 3.77 5.72 7.67 9.62 11.57 13.52 15.47 17.42 19.37 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 112/210 Steel Beam DESCRIPTION: B8 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Q(6.17), L(7.72) d Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi ❑(0.383) L(D.48) ❑(8.04) i (1D_DB) a W18x35 7C W18x35 Span = 19.50 ft I Span = 3.1loft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.280, L = 0.340 k/ft, Extent = 0.0 -->> 3.30 ft, Tributary Width =1.0 ft Uniform Load : D = 0.3830, L = 0.480 k/ft, Extent = 3.30 -->> 19.50 ft, Tributary Width =1.0 ft Point Load : D = 6.170, L = 7.720 k @ 3.30 ft Load for Span Number 2 Uniform Load : D = 0.3830, L = 0.480 k/ft, Tributary Width = 1.0 ft Point Load : D = 8.040, L = 10.060 k @ 3.110 ft, (B9) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.345: 1 Maximum Shear Stress Ratio = 0.186 Section used for this span W18x35 Section used for this span W18x35 Mu : Applied 86.001 k-ft Vu : Applied 29.562 k Mn " Phi: Allowable 249.375 k-ft Vn' Phi: Allowable 159.30 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L Location of maximum on span 19.500ft Location of maximum on span 19.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.085 in Ratio = 2,759>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.068 in Ratio = 3452 >=180 Max Upward Total Deflection -0.000 in Ratio = 313422 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi`Vnx +1.40D Dsgn. L = 19.50 ft 1 0.151 0.081 31.01 -37.60 37.60 277.08 249.38 1.00 1.00 12.92 159.30 159.30 Dsgn. L = 3.11 ft 2 0.151 0.081 -37.60 37.60 277.08 249.38 1.00 1.00 12.92 159.30 159.30 +1.20D+1.60L Dsgn. L = 19.50 ft 1 0.345 0.186 70.88 -86.00 86.00 277.08 249.38 1.00 1.00 29.56 159.30 159.30 Dsgn. L = 3.11 ft 2 0.345 0.186 -86.00 86.00 277.08 249.38 1.00 1.00 29.56 159.30 159.30 +1.20D+0.50L Dsgn. L = 19.50 ft 1 0.197 0.106 40.42 49.03 49.03 277.08 249.38 1.00 1.00 16.85 159.30 159.30 Dsgn. L = 3.11 ft 2 0.197 0.106 49.03 49.03 277.08 249.38 1.00 1.00 16.85 159.30 159.30 +1.20D 113/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Steel Beam rue. wiwo_riuu000uiy_nuuni_riauwiy.w, ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: B8 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 19.50 ft 1 0.129 0.070 26.58 -32.23 32.23 277.08 249.38 1.00 1.00 11.08 159.30 159.30 Dsgn. L = 3.11 ft 2 0.129 0.070 -32.23 32.23 277.08 249.38 1.00 1.00 11.08 159.30 159.30 +0.90D Dsgn. L = 19.50 ft 1 0.097 0.052 19.93 -24.17 24.17 277.08 249.38 1.00 1.00 8.31 159.30 159.30 Dsgn. L = 3.11 ft 2 0.097 0.052 -24.17 24.17 277.08 249.38 1.00 1.00 8.31 159.30 159.30 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. °+° Defl Location in Span L Only 1 0.0848 7.644 0.0000 0.000 L Only 2 0.0096 3.110 L Only -0.0001 0.249 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Deft Location in Span D Only 1 0.0678 7.644 2 -0.0001 0.249 L Only 1 0.0848 7.644 2 -0.0001 0.249 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 16.119 34.582 Overall MINimum 4.303 9.215 D Only 7.172 15.358 +D+L 16.119 34.582 +D+0.750L 13.882 29.776 +0.60D 4.303 9.215 L Only 8.947 19.224 114/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: B9 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi w+ae35 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in 0(2.24) L(2.8) D(7.34)IL(9.17) 1. ota W 18x35 18.40 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 2.240, L = 2.80 k @ 3.80 ft, Post Composite Only Point Load : D = 7.340, L = 9.170 k @ 14.40 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.340 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 65 % Load Combination Mu: Applied 99.061 k-ft Mn * Phi: Allow 291.752 k-ft Location of maximum 14.352 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 2.074 k-ft Mn * Phi: Allowable 19.20 k-ft Shear Stud Requirements From Support 1 to 14.35 ft use 5 studs. From 14.35 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations 0.164 :1 DEFLECTIONS 26.130 k FINAL Composite 159.30 k Max Downward 0.149 in 18.40 ft Max Upward 0.000 in Defl Ratio 1479 +1.20D+1.60L +D+L Transient Composite Max Downward 0.079 in Max Upward 0.000 in Defl Ratio 2778 L Only NonComposite Max Downward 0.006 in Max Upward 0.000 in Defl Ratio 35796 PreCompDL+PreCompLL 115/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: 69 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 18.4 ft 1 0.108 0.003 Final Composite: +1.40D Span L = 18.4 ft 1 0.152 0.049 Final Composite : +1.20D+1.60L Span L = 18.4 ft 1 0.340 0.107 Final Composite : +1.20D+L Span L = 18.4 ft 1 0.261 0.083 Final Composite : +1.20D Span L = 18.4 ft 1 0.130 0.042 Final Composite : +0.90D Span L = 18.4 ft 1 0.098 0.031 Maximum Deflections for Load Combinations - Unfactored Loads RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Shear Summary Va Vn' Phi 2.07 19.20 0.45 159.30 44.26 291.75 7.75 159.30 99.06 291.75 17.07 159.30 76.13 291.75 13.16 159.30 37.93 291.75 6.64 159.30 28.45 291.75 4.98 159.30 Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 9.323 0.000 0.0062 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.323 0.000 0.0062 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.691 0.064 0.0062 0.006 997.14 Final Composite: D Only Upward 0.000 0.000 997.14 Final Composite: +D+L Downward 9.691 0.143 0.0062 0.006 997.14 Final Composite: +D+L Upward 0.000 0.000 997.14 Final Composite: +D+0.750L Downward 9.691 0.123 0.0062 0.006 997.14 Final Composite: +D+0.750L Upward 0.000 0.000 997.14 Final Composite: +0.60D Downward 9.691 0.038 0.0037 0.004 997.14 Final Composite: +0.60D Upward 0.000 0.000 997.14 Final Composite: L Only Downward 9.691 0.079 997.14 Final Composite: L Only Upward 0.000 0.000 997.14 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.050 18.424 Precomposite Loads 0.322 0.322 NonComposite Removed 0.322 0.322 Final Composite: D Only 5.535 8.369 Final Composite: +D+L 12.050 18.424 Final Composite: +D+0.750L 10.421 15.910 Final Composite: +0.60D 3.321 5.021 Final Composite: L Only 6.515 10.055 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 10.903 68.8507 9.77 5 0.0 866.8 7. PNA in Web 95.0 10.789 65.408 6 346.21 510.0 866.8 697.6 PNA in Web 90.0 10.674 61.965 6 342.62 510.0 866.8 691.9 PNA in Web 85.0 10.559 58.523 6 339.00 510.0 866.8 685.9 PNA in Web 80.0 10.444 55.080 6 335.34 510.0 866.8 679.5 PNA in Web 75.0 10.330 51.638 5 331.65 510.0 866.8 672.6 PNA in Web 70.0 10.215 48.195 5 327.93 510.0 866.8 665.3 PNA in Web 65.0 10.100 44.753 5 324.17 510.0 866.8 657.6 PNA in Web 60.0 9.985 41.310 4 320.38 510.0 866.8 649.4 PNA in Web 55.0 9.871 37.868 4 316.56 510.0 866.8 640.7 PNA in Web 50.0 9.756 34.425 4 312.70 510.0 866.8 631.6 PNA in Web 45.0 9.641 30.983 3 308.82 510.0 866.8 621.9 PNA in Web 40.0 9.526 27.540 3 304.90 510.0 866.8 611.7 PNA in Web 35.0 9.412 24.098 3 300.94 510.0 866.8 601.0 PNA in Web 30.0 9.297 20.655 2 296.96 510.0 866.8 589.b16/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: B9 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 25.0 9.182 17.213 2 292.94 510.0 866.8 Span 1 101 76 51 C 4 O � 25 MEMBER--- 1.72 3.56 5.40 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) ■ Pie Ca m P-; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;-1 Ca m pas; Le:+1.20D+1.66L ■ F;-a l Co m pas; Le:+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca mpos;Le:+6.90D 17 6 MEMBER --- s> U -5 +o v Ln 4r1 -16 -27 1.72 3.56 5.40 ■ P-e Campa3 Le:D+C-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- > � -0.04 C' -0.08 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 1.72 3.56 5.40 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campo ;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 117/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: B11 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in L t13.aa n Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.725 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 100 % Load Combination Mu: Applied 28.862 k-ft Mn * Phi: Allow 314.793 k-ft Location of maximum 9.20 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 13.923 k-ft Mn * Phi: Allowable 19.20 k-ft Shear Stud Requirements From Support 1 to 9.20 ft use 7 studs. From 9.20 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations 0.039 :1 DEFLECTIONS 6.274 k FINAL Composite 159.30 k Max Downward 0.064 in 0.0 ft Max Upward 0.000 in Defl Ratio 3465 +1.20D+1.60L +D+L Transient Composite Max Downward 0.032 in Max Upward 0.000 in Defl Ratio 6906 L Only NonComposite Max Downward 0.041 in Max Upward 0.000 in Defl Ratio 5331 PreCompDL+PreCompLL Load Comb & Design Length Pre Composite : D + Const L Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Shear Summary Va Vn * Phi 18/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: 611 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 18.4 ft 1 0.725 0.019 13.92 19.20 3.03 159.30 Final Composite: +1.40D Span L = 18.4 ft 1 0.044 0.019 13.92 314.79 3.03 159.30 Final Composite : +1.20D+1.60L Span L = 18.4 ft 1 0.092 0.039 28.86 314.79 6.27 159.30 Final Composite: +1.20D+L Span L = 18.4 ft 1 0.072 0.031 22.51 314.79 4.89 159.30 Final Composite: +1.20D Span L = 18.4 ft 1 0.038 0.016 11.93 314.79 2.59 159.30 Final Composite: +0.90D Span L = 18.4 ft 1 0.028 0.012 8.95 314.79 1.95 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 9.323 0.000 0.0414 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.323 0.000 0.0414 -0.035 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.323 0.026 0.0414 -0.035 0.006 702.83 Final Composite: D Only Upward 0.000 0.000 702.83 Final Composite: +D+L Downward 9.323 0.058 0.0414 -0.035 0.006 702.83 Final Composite: +D+L Upward 0.000 0.000 702.83 Final Composite: +D+0.750L Downward 9.323 0.050 0.0414 -0.035 0.006 702.83 Final Composite: +D+0.750L Upward 0.000 0.000 702.83 Final Composite: +0.60D Downward 9.323 0.015 0.0248 -0.021 0.004 702.83 Final Composite: +0.60D Upward 0.000 0.000 702.83 Final Composite: L Only Downward 9.323 0.032 702.83 Final Composite: L Only Upward 0.000 0.000 702.83 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 2.162 2.162 NonComposite Removed 0.322 0.322 Final Composite: D Only 2.162 2.162 Final Composite: +D+L 4.462 4.462 Final Composite : +D+0.750L 3.887 3.887 Final Composite: +0.60D 1.297 1.297 Final Composite: L Only 2.300 2.300 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 inA4 I yy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 in^3 S yy = 5.120 in^3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 in^3 Zy = 8.060 in"3 Area = 10.300 in^2 1 = 0.506 in^4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.903 68.850 7 349.77 510.0 866.8 PNA in Web 95.0 10.789 65.408 6 346.21 510.0 866.8 697.6 PNA in Web 90.0 10.674 61.965 6 342.62 510.0 866.8 691.9 PNA in Web 85.0 10.559 58.523 6 339.00 510.0 866.8 685.9 PNA in Web 80.0 10.444 55.080 6 335.34 510.0 866.8 679.5 PNA in Web 75.0 10.330 51.638 5 331.65 510.0 866.8 672.6 PNA in Web 70.0 10.215 48.195 5 327.93 510.0 866.8 665.3 PNA in Web 65.0 10.100 44.753 5 324.17 510.0 866.8 657.6 PNA in Web 60.0 9.985 41.310 4 320.38 510.0 866.8 649.4 PNA in Web 55.0 9.871 37.868 4 316.56 510.0 866.8 640.7 PNA in Web 50.0 9.756 34.425 4 312.70 510.0 866.8 631.6 PNA in Web 45.0 9.641 30.983 3 308.82 510.0 866.8 621.9 PNA in Web 40.0 9.526 27.540 3 304.90 510.0 866.8 611.7 PNA in Web 35.0 9.412 24.098 3 300.94 510.0 866.8 601.0 PNA in Web 30.0 9.297 20.655 2 296.96 510.0 866.8 589.8 PNA in Web 25.0 9.182 17.213 2 292.94 510.0 866.8 578/19/210 Composite Steel Beam KW-06010113 DESCRIPTION: 1311 Composite Section Properties Span Number Analysis Plastic N. A. Location Type 29 22 15 C d] E O MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 1.72 3.56 5.40 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;�al Campa3;Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD 6 3 MEMBER --- > +o a� L li 1 -3 -6 1 1 1 1 1 I 1 1 I 1 ^1 1.72 3.56 5.40 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) ■ P-e Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campas;Le:+1.20D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co m Paz . Le:+6.90D MEMBER --- >> -0.016 -0.032 a� -0.049 -0.065 1.72 3.56 5.40 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) P-eaamp-4c ■ Na-CaMP-4e Rema-13 ■ F;aal Campa3;Le: ROaly ■ Finaal Campa.4L : +D+L ■ F;-al Campa3;Le: +D+D.75DL F; gal Campa3;Le: +0.6DD F ;gal Campa3;Le: LOIy 120/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.i DESCRIPTION: B10 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi w a•;e Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in 1 .44) L[1 .8 W 18x35 18.40 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=1.440, L = 1.80 k/ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.671 : 1 MAX Shear Ratio = 0.269 : 1 Steel section W18x35 Vu : Applied 42.780 k Vn * Phi: Allow 159.30 k Composite Location of maximum 0.0 ft % Composite Action 100 % Load Combination Mu: Applied 196.788 k-ft +1.20D+1.60L Mn * Phi: Allow 293.121 k-ft Location of maximum 9.20 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 2.074 k-ft Mn * Phi: Allowable 19.20 k-ft Shear Stud Requirements From Support 1 to 9.20 ft use 5 studs. From 9.20 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Span # M V Bending Summary Mu -Applied MnTr * Phi DEFLECTIONS FINAL Composite Max Downward 0.447 in Max Upward 0.000 in Defl Ratio 493 +D+L Transient Composite Max Downward 0.245 in Max Upward 0.000 in Defl Ratio 901 L Only NonComposite Max Downward 0.006 in Max Upward 0.000 in Defl Ratio 35796 PreCompDL+PreCompLL Shear Summary Va Vn * Phi Pre Composite : D + Const L 121 /210 Span L = 18.4 ft 1 0.108 0.003 2.07 19.20 0.45 159.30 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: B10 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 18.4 ft 1 0.298 0.119 87.39 293.12 19.00 159.30 Final Composite : +1.20D+1.60L Span L = 18.4 ft 1 0.671 0.269 196.79 293.12 42.78 159.30 Final Composite : +1.20D+L Span L = 18.4 ft 1 0.515 0.206 151.08 293.12 32.84 159.30 Final Composite : +1.20D Span L = 18.4 ft 1 0.256 0.102 74.91 293.12 16.28 159.30 Final Composite : +0.90D Span L = 18.4 ft 1 0.192 0.077 56.18 293.12 12.21 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 9.323 0.000 0.0062 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.323 0.000 0.0062 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.323 0.196 0.0062 0.006 660.22 Final Composite: D Only Upward 0.000 0.000 660.22 Final Composite: +D+L Downward 9.323 0.441 0.0062 0.006 660.22 Final Composite: +D+L Upward 0.000 0.000 660.22 Final Composite: +D+0.750L Downward 9.323 0.380 0.0062 0.006 660.22 Final Composite: +D+0.750L Upward 0.000 0.000 660.22 Final Composite: +0.60D Downward 9.323 0.118 0.0037 0.004 660.22 Final Composite: +0.60D Upward 0.000 0.000 660.22 Final Composite: L Only Downward 9.323 0.245 660.22 Final Composite: L Only Upward 0.000 0.000 660.22 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 0.322 0.322 NonComposite Removed 0.322 0.322 Final Composite: D Only 13.570 13.570 Final Composite : +D+L 30.130 30.130 Final Composite: +D+0.750L 25.990 25.990 Final Composite : +0.60D 8.142 8.142 Final Composite: L Only 16.560 16.560 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.138 45.9005 325.69 5 PNA in Web 95.0 10.062 43.605 4 323.16 510.0 804.8 654.9 PNA in Web 90.0 9.985 41.310 4 320.62 510.0 804.8 649.4 PNA in Web 85.0 9.909 39.015 4 318.06 510.0 804.8 643.7 PNA in Web 80.0 9.832 36.720 4 315.49 510.0 804.8 637.7 PNA in Web 75.0 9.756 34.425 4 312.90 510.0 804.8 631.6 PNA in Web 70.0 9.679 32.130 3 310.30 510.0 804.8 625.2 PNA in Web 65.0 9.603 29.835 3 307.69 510.0 804.8 618.6 PNA in Web 60.0 9.526 27.540 3 305.05 510.0 804.8 611.7 PNA in Web 55.0 9.450 25.245 3 302.41 510.0 804.8 604.7 PNA in Web 50.0 9.373 22.950 3 299.75 510.0 804.8 597.4 PNA in Web 45.0 9.297 20.655 2 297.07 510.0 804.8 589.8 PNA in Web 40.0 9.220 18.360 2 294.39 510.0 804.8 582.0 PNA in Web 35.0 9.144 16.065 2 291.68 510.0 804.8 573.9 PNA in Web 30.0 9.067 13.770 2 288.96 510.0 804.8 565.6 PNA in Web 25.0 8.991 11.475 2 286.23 510.0 804.8 557.0 Span 1 122/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam L.L � DESCRIPTION: B10 RECEIVED Apr 12 2021 rue: aouas_rrocessing_Koom_r-raming.eco Software cor)vright ENERCALC, INC. 1983-2020, Build:12.20.8.17 201 151 100 C d] O � 50 MEMBER_, 1.72 3.56 5.40 7.24 9.08 10.92 12.76 14.60 16.44 10.28 Distance (ft) ■ Pie Ca m Pa.; Le:L7+C-LL ■ Fi-al Cam Pa3;Le:+1.4DL7 ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -a I Ca m Paz; Le:+1.20D+L ■ F;�al Campa3;Le:+1.2DD ■ F; gal Campa3Le:+D.9DD 44 22 MEMBER --- s> �o a� t -zz -44' 1.72 3.56 5.40 ■ P-e Ca m Pass Le: D+Ca-LL ■F:tea I Ca m Pas: Le:+1.11DD ■ F:al Campa.:Le:+D.9DD MEMBER---> -0.11 -0.23 a� -0.34 -0.46 ' 1.72 3.56 5.40 P-eaam P-4c ■ Na-CaMP-4e Rema-13 F; gal Campa3;Le: +0.6DD F ;gal Campa3;Le: LOIy 7.24 9.08 10.92 12.76 14.60 16.44 18.28 Distance (ft) ■ F:.al Campa :Le:+1.2DD+1.6DL ■ F:-aI CamP-4a:+1.26D+L ■ F:-alC-Pa.:Le:+1.2DD 7.24 9.08 10.92 12.76 14.60 16.44 10.28 Distance (ft) ■ F;l Cam Pa3;Le: L70.1y ■ Fm-al CamPa3;Le: +L7+L ■ F;-al Campa3;Le: +D+D.75DL 123/210 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1311 & B12 - Rx From B8 CODE REFERENCES RECEIVED Apr 12 2021 Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(7.89), L(9,87) 1)(0-2) L(0-25) 0(0-20) L(O-250) W 18x35 W 1805 Span = 9.O ft Span = 3.80 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.20, L = 0.250 k/ft Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width =1.0 ft Load(s) for Span Number 2 Point Load : D = 7.890, L = 9.870 k @ 3.80 ft, (Rx from B8) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.403: 1 Maximum Shear Stress Ratio = 0.174 : 1 Section used for this span W18x35 Section used for this span W18x35 Mu: Applied 100.609 k-ft Vu : Applied 27.692 k Mn * Phi: Allowable 249.375 k-ft Vn * Phi: Allowable 159.30 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L Location of maximum on span 9.000ft Location of maximum on span 9.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 1,353>=360 Max Upward Transient Deflection -0.019 in Ratio = 5,639 >=360 Max Downward Total Deflection 0.054 in Ratio = 1693 >=180 Max Upward Total Deflection -0.015 in Ratio = 7056 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 9.00 ft 1 0.176 0.076 44.00 44.00 277.08 249.38 1.95 1.00 12.11 159.30 159.30 Dsgn. L = 3.80 ft 2 0.176 0.076 44.00 44.00 277.08 249.38 1.00 1.00 12.11 159.30 159.30 +1.20D+1.60L Dsgn. L = 9.00 ft 1 0.403 0.174 -100.61 100.61 277.08 249.38 1.95 1.00 27.69 159.30 159.30 Dsgn. L = 3.80 ft 2 0.403 0.174 -100.61 100.61 277.08 249.38 1.00 1.00 27.69 159.30 159.30 +1.20D+0.50L Dsgn. L = 9.00 ft 1 0.230 0.099 -57.37 57.37 277.08 249.38 1.95 1.00 15.79 159.30 159.30 Dsgn. L = 3.80 ft 2 0.230 0.099 -57.37 57.37 277.08 249.38 1.00 1.00 15.79 159.30 159.30 +1.20D Dsgn. L = 9.00 ft 1 0.151 0.065 -37.71 37.71 277.08 249.38 1.95 1.00 10.38 159.30 159.30 Dsgn. L = 3.80 ft 2 0.151 0.065 -37.71 37.71 277.08 249.38 1.00 1.00 10.38 159.30 159.30 +0.90D Dsgn. L = 9.00 ft 1 0.113 0.049 -28.28 28.28 277.08 249.38 1.95 1.00 7.79 159.30 159.30 Dsgn. L = 3.80 ft 2 0.113 0.049 -28.28 28.28 277.08 249.38 1.00 1.00 7.79 159.30 159.3b24/210 Project Title: RECEIVED APr 12 2021 Engineer: ° Project ID: Project Descr: rue. wiwa Steel Beam _riuueaauiy_nuuni_nauwiy.ew ' Software copyright ENERCAI-C, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: 1311 & B12 - Rx From B8 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 L Only -0.0191 5.400 L Only 2 0.0674 3.800 0.0000 5.400 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 2 0.0539 3.800 1-0.0153 5.400 L Only 2 0.0674 3.800 1-0.0191 5.400 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -3.810 31.380 Overall MINimum -1.015 8.365 D Only -1.692 13.942 +D+L -3.810 31.380 +D+0.750L -3.280 27.020 +0.60D -1.015 8.365 L Only -2.118 17.438 125/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: C3 (C2 sim) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi T li wia. Comaosite Beam Section Data Total Slab Thickness 6.0 in Concrete fc Effective Width 0.80 ft Concrete Density Metal Deck ... Vulcraft, 3 VLI Rib Height Ribs : Perpendicular Rib Spacing Beam is UNSHORED for Concrete Placement 3.0 ksi Stud Diameter 3/4" in 145.0 pcf Qn : Stud Capacity 11.0 k 3.0 in Top Width 7.250 in 12.0 in Btm Width 4.750 in D(0.43)L[0.54) D O.33 L O.42 W12xl4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.430, L = 0.540 k @ 1.90 ft, Post Composite Only Uniform Load : D = 0.330, L = 0.420 k/ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.059 : 1 MAX Shear Ratio = Steel section W12x14 Vu : Applied Composite % Composite Action Mu: Applied Mn * Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Vn * Phi: Allow Location of maximum 100 % Load Combination 6.960 k-ft 118.666 k-ft 2.820 ft +1.20D+1.60L 0.1007 k-ft 65.250 k-ft Shear Stud Requirements From Support 1 to 2.82 ft use 7 studs. From 2.82 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations 0.062 :1 DEFLECTIONS 4.448 k FINAL Composite 71.40 k Max Downward 0.006 in 0.0 ft Max Upward 0.000 in Defl Ratio 12362 +1.20D+1.60L +D+L Transient Composite Max Downward 0.003 in Max Upward 0.000 in Defl Ratio 22870 L Only NonComposite Max Downward 0.000 in Max Upward 0.000 in Defl Ratio 367722 PreCompDL+PreCompLL Load Comb & Design Length Pre Composite : D + Const L Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Shear Summary Va Vn * Phi IN Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: C3 (C2 sim) Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 6.41 ft 1 0.002 0.001 0.10 65.25 0.06 71.40 Final Composite: +1.40D Span L = 6.41 ft 1 0.026 0.028 3.08 118.67 1.97 71.40 Final Composite : +1.20D+1.60L Span L = 6.41 ft 1 0.059 0.062 6.96 118.67 4.45 71.40 Final Composite: +1.20D+L Span L = 6.41 ft 1 0.045 0.048 5.34 118.67 3.41 71.40 Final Composite: +1.20D Span L = 6.41 ft 1 0.022 0.024 2.64 118.67 1.69 71.40 Final Composite: +0.90D Span L = 6.41 It 1 0.017 0.018 1.98 118.67 1.26 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 3.248 0.000 0.0002 88.60 Precomposite Upward 6.410 0.000 88.60 NonComposite Removed Downward 3.248 0.000 0.0002 0.00 NonComposite Removed Upward 6.410 0.000 0.00 Final Composite: D Only Downward 3.162 0.003 0.0002 0.000 207.14 Final Composite: D Only Upward 0.000 0.000 207.14 Final Composite: +D+L Downward 3.162 0.006 0.0002 0.000 207.14 Final Composite: +D+L Upward 0.000 0.000 207.14 Final Composite: +D+0.750L Downward 3.162 0.005 0.0002 0.000 207.14 Final Composite: +D+0.750L Upward 0.000 0.000 207.14 Final Composite: +0.60D Downward 3.162 0.002 0.0001 0.000 207.14 Final Composite: +0.60D Upward 0.000 0.000 207.14 Final Composite: L Only Downward 3.162 0.003 207.14 Final Composite: L Only Upward 0.000 0.000 207.14 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 0.045 0.045 NonComposite Removed 0.045 0.045 Final Composite: D Only 1.405 1.230 Final Composite: +D+L 3.131 2.736 Final Composite : +D+0.750L 2.700 2.360 Final Composite: +0.60D 0.843 0.738 Final Composite: L Only 1.726 1.506 Steel Section Properties : W12x14 Depth = 11.900 in I xx = 88.60 inA4 1 yy = 2.360 in^4 Web Thick = 0.200 in S xx = 14.90 in^3 S yy = 1.190 in^3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 in^3 Zy = 1.900 in"3 Area = 4.160 in^2 J = 0.070 in^4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 9.413 73.440 7 131.85 88.6 286.1 PNA in Web 95.0 9.230 69.768 7 129.33 88.6 286.1 204.3 PNA in Web 90.0 9.046 66.096 7 126.76 88.6 286.1 201.3 PNA in Web 85.0 8.862 62.424 6 124.13 88.6 286.1 198.0 PNA in Web 80.0 8.679 58.752 6 121.44 88.6 286.1 194.5 PNA in Web 75.0 8.495 55.080 6 118.70 88.6 286.1 190.7 PNA in Web 70.0 8.312 51.408 5 115.90 88.6 286.1 186.5 PNA in Web 65.0 8.128 47.736 5 113.04 88.6 286.1 182.1 PNA in Web 60.0 7.944 44.064 5 110.13 88.6 286.1 177.4 PNA in Web 55.0 7.761 40.392 4 107.16 88.6 286.1 172.3 PNA in Web 50.0 7.577 36.720 4 104.14 88.6 286.1 166.9 PNA in Web 45.0 7.394 33.048 4 101.06 88.6 286.1 161.1 PNA in Web 40.0 7.210 29.376 3 97.92 88.6 286.1 154.9 PNA in Web 35.0 7.026 25.704 3 94.73 88.6 286.1 148.3 PNA in Web 30.0 6.843 22.032 3 91.48 88.6 286.1 141.3 PNA in Web 25.0 6.659 18.360 2 88.17 88.6 286.1 133.127/210 Composite Steel Beam KW-06010113 DESCRIPTION: C3 (C2 Sim) Composite Section Properties Span Number Analysis Plastic N. A. Location Type MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 0.60 1.24 1.88 2.52 3.16 3.80 4.44 5.09 5.73 6.37 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;�al Campa3;Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD 4.5 2.4 i MEME�_R --- >> +o a� L li 1 -4.0 0.60 1.24 1.88 2.52 3.16 3.80 4.44 5.09 5.73 6.37 Distance (ft) ■ Pie Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campas;Le:+1.20D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co m Paz . Le:+6.90D MEMBER --- >> -0.0016 -0.0032 a� -0.0048 -0.0063 0.60 1.24 1.88 2.52 3.16 3.80 4.44 5.09 5.73 6.37 Distance (ft) P-eaamp-4c ■ Na-CaMP-4e Rema-13 ■ F;aal Campa3;Le: ROaly ■ Finaal Campa.4L : +D+L ■ F;-al Campa3;Le: +D+D.75DL F; gal Campa3;Le: +0.6DD F ;gal Campa3;Le: LOIy 128/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 os Com ite Steel Beam File: Solids_Processing_Room_Framing.ec6 ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I 0.i DESCRIPTION: C4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material P Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Effective Width 1.030 ft Concrete Density 145.0 pcf Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Ribs : Parallel Rib Spacing 12.0 in D(1-19) L(1.49) D(1-13) L(1.41) D O.2 L O.25 •-� W12x14 8-250 R Eh wadi = i:o3uP Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity 11.0 k Top Width 7.250 in Btm Width 4.750 in Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 1.190, L =1.490 k @ 1.70 ft, Post Composite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 1.130, L =1.410 k @ 5.90 ft, Post Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.084 : 1 MAX Shear Ratio = 0.094 : 1 DEFLECTIONS Steel section W12x14 Vu : Applied 6.695 k FINAL Composite Composite Vn * Phi: Allow 71.40 k Max Downward 0.017 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 100 % Load Combination Defl Ratio 5970 Mu: Applied 12.976 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 154.372 k-ft Location of maximum 4.510 ft Transient Composite Max Downward 0.009 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 10747 Pre -Composite L Only Mu: Applied 0.0 k-ft Mn * Phi: Allowable 65.250 k-ft NonComposite Max Downward 0.000 in Max Upward 0.000 in Defl Ratio N/A PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 4.51 ft use 13 studs. From 4.51 ft to Support 2 use 13 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi 4 2 Pre Composite : D + Const L 10 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: C4 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 8.25 ft 1 Final Composite: +1.40D Span L = 8.25 It 1 0.037 0.041 5.68 154.37 2.93 71.40 Final Composite: +1.20D+1.60L Span L = 8.25 ft 1 0.084 0.094 12.98 154.37 6.70 71.40 Final Composite: +1.20D+L Span L = 8.25 ft 1 0.064 0.072 9.93 154.37 5.13 71.40 Final Composite: +1.20D Span L = 8.25 ft 1 0.032 0.035 4.87 154.37 2.51 71.40 Final Composite: +0.90D Span L = 8.25 It 1 0.024 0.026 3.65 154.37 1.88 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 8.250 0.000 88.60 Precomposite Upward 8.250 0.000 88.60 NonComposite Removed Downward 8.250 0.000 0.00 NonComposite Removed Upward 8.250 0.000 0.00 Final Composite: D Only Downward 4.180 0.007 247.29 Final Composite: D Only Upward 0.000 0.000 247.29 Final Composite: +D+L Downward 4.180 0.017 247.29 Final Composite: +D+L Upward 0.000 0.000 247.29 Final Composite: +D+0.750L Downward 4.180 0.014 247.29 Final Composite: +D+0.750L Upward 0.000 0.000 247.29 Final Composite: +0.60D Downward 4.180 0.004 247.29 Final Composite: +0.60D Upward 0.000 0.000 247.29 Final Composite: L Only Downward 4.180 0.009 247.29 Final Composite: L Only Upward 0.000 0.000 247.29 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads NonComposite Removed Final Composite: D Only 2.092 1.878 Final Composite: +D+L 4.708 4.225 Final Composite : +D+0.750L 4.054 3.638 Final Composite: +0.60D 1.255 1.127 Final Composite: L Only 2.616 2.347 Steel Section Properties : W12x14 Depth = 11.900 in I xx = 88.60 inA4 1 yy = 2.360 in^4 Web Thick = 0.200 in S xx = 14.90 in^3 S yy = 1.190 in^3 Flange Width = 3.970 in R xx = 17.400 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 in^3 Zy = 1.900 in"3 Area = 4.160 in^2 1 = 0.070 in^4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Flange PNA in Flange 95.0 11.715 134.739 13 168.05 88.6 325.4 246.1 PNA in Flange 90.0 11.698 127.648 12 164.57 88.6 325.4 244.4 PNA in Flange 85.0 11.680 120.556 11 161.07 88.6 325.4 242.4 PNA in Web 80.0 11.414 113.465 11 155.00 88.6 325.4 239.9 PNA in Web 75.0 11.060 106.373 10 151.31 88.6 325.4 236.8 PNA in Web 70.0 10.705 99.282 10 147.41 88.6 325.4 233.3 PNA in Web 65.0 10.351 92.190 9 143.30 88.6 325.4 229.1 PNA in Web 60.0 9.996 85.099 8 138.98 88.6 325.4 224.3 PNA in Web 55.0 9.642 78.007 8 134.45 88.6 325.4 218.8 PNA in Web 50.0 9.287 70.916 7 129.72 88.6 325.4 212.5 PNA in Web 45.0 8.932 63.824 6 124.77 88.6 325.4 205.4 PNA in Web 40.0 8.578 56.732 6 119.61 88.6 325.4 197.5 PNA in Web 35.0 8.223 49.641 5 114.24 88.6 325.4 188.5 PNA in Web 30.0 7.869 42.549 4 108.66 88.6 325.4 178.4 PNA in Web 25.0 7.514 35.458 4 102.88 88.6 325.4 167.130/210 Composite Steel Beam KW-06010113 DESCRIPTION: C4 Composite Section Properties Span Number Analysis Plastic N. A. Location Type MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft 0.77 1.60 2.42 ■P-e Ca m pa3;Le: D+Ca-LL ■F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD 7 4 `-' MEMBER ---sue +o a� Ln li 1 -3 _6 RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 3.25 4.07 4.90 5.72 6.55 7.37 8.20 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa.mLe:+1.2DD 0.77 1.60 2.42 3.25 4.07 4.90 5.72 6.55 7.37 8.20 Distance (ft) ■ P-e Ca m P-; Le:D+Coy LL ■ F;gal Campa3;Le:+1.d6D ■ F;�al Campo ;Le:+1.20D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Compas;Le:+1.26D ■ F;al Ca m pos; Le:+6.90D MEMBER--->> -0.004 -0.008 a� -0.013 -0.017 0.77 1.60 2.42 P-eaamp-4 C ■ Na-CaMP-4e Re moved F ; gal Campa3;Le: +D.6DD F ;gal Campa3;Le: LOIy 3.25 4.07 4.90 5.72 Distance (ft) ■ F;l Campa3;Le: DO-Iy ■ F;l Campa3;Le: +D+L 6.55 7.37 8.20 F;l Campa3;Le: +D+D.75DL 131/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: C5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design ma Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comaosite Beam Section Data Total Slab Thickness 6.0 in Concrete fc Effective Width 2.340 ft Concrete Density Metal Deck ... Vulcraft, 3 VLI Rib Height Ribs : Perpendicular Rib Spacing 00 W)33) ❑(0.58) d 0.58 ,� 0.72 18.750 ft Beam is UNSHORED for Concrete Placement 3.0 ksi Stud Diameter 3/4" in 145.0 pcf Qn : Stud Capacity 11.0 k 3.0 in Top Width 7.250 in 12.0 in Btm Width 4.750 in D(Q 839) e D[0.839) L[1.05J _J Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.580, L = 0.720 k/ft, Extent = 0.0 - > 6.219 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.8390, L = 1.050 k/ft, Extent = 5.969 -->> 18.750 ft, Tributary Width =1.0 ft, Post Composite Onl} Point Load : D = 1.870, L = 2.330 k @ 6.219 ft, Post Composite Only Uniform Load : D = 0.580 k/ft, Extent = 0.0 -->> 6.219 ft, Tributary Width =1.0 ft, Non -Composite Only Uniform Load : D = 0.8390 k/ft, Extent = 5.969 - > 18.750 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 1.870 k @ 6.219 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.441 : 1 MAX Shear Ratio = 0.169 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 26.917 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward Location of maximum 18.750 ft Max Upward % Composite Action 25 % Load Combination Defl Ratio Mu: Applied 132.750 k-ft +1.20D+1.60L Mn * Phi: Allow 300.759 k-ft Location of maximum 8.875 ft Transient Composite Max Downward Load Combination Max Upward +1.20D+1.60L Defl Ratio Pre -Composite Mu: Applied 59.443 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite 0.289 in 0.000 in 777 +D+L 0.157 in 0.000 in 1432 L Only Max Downward 0.183 in Max Upward 0.000 in Defl Ratio 1231 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 8.88 ft use 5 studs. From 8.88 ft to Support 2 use 5 studs. 132/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p i.� DESCRIPTION: C5 Maximum Forces & Stresses for Load Combinations File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 18.75 ft 1 0.238 0.072 59.44 249.38 11.54 159.30 Final Composite : +1.40D Span L = 18.75 ft 1 0.198 0.072 59.44 300.76 11.54 159.30 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.441 0.161 132.75 300.76 25.68 159.30 Final Composite : +1.20D+L Span L = 18.75 ft 1 0.339 0.124 102.08 300.76 19.76 159.30 Final Composite : +1.20D Span L = 18.75 ft 1 0.169 0.062 50.95 300.76 9.89 159.30 Final Composite : +0.90D Span L = 18.75 ft 1 0.127 0.047 38.21 300.76 7.42 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 9.375 0.000 0.1827 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.500 0.000 0.1826 -0.176 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.375 0.126 0.1827 -0.176 0.007 713.79 Final Composite: D Only Upward 0.000 0.000 713.79 Final Composite: +D+L Downward 9.375 0.283 0.1827 -0.176 0.007 713.79 Final Composite: +D+L Upward 0.000 0.000 713.79 Final Composite: +D+0.750L Downward 9.375 0.244 0.1827 -0.176 0.007 713.79 Final Composite: +D+0.750L Upward 0.000 0.000 713.79 Final Composite: +0.60D Downward 9.375 0.075 0.1096 -0.106 0.004 713.79 Final Composite: +0.60D Upward 0.000 0.000 713.79 Final Composite: L Only Downward 9.375 0.157 713.79 Final Composite: L Only Upward 0.000 0.000 713.79 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 8.241 8.615 NonComposite Removed 0.328 0.328 Final Composite: D Only 8.241 8.615 Final Composite : +D+L 18.108 18.977 Final Composite: +D+0.750L 15.641 16.386 Final Composite : +0.60D 4.945 5.169 Final Composite : L Only 9.866 10.362 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section PrODertles Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 15.76971.60 5 1,050.3 PNA in Web 95.0 15.411 204.071 19 464.68 510.0 1,381.3 1,036.8 PNA in Web 90.0 15.053 193.331 18 457.44 510.0 1,381.3 1,022.4 PNA in Web 85.0 14.695 182.590 17 449.89 510.0 1,381.3 1,006.8 PNA in Web 80.0 14.337 171.850 16 442.01 510.0 1,381.3 990.2 PNA in Web 75.0 13.979 161.109 15 433.81 510.0 1,381.3 972.3 PNA in Web 70.0 13.621 150.368 14 425.28 510.0 1,381.3 953.3 PNA in Web 65.0 13.263 139.628 13 416.44 510.0 1,381.3 932.9 PNA in Web 60.0 12.905 128.887 12 407.28 510.0 1,381.3 911.2 PNA in Web 55.0 12.547 118.147 11 397.80 510.0 1,381.3 888.1 PNA in Web 50.0 12.189 107.406 10 388.00 510.0 1,381.3 863.4 PNA in Web 45.0 11.831 96.665 9 377.87 510.0 1,381.3 837.1 PNA in Web 40.0 11.472 85.925 8 367.43 510.0 1,381.3 809.,133/210 PNA in Web 35.0 11.114 75.184 7 356.67 510.0 1,381.3 779. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: C5 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 30.0 10.756 64.444 6 345.58 510.0 1,381.3 PNA in Web 25.0 10.398 53.703 5 334.18 510.0 1,381.3 713.8 Span 1 135 102 68 C d] E O g 34 MEMBER --- >> 1.75 3.63 5.50 ■P-e Ca m pa.;Le: D+Ca-LL ■ Final Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD 26 13 MEMBER --- >> +o a� L li 1 -14 -27 1.75 3.63 5.50 ■P-e Co m P-; Le:D+Coy LL ■F;gal Campa3;Le:+1.d6D �a ■ F;l Co mpos;Le:+6.90D MEMBER--->> -0.07 a� -0.22 -0.30 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.20D+L ■ F;-al Campa.mLe:+1.2DD 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F;-1 Compos;Le:+1.20D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-eaamp-4 C ■ 'a "Ca MP-4e Re moved ■ F; -al Ca m pa.; Le: DO -Iy ■ F;-al Campa3;Le: +D+L ■ F;-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +0.6DD ■ F;-1 Cam pa.; Le: LOIy 134/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: C6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 T Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in D(1 LIM,8 1.72) 0(1 D11_(R.02) D(70M,¢M.68) W 21 x44 18. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 1.380, L =1.720 k @ 1.670 ft, Post Composite Only Point Load : D = 1.30, L =1.620 k @ 6.0 ft, Post Composite Only Point Load : D = 7.750, L = 9.690 k @ 8.390 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only Point Load : D = 1.380 k @ 1.670 ft, Non -Composite Only Point Load : D = 1.30 k @ 6.0 ft, Non -Composite Only Point Load : D = 7.750 k @ 8.390 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.335 : 1 MAX Shear Ratio = Steel section W21x44 Vu : Applied Composite % Composite Action Mu: Applied Mn * Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Vn * Phi: Allow Location of maximum 100 % Load Combination 143.808 k-ft 429.159 k-ft 8.365 ft +1.20D+1.60L 64.269 k-ft 357.750 k-ft 0.114 :1 DEFLECTIONS 24.791 k FINAL Composite 217.350 k Max Downward 0.141 in 0.0 ft Max Upward 0.000 in Defl Ratio 1419 +1.20D+1.60L +D+L Transient Composite Max Downward 0.077 in Max Upward 0.000 in Defl Ratio 2614 L Only NonComposite Max Downward 0.083 in Max Upward 0.000 in Defl Ratio 2427 PreCompDL+PreCompLL 135/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: C6 Shear Stud Requirements From Support 1 to 8.37 ft use 7 studs. From 8.37 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTrPhi Va Vn' Phi Pre Composite : D + Const L Span L = 16.73 ft 1 0.180 0.051 64.27 357.75 11.17 217.35 Final Composite : +1.40D Span L = 16.73 ft 1 0.150 0.051 64.27 429.16 11.17 217.35 Final Composite : +1.20D+1.60L Span L = 16.73 ft 1 0.335 0.114 143.81 429.16 24.79 217.35 Final Composite : +1.20D+L Span L = 16.73 ft 1 0.258 0.088 110.54 429.16 19.09 217.35 Final Composite : +1.20D Span L = 16.73 ft 1 0.128 0.044 55.09 429.16 9.58 217.35 Final Composite : +0.90D Span L = 16.73 ft 1 0.096 0.033 41.32 429.16 7.18 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 8.365 0.000 0.0827 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 8.477 0.000 0.0827 -0.079 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 8.365 0.061 0.0827 -0.079 0.003 1,090.54 Final Composite: D Only Upward 0.000 0.000 1,090.54 Final Composite: +D+L Downward 8.365 0.138 0.0827 -0.079 0.003 1,090.54 Final Composite: +D+L Upward 0.000 0.000 1,090.54 Final Composite: +D+0.750L Downward 8.365 0.119 0.0827 -0.079 0.003 1,090.54 Final Composite: +D+0.750L Upward 0.000 0.000 1,090.54 Final Composite: +0.60D Downward 8.365 0.037 0.0496 -0.048 0.002 1,090.54 Final Composite: +0.60D Upward 0.000 0.000 1,090.54 Final Composite: L Only Downward 8.365 0.077 1,090.54 Final Composite: L Only Upward 0.000 0.000 1,090.54 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 7.980 6.532 NonComposite Removed 0.368 0.368 Final Composite: D Only 7.980 6.532 Final Composite : +D+L 17.490 14.235 Final Composite: +D+0.750L 15.112 12.309 Final Composite : +0.60D 4.788 3.919 Final Composite: L Only 9.509 7.703 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in"4 Web Thick = 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area = 13.000 in"2 J = 0.770 in"4 Weight = 44.000 plf Comoosite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 12.003 68.8507 76.84 .5 PNA in Web 95.0 11.905 65.408 6 472.76 843.0 1,310.8 1,083.1 PNA in Web 90.0 11.806 61.965 6 468.65 843.0 1,310.8 1,075.2 PNA in Web 85.0 11.708 58.523 6 464.52 843.0 1,310.8 1,066.8 PNA in Web 80.0 11.609 55.080 6 460.35 843.0 1,310.8 1,058.0 PNA in Web 75.0 11.511 51.638 5 456.16 843.0 1,310.8 1,048.7 PNA in Web 70.0 11.413 48.195 5 451.94 843.0 1,310.8 1,038.9 PNA in Web 65.0 11.314 44.753 5 447.69 843.0 1,310.8 1,028.6 PNA in Web 60.0 11.216 41.310 4 443.41 843.0 1,310.8 1:017.J36/210 PNA in Web 55.0 11.118 37.868 4 439.10 843.0 1,310.8 1006. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p osite 1.1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: C6 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web PNA in Web 45.0 10.921 30.983 3 430.41 843.0 1,310.8 982.1 PNA in Web 40.0 10.823 27.540 3 426.01 843.0 1,310.8 969.1 PNA in Web 35.0 10.724 24.098 3 421.60 843.0 1,310.8 955.6 PNA in Web 30.0 10.626 20.655 2 417.15 843.0 1,310.8 941.4 PNA in Web 25.0 10.528 17.213 2 412.67 843.0 1,310.8 926.6 Span 1 147 110 73 C d] E 0 g 37 MEMBER--->> 1.56 3.23 4.91 6.58 8.25 9.93 11.60 13.27 14.95 16.62 Distance (ft) ■ P-e Ca m pa.; Le:D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD F gal Campa3;Le : +D.9DD 25 14 7771 2 i MEMBER --- >> +o a� L li 1 -g -21 1.56 3.23 4.91 ■P, Co m pas. Le: D+Coy LL ■F;gal Ca P-4e:+1.d6D ■ F; gal Co m Paz . Le:+6.90D MEMBER --- >> -0.04 C' -0.07 6.58 8.25 9.93 11.60 13.27 14.95 16.62 Distance (ft) ■ real Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le:+1.26D 1.56 3.23 4.91 6.58 8.25 9.93 11.60 13.27 14.95 16.62 Distance (ft) ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F;aal Campa3;Le: DO-Iy ■ Finaal Campa.4L : +D+L ■ Fm-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DD ■ F;-1 Cam pa.; Le: LOIy 137/210 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: C6 & A6 CODE REFERENCES RECEIVED Apr 12 2021 Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(6"51) L(M3)D(1.3) L(1.62) D(❑"95) L[1.19) 1)(1,74) L(2"17) 3D D-a L D"25 i Y W21x44 A, W21x44 Span = 1&770 ft Span = 2"80ft f Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft Point Load: D = 0.950, L =1.190 k @ 15.10 ft, (C5) Point Load : D = 1.30, L =1.620 k @ 10.770 ft, (C2) Point Load : D = 6.510, L = 8.130 k @ 8.380 ft, (C3) Load for Span Number 2 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft Point Load : D=1.740, L = 2.170 k @ 2.80 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn ' Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.648 : 1 Maximum Shear Stress Ratio = W21 x44 Section used for this span 115.694 k-ft Vu : Applied 178.633 k-ft Vn . Phi: Allowable +1.20D+1.60L Load Combination 8.385ft Location of maximum on span Span # 1 Span # where maximum occurs 0.079 in Ratio = 2,553>=360 -0.036 in Ratio = 1,841 >=360 0.142 in Ratio = 1418 >=180 -0.066 in Ratio = 1023 >=180 0.102 : 1 W21 x44 22.255 k 217.350 k +1.20D+1.60L 16.770 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 16.77 ft 1 0.283 0.045 50.64 -7.92 50.64 198.48 178.63 1.29 1.00 9.74 217.35 217.35 Dsgn. L = 2.80 ft 2 0.022 0.015 -7.92 7.92 397.50 357.75 1.00 1.00 3.22 217.35 217.35 +1.20D+1.60L Dsgn. L = 16.77 ft 1 0.648 0.102 115.69 -18.08 115.69 198.48 178.63 1.29 1.00 22.26 217.35 217.35 Dsgn. L = 2.80 ft 2 0.051 0.034 -18.08 18.08 397.50 357.75 1.00 1.00 7.35 217.35 217.35 +1.20D+L 1138/210 Dsgn. L = 16.77 ft 1 0.496 0.078 88.59 -13.84 88.59 198.48 178.63 1.29 1.00 17.04 217.35 217.35 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Steel Beam rue. wiwo_riuu000uiy_nuuni_riauwiy.w, ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: C6 & A6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 2.80 ft 2 0.039 0.026 -13.84 13.84 397.50 357.75 1.00 1.00 5.63 217.35 217.35 +1.20D Dsgn. L = 16.77 ft 1 0.243 0.038 43.41 -6.79 43.41 198.48 178.63 1.29 1.00 8.35 217.35 217.35 Dsgn. L = 2.80 ft 2 0.019 0.013 -6.79 6.79 397.50 357.75 1.00 1.00 2.76 217.35 217.35 +0.90D Dsgn. L = 16.77 ft 1 0.182 0.029 32.56 -5.09 32.56 198.48 178.63 1.29 1.00 6.26 217.35 217.35 Dsgn. L = 2.80 ft 2 0.014 0.010 -5.09 5.09 397.50 357.75 1.00 1.00 2.07 217.35 217.35 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1419 8.385 0.0000 0.000 2 0.0000 8.385 +D+L -0.0657 2.800 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0631 8.385 2 -0.0292 2.800 +D+L 1 0.1419 8.385 2 -0.0657 2.800 +D+0.750L 1 0.1222 8.385 2 -0.0566 2.800 +0.60D 1 0.0379 8.385 2 -0.0175 2.800 L Only 1 0.0788 8.385 2 -0.0365 2.800 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 11.597 20.819 Overall MINimum 3.094 5.555 D Only 5.156 9.258 +D+L 11.597 20.819 +D+0.750L 9.987 17.929 +0.60D 3.094 5.555 L Only 6.441 11.561 139/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: D2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi W 12.-4 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.180 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in D(OH�q,6(q_84) W12x14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.670, L = 0.840 k @ 3.090 ft, Post Composite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only Point Load : D = 0.670 k @ 3.090 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.131 : 1 MAX Shear Ratio = Steel section W12x14 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 25 % Load Combination Mu: Applied 12.644 k-ft Mn * Phi: Allow 96.401 k-ft Location of maximum 3.286 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 3.366 k-ft Mn * Phi: Allowable 65.250 k-ft Shear Stud Requirements From Support 1 to 3.29 ft use 4 studs. From 3.29 ft to Support 2 use 4 studs. Maximum Forces & Stresses for Load Combinations 0.071 :1 DEFLECTIONS 5.103 k FINAL Composite 71.40 k Max Downward 0.028 in 0.0 ft Max Upward 0.000 in Defl Ratio 4027 +1.20D+1.60L +D+L Transient Composite Max Downward 0.013 in Max Upward 0.000 in Defl Ratio 8591 L Only NonComposite Max Downward 0.015 in Max Upward 0.000 in Defl Ratio 7436 PreCompDL+PreCompLL 10 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: D2 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 9.48 ft 1 0.052 0.020 Final Composite: +1.40D Span L = 9.48 ft 1 0.071 0.038 Final Composite : +1.20D+1.60L Span L = 9.48 ft 1 0.131 0.071 Final Composite : +1.20D+L Span L = 9.48 ft 1 0.105 0.057 Final Composite : +1.20D Span L = 9.48 ft 1 0.061 0.032 Final Composite : +0.90D Span L = 9.48 ft 1 0.046 0.024 Maximum Deflections for Load Combinations - Unfactored Loads RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Shear Summary Va Vn' Phi 3.37 65.25 1.42 71.40 6.86 96.40 2.68 71.40 12.64 96.40 5.10 71.40 10.10 96.40 4.05 71.40 5.88 96.40 2.30 71.40 4.41 96.40 1.73 71.40 Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 4.803 0.000 0.0153 88.60 Precomposite Upward 0.000 0.000 88.60 NonComposite Removed Downward 4.803 0.000 0.0153 -0.014 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.550 0.014 0.0153 -0.014 0.001 176.74 Final Composite: D Only Upward 0.000 0.000 176.74 Final Composite: +D+L Downward 4.614 0.027 0.0153 -0.014 0.001 176.74 Final Composite: +D+L Upward 0.000 0.000 176.74 Final Composite: +D+0.750L Downward 4.614 0.024 0.0153 -0.014 0.001 176.74 Final Composite: +D+0.750L Upward 0.000 0.000 176.74 Final Composite: +0.60D Downward 4.550 0.008 0.0092 -0.009 0.001 176.74 Final Composite: +0.60D Upward 0.000 0.000 176.74 Final Composite: L Only Downward 4.614 0.013 176.74 Final Composite: L Only Upward 0.000 0.000 176.74 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.669 2.910 Precomposite Loads 1.014 1.014 NonComposite Removed 0.066 0.066 Final Composite: D Only 1.918 1.451 Final Composite: +D+L 3.669 2.910 Final Composite: +D+0.750L 3.231 2.545 Final Composite: +0.60D 1.151 0.871 Final Composite: L Only 1.751 1.459 Steel Section Properties : W12x14 Depth = 11.900 in Ixx = 88.60 in^4 Iyy = 2.360 in"4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 in"2 J = 0.070 in"4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Flange 100.0 11.785 162.486 5 81.60 88.6 339.9 260.3 PNA in Flange 95.0 11.765 154.362 15 177.65 88.6 339.9 259.2 PNA in Flange 90.0 11.744 146.237 14 173.68 88.6 339.9 257.8 PNA in Flange 85.0 11.724 138.113 13 169.70 88.6 339.9 255.8 PNA in Flange 80.0 11.703 129.989 12 165.72 88.6 339.9 253.4 PNA in Flange 75.0 11.683 121.865 12 161.72 88.6 339.9 250.5 PNA in Web 70.0 11.428 113.740 11 155.14 88.6 339.9 246.9 PNA in Web 65.0 11.022 105.616 10 150.91 88.6 339.9 242.7 PNA in Web 60.0 10.616 97.492 9 146.40 88.6 339.9 237.8 PNA in Web 55.0 10.210 89.367 9 141.61 88.6 339.9 232.1 PNA in Web 50.0 9.803 81.243 8 136.55 88.6 339.9 225.5 PNA in Web 45.0 9.397 73.119 7 131.21 88.6 339.9 218.0 PNA in Web 40.0 8.991 64.994 6 125.60 88.6 339.9 209.5 PNA in Web 35.0 8.585 56.870 6 119.71 88.6 339.9 199.9 PNA in Web 30.0 8.179 48.746 5 113.55 88.6 339.9 189.'b41/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: D2 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web Span 1 13 10 6 C 4] E O � 3 MEMBER--- 0.88 1.83 2.78 3.73 4.68 5.62 6.57 7.52 8.47 9.42 Distance (ft) ■ Pie Ca m P-; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�a l Ca m pas; Le:+1.20D+1.66L ■ F;-a l Co m pas; Le:+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca mpos;Le:+6.90D 5.2 2.9 I i U 0.5 MEMBER --- >> v L 6 -4.2 0.88 1.83 2.78 ■P-e Campa3;Le:D+C-LL ■Final CamP-4� :+1.4DD ■ F; .al Campa3;Le:+D.9DD MEMBER---» -0.007 -0.014 v -0.022 -0.029 3.73 4.68 5.62 6.57 7.52 8.47 9.42 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 0.88 1.83 2.78 3.73 4.68 5.62 6.57 7.52 8.47 9.42 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campo ;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 142/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: D3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi W'�•35 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 2.370 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in D(l i{ M.75] D(1,03) D(1s67) [[ii gg77)) ❑ 1.Q3 L t.2S W 18x35 18.920 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=1.670, L = 2.090 k/ft, Extent = 0.0 - > 15.270 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D=1.030, L = 1.290 k/ft, Extent = 15.270 -->> 18.920 ft, Tributary Width =1.0 ft, Post Composite Onl} Point Load : D = 1.40, L =1.750 k @ 15.270 ft, Post Composite Only Uniform Load : D =1.670 k/ft, Extent = 0.0 -->> 15.270 ft, Tributary Width =1.0 ft, Non -Composite Only Uniform Load : D =1.030 k/ft, Extent = 15.270 - > 18.920 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 1.40 k @ 15.270 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.805 : 1 MAX Shear Ratio = 0.321 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 51.133 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward Location of maximum 0.0 ft Max Upward % Composite Action 25 % Load Combination Defl Ratio Mu: Applied 242.535 k-ft +1.20D+1.60L Mn * Phi: Allow 301.426 k-ft Location of maximum 9.460 ft Transient Composite Max Downward Load Combination Max Upward +1.20D+1.60L Defl Ratio Pre -Composite Mu: Applied 107.401 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite 0.537 in 0.000 in 422 +D+L 0.295 in 0.000 in 769 L Only Max Downward 0.338 in Max Upward 0.000 in Defl Ratio 672 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 9.46 ft use 5 studs. From 9.46 ft to Support 2 use 5 studs. 143/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p i.� DESCRIPTION: D3 Maximum Forces & Stresses for Load Combinations File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 18.92 ft 1 0.431 0.142 107.40 249.38 22.64 159.30 Final Composite : +1.40D Span L = 18.92 ft 1 0.356 0.142 107.40 301.43 22.64 159.30 Final Composite : +1.20D+1.60L Span L = 18.92 ft 1 0.805 0.321 242.53 301.43 51.13 159.30 Final Composite : +1.20D+L Span L = 18.92 ft 1 0.617 0.246 186.11 301.43 39.24 159.30 Final Composite : +1.20D Span L = 18.92 ft 1 0.305 0.122 92.06 301.43 19.41 159.30 Final Composite : +0.90D Span L = 18.92 ft 1 0.229 0.091 69.04 301.43 14.56 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 9.586 0.000 0.3378 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.586 0.000 0.3378 -0.331 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.586 0.236 0.3378 -0.331 0.007 716.16 Final Composite: D Only Upward 0.000 0.000 716.16 Final Composite: +D+L Downward 9.586 0.531 0.3378 -0.331 0.007 716.16 Final Composite: +D+L Upward 0.000 0.000 716.16 Final Composite: +D+0.750L Downward 9.586 0.457 0.3378 -0.331 0.007 716.16 Final Composite: +D+0.750L Upward 0.000 0.000 716.16 Final Composite: +0.60D Downward 9.586 0.141 0.2027 -0.199 0.004 716.16 Final Composite: +0.60D Upward 0.000 0.000 716.16 Final Composite: L Only Downward 9.586 0.295 716.16 Final Composite: L Only Upward 0.000 0.000 716.16 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 36.001 33.694 Precomposite Loads 16.174 15.149 NonComposite Removed 0.331 0.331 Final Composite: D Only 16.174 15.149 Final Composite : +D+L 36.001 33.694 Final Composite: +D+0.750L 31.045 29.058 Final Composite : +0.60D 9.704 9.089 Final Composite: L Only 19.827 18.545 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section PrODertles Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 15.8617.5 73.32 510.0 1,387.255. PNA in Web 95.0 15.498 206.688 19 466.40 510.0 1,387.2 1,041.7 PNA in Web 90.0 15.135 195.809 18 459.14 510.0 1,387.2 1,027.1 PNA in Web 85.0 14.773 184.931 17 451.56 510.0 1,387.2 1,011.5 PNA in Web 80.0 14.410 174.053 16 443.65 510.0 1,387.2 994.8 PNA in Web 75.0 14.047 163.175 15 435.41 510.0 1,387.2 976.8 PNA in Web 70.0 13.685 152.296 14 426.84 510.0 1,387.2 957.7 PNA in Web 65.0 13.322 141.418 13 417.94 510.0 1,387.2 937.2 PNA in Web 60.0 12.960 130.540 12 408.71 510.0 1,387.2 915.3 PNA in Web 55.0 12.597 119.661 11 399.16 510.0 1,387.2 892.0 PNA in Web 50.0 12.234 108.783 10 389.27 510.0 1,387.2 867.1 PNA in Web 45.0 11.872 97.905 9 379.06 510.0 1,387.2 840.6 PNA in Web 40.0 11.509 87.026 8 368.52 510.0 1,387.2 812�44/210 PNA in Web 35.0 11.147 76.148 7 357.64 510.0 1,387.2 782. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: D3 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 30.0 10.784 65.270 6 346.45 510.0 1,387.2 PNA in Web 25.0 10.421 54.392 5 334.92 510.0 1,387.2 716.2 Span 1 247 186 124 C d] E O g 62 MEMBER --- >> 1.77 3.66 5.55 ■ P-e Campa3 Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD 52 27 MEMBER --- >> +o a� Ln li 1 -24 -49' 1.77 3.66 5.55 ■P-e Co m P-; Le:D+Coy LL ■F;gal Ca P-4e:+1.d6D ■ F; gal C. pos;Le:+6.90D MEMBER --- >> zz -0.14 -0.27 a� -0,41 -0.55 7.44 9.33 11.23 13.12 15.01 16.90 18.79 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 7.44 9.33 11.23 13.12 15.01 16.90 18.79 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D 1.77 3.66 5.55 7.44 9.33 11.23 13.12 15.01 16.90 18.79 Distance (ft) ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F;�al Campa3;Le: DO-Iy ■ Fm-ICampa3;Le: +D+L ■ Fm-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DD ■ F;-1 Cam pa3; Le: LOIy 145/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: D4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 T Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comaosite Beam Section Data Total Slab Thickness 6.0 in Concrete fc Effective Width 0.50 ft Concrete Density Metal Deck ... Vulcraft, 3 VLI Rib Height Ribs : Parallel Rib Spacing Beam is UNSHORED for Concrete Placement 3.0 ksi Stud Diameter 3/4" in 145.0 pcf Qn : Stud Capacity 11.0 k 3.0 in Top Width 7.250 in 12.0 in Btm Width 4.750 in D(14k(4}}l$4J3-56j D(o W 21 x44 19.7 6 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 0.670, L = 0.840 k @ 10.340 ft, Post Composite Only Point Load : D = 14.840, L=18.560 k @ 7.250 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 0.670 k @ 10.340 ft, Post Composite Only Point Load : D = 14.840 k @ 7.250 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.548 : 1 MAX Shear Ratio = Steel section W21x44 Vu : Applied Composite % Composite Action Mu: Applied Mn * Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Vn * Phi: Allow Location of maximum 100 % Load Combination 235.376 k-ft 429.159 k-ft 7.250 ft +1.20D+1.60L 87.465 k-ft 357.750 k-ft 0.165 :1 DEFLECTIONS 35.848 k FINAL Composite 217.350 k Max Downward 0.226 in 0.0 ft Max Upward 0.000 in Defl Ratio 887 +1.20D+1.60L +D+L Transient Composite Max Downward 0.116 in Max Upward 0.000 in Defl Ratio 1733 L Only NonComposite Max Downward 0.104 in Max Upward 0.000 in Defl Ratio 1926 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 7.25 ft use 7 studs. From 7.25 ft to Support 2 use 7 studs. 146/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p i.� DESCRIPTION: D4 Maximum Forces & Stresses for Load Combinations File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 16.73 ft 1 0.244 0.057 87.46 357.75 12.29 217.35 Final Composite : +1.40D Span L = 16.73 ft 1 0.261 0.081 111.90 429.16 17.69 217.35 Final Composite : +1.20D+1.60L Span L = 16.73 ft 1 0.548 0.165 235.38 429.16 35.85 217.35 Final Composite : +1.20D+L Span L = 16.73 ft 1 0.427 0.129 183.08 429.16 28.09 217.35 Final Composite : +1.20D Span L = 16.73 ft 1 0.224 0.070 95.92 429.16 15.16 217.35 Final Composite : +0.90D Span L = 16.73 ft 1 0.168 0.052 71.94 429.16 11.37 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 8.142 0.000 0.1042 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 8.477 0.000 0.1039 -0.101 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 8.253 0.107 0.1041 -0.101 0.003 1,090.54 Final Composite: D Only Upward 0.000 0.000 1,090.54 Final Composite: +D+L Downward 8.142 0.223 0.1042 -0.101 0.003 1,090.54 Final Composite: +D+L Upward 0.000 0.000 1,090.54 Final Composite: +D+0.750L Downward 8.142 0.194 0.1042 -0.101 0.003 1,090.54 Final Composite: +D+0.750L Upward 0.000 0.000 1,090.54 Final Composite: +0.60D Downward 8.253 0.064 0.0625 -0.061 0.002 1,090.54 Final Composite: +0.60D Upward 0.000 0.000 1,090.54 Final Composite: L Only Downward 8.142 0.116 1,090.54 Final Composite: L Only Upward 0.000 0.000 1,090.54 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 25.564 21.627 Precomposite Loads 8.777 6.799 NonComposite Removed 0.368 0.368 Final Composite: D Only 12.635 10.973 Final Composite : +D+L 25.564 21.627 Final Composite: +D+0.750L 22.332 18.963 Final Composite : +0.60D 7.581 6.584 Final Composite: L Only 12.929 10.653 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in"4 Web Thick = 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area = 13.000 in"2 J = 0.770 in"4 Weight = 44.000 plf Composite Section PrODertles Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 12.003 68.8507 76.84 .5 PNA in Web 95.0 11.905 65.408 6 472.76 843.0 1,310.8 1,083.1 PNA in Web 90.0 11.806 61.965 6 468.65 843.0 1,310.8 1,075.2 PNA in Web 85.0 11.708 58.523 6 464.52 843.0 1,310.8 1,066.8 PNA in Web 80.0 11.609 55.080 6 460.35 843.0 1,310.8 1,058.0 PNA in Web 75.0 11.511 51.638 5 456.16 843.0 1,310.8 1,048.7 PNA in Web 70.0 11.413 48.195 5 451.94 843.0 1,310.8 1,038.9 PNA in Web 65.0 11.314 44.753 5 447.69 843.0 1,310.8 1,028.6 PNA in Web 60.0 11.216 41.310 4 443.41 843.0 1,310.8 1,017.8 PNA in Web 55.0 11.118 37.868 4 439.10 843.0 1,310.8 1,006.4 PNA in Web 50.0 11.019 34.425 4 434.77 843.0 1,310.8 994.6 PNA in Web 45.0 10.921 30.983 3 430.41 843.0 1,310.8 982.1 PNA in Web 40.0 10.823 27.540 3 426.01 843.0 1,310.8 969.t47/210 PNA in Web 35.0 10.724 24.098 3 421.60 843.0 1,310.8 955. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 1 DESCRIPTION: D4 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 30.0 10.626 20.655 2 417.15 843.0 1,310.8 PNA in Web 25.0 10.528 17.213 2 412.67 843.0 1,310.8 926.6 Span 1 240 180 '120 C d] E 0 60 MEMBER --- >> 1.56 3.23 4.91 I P-e Campa3 Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD F; gal Campa3;Le:+D.9DD 37 20 3 MEMBER ---sue +o a� Ln li 1 -14 -31 1.56 3.23 4.91 ■P-e Co m P-; Le:D+Coy LL ■F;gal Ca P-4e:+1.d6D ■ F; gal C. pos;Le:+6.90D MEMBER --- >> -0.06 -0.12 a� -0.17 -0.23 6.58 8.25 9.93 11.60 13.27 14.95 16.62 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 6.58 8.25 9.93 11.60 13.27 14.95 16.62 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D 1.56 3.23 4.91 6.58 8.25 9.93 11.60 13.27 14.95 16.62 Distance (ft) ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F;�al Campa3;Le: DO-Iy ■ Fm-ICampa3;Le: +D+L ■ Fm-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DD ■ F;-1 Cam pa3; Le: LOIy 148/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.i DESCRIPTION: E1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design ma Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi -,• 65 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 2.340 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in - x 1N18x35 � J Applied Loads ward Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=1.150, L = 1.440 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D =1.150 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.538 : 1 MAX Shear Ratio = 0.217 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 34.538 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.352 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 639 Mu: Applied 161.895 k-ft +1.20D+1.60L +D+L Mn * Phi : Allow 300.759 k-ft Location of maximum 9.375 ft Transient Composite Max Downward 0.196 in Load Combination Max U 0 000 p In +1.20D+1.60L Defl Ratio 1150 Pre -Composite L Only Mu: Applied 70.752 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.219 in Max Upward 0.000 in Defl Ratio 1029 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 9.38 ft use 5 studs. From 9.38 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn' Phi Pre Composite : D + Const L 149/210 Span L = 18.75 ft 1 0.284 0.095 70.75 249.38 15.09 159.30 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: E1 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 18.75 ft 1 0.235 0.095 70.75 300.76 15.09 159.30 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.538 0.217 161.89 300.76 34.54 159.30 Final Composite : +1.20D+L Span L = 18.75 ft 1 0.412 0.166 123.93 300.76 26.44 159.30 Final Composite : +1.20D Span L = 18.75 ft 1 0.202 0.081 60.64 300.76 12.94 159.30 Final Composite : +0.90D Span L = 18.75 ft 1 0.151 0.061 45.48 300.76 9.70 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 9.500 0.000 0.2185 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 18.750 0.000 0.0046 -0.005 0.00 NonComposite Removed Upward 18.750 0.000 0.0046 -0.005 0.00 Final Composite: D Only Downward 9.500 0.156 0.2185 -0.219 713.79 Final Composite: D Only Upward 0.000 0.000 713.79 Final Composite: +D+L Downward 9.500 0.352 0.2185 -0.219 713.79 Final Composite: +D+L Upward 0.000 0.000 713.79 Final Composite: +D+0.750L Downward 9.500 0.303 0.2185 -0.219 713.79 Final Composite: +D+0.750L Upward 0.000 0.000 713.79 Final Composite: +0.60D Downward 9.500 0.094 0.1311 -0.131 713.79 Final Composite: +0.60D Upward 0.000 0.000 713.79 Final Composite: L Only Downward 9.500 0.196 713.79 Final Composite: L Only Upward 0.000 0.000 713.79 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 24.281 24.281 Precomposite Loads 10.781 10.781 NonComposite Removed Final Composite: D Only 10.781 10.781 Final Composite : +D+L 24.281 24.281 Final Composite: +D+0.750L 20.906 20.906 Final Composite : +0.60D 6.469 6.469 Final Composite : L Only 13.500 13.500 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 15.76971.60 5 1,050.. PNA in Web 95.0 15.411 204.071 19 464.68 510.0 1,381.3 1,036.8 PNA in Web 90.0 15.053 193.331 18 457.44 510.0 1,381.3 1,022.4 PNA in Web 85.0 14.695 182.590 17 449.89 510.0 1,381.3 1,006.8 PNA in Web 80.0 14.337 171.850 16 442.01 510.0 1,381.3 990.2 PNA in Web 75.0 13.979 161.109 15 433.81 510.0 1,381.3 972.3 PNA in Web 70.0 13.621 150.368 14 425.28 510.0 1,381.3 953.3 PNA in Web 65.0 13.263 139.628 13 416.44 510.0 1,381.3 932.9 PNA in Web 60.0 12.905 128.887 12 407.28 510.0 1,381.3 911.2 PNA in Web 55.0 12.547 118.147 11 397.80 510.0 1,381.3 888.1 PNA in Web 50.0 12.189 107.406 10 388.00 510.0 1,381.3 863.4 PNA in Web 45.0 11.831 96.665 9 377.87 510.0 1,381.3 837.1 PNA in Web 40.0 11.472 85.925 8 367.43 510.0 1,381.3 809.1 PNA in Web 35.0 11.114 75.184 7 356.67 510.0 1,381.3 779.3 PNA in Web 30.0 10.756 64.444 6 345.58 510.0 1,381.3 747.5 PNA in Web 25.0 10.398 53.703 5 334.18 510.0 1,381.3 713.8 Span 1 150/210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Com osite Steel Beam rue. wiwo_rIuu000uiy_nuuni_riauwiy.u,, ' p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 L.L 1MWA DESCRIPTION: E1 165 124 83 C d] E O � 41 MEMBER___" 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.80 16.75 10.63 Distance (ft) ■ Pie Ca m Pa.; Le:L7+C-LL ■ F;-a I Ca m Pa.; le:+1.4D1) ■ F; -aI Ca m Paz; Le:+1.2DD+1.6DL ■ F;-a I Ca m Paz; Le:+1.20D+L ■ F;-1 Cam Pa3;Le:+1.2DD ■ F;a Cam Pa.; Le : +D.9DD 35 18 MEMBER --- s> �o a� t L -18 -35 1.75 3.63 5.50 ■ P-e Ca m Pass Le: D+Ca-ZLL ■F: - I Ca m Pas:le:+1.4DD ■ F:al Campa.:Le:+D.9DD MEMBER---> -0.09 -0.18 a� -0.27 -0.36 1.75 3.63 5.50 P-eaam Pa3mLe ■ Na"Ca MP-4e Remaved F; gal Cam Pa3;Le: +0.6DL7 1 F;-I Ca m Pa.; Le: LOIy 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F:.al CampaZ:Le:+1.2DD+1.6DL ■ F:-al Camp-:La:+1.26D+L F:-al Campa.:Le:+1.2DD 7.38 9.25 11.13 13.00 14.80 16.75 10.63 Distance (ft) ■ F;-1Ca1Pa3;Le: DO-ly ■ F;-ICam Pa3;Le: +L7+L ■ Fm-al Cam Pa3;Le: +D+D.75DL 151 /210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.i DESCRIPTION: E2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi w a.;= Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in x 1N18x35 � J Applied Loads ward Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.910, L = 1.130 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.910 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.435 : 1 MAX Shear Ratio = 0.171 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 27.188 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.299 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 100 % Load Combination Defl Ratio 751 Mu: Applied 127.441 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 293.121 k-ft Location of maximum 9.375 ft Transient Composite Max Downward 0.166 in Load Combination Max U 0 000 p In +1.20D+1.60L Defl Ratio 1356 Pre -Composite L Only Mu: Applied 55.986 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.173 in Max Upward 0.000 in Defl Ratio 1301 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 9.38 ft use 5 studs. From 9.38 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn' Phi Pre Composite : D + Const L 152/210 Span L = 18.75 ft 1 0.225 0.075 55.99 249.38 11.94 159.30 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: E2 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 18.75 ft 1 0.191 0.075 55.99 293.12 11.94 159.30 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.435 0.171 127.44 293.12 27.19 159.30 Final Composite : +1.20D+L Span L = 18.75 ft 1 0.333 0.131 97.65 293.12 20.83 159.30 Final Composite : +1.20D Span L = 18.75 ft 1 0.164 0.064 47.99 293.12 10.24 159.30 Final Composite : +0.90D Span L = 18.75 ft 1 0.123 0.048 35.99 293.12 7.68 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 9.500 0.000 0.1729 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 18.750 0.000 0.0037 -0.004 0.00 NonComposite Removed Upward 18.750 0.000 0.0037 -0.004 0.00 Final Composite: D Only Downward 9.500 0.134 0.1729 -0.173 660.22 Final Composite: D Only Upward 0.000 0.000 660.22 Final Composite: +D+L Downward 9.500 0.299 0.1729 -0.173 660.22 Final Composite: +D+L Upward 0.000 0.000 660.22 Final Composite: +D+0.750L Downward 9.500 0.258 0.1729 -0.173 660.22 Final Composite: +D+0.750L Upward 0.000 0.000 660.22 Final Composite: +0.60D Downward 9.500 0.080 0.1038 -0.104 660.22 Final Composite: +0.60D Upward 0.000 0.000 660.22 Final Composite: L Only Downward 9.500 0.166 660.22 Final Composite: L Only Upward 0.000 0.000 660.22 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 8.531 8.531 NonComposite Removed Final Composite: D Only 8.531 8.531 Final Composite : +D+L 19.125 19.125 Final Composite: +D+0.750L 16.477 16.477 Final Composite : +0.60D 5.119 5.119 Final Composite: L Only 10.594 10.594 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.138 45.9005 325.69 5 PNA in Web 95.0 10.062 43.605 4 323.16 510.0 804.8 654.9 PNA in Web 90.0 9.985 41.310 4 320.62 510.0 804.8 649.4 PNA in Web 85.0 9.909 39.015 4 318.06 510.0 804.8 643.7 PNA in Web 80.0 9.832 36.720 4 315.49 510.0 804.8 637.7 PNA in Web 75.0 9.756 34.425 4 312.90 510.0 804.8 631.6 PNA in Web 70.0 9.679 32.130 3 310.30 510.0 804.8 625.2 PNA in Web 65.0 9.603 29.835 3 307.69 510.0 804.8 618.6 PNA in Web 60.0 9.526 27.540 3 305.05 510.0 804.8 611.7 PNA in Web 55.0 9.450 25.245 3 302.41 510.0 804.8 604.7 PNA in Web 50.0 9.373 22.950 3 299.75 510.0 804.8 597.4 PNA in Web 45.0 9.297 20.655 2 297.07 510.0 804.8 589.8 PNA in Web 40.0 9.220 18.360 2 294.39 510.0 804.8 582.0 PNA in Web 35.0 9.144 16.065 2 291.68 510.0 804.8 573.9 PNA in Web 30.0 9.067 13.770 2 288.96 510.0 804.8 565.6 PNA in Web 25.0 8.991 11.475 2 286.23 510.0 804.8 557.0 Span 1 153/210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Com osite Steel Beam rue. wiwo_rIuu000uiy_nuuni_riauwiy.u,, ' p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 L.LMWA DESCRIPTION: E2 130 97 65 C d] E O � 32 MEMBER___" 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.80 16.75 10.63 Distance (ft) ■ Pie Ca m Pa.; Le:L7+C-LL ■ F; -a I Ca m Pa.; le:+1.40D ■ F; -al Ca m Paz; Le:+1.20D+1.60L ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;-1 Campa3;Le:+1.20D ■ F;a Cam Pa.;Le:+0.90D 28 14 MEMBER --- s> �o a� t L -14 -28' 1.75 3.63 5.50 ■ P-e Ca m Pass Le: D+Ca-ZLL ■F:tea I Ca m Pas:le:+1.40D ■ F:.al Campa.:Le:+0.90D MEMBER---> -0.08 a� -0.23 -0.31 ' 1.75 3.63 5.50 P-eaampa3mLe ■ Na-CaMP-4e Rema-13 F; gal Campa3;Le: +0.60D F ;-al Campa3;Le: LOIy 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F:.al CampaZ:Le:+1.20D+1.60L ■ F:-al Camp-:La:+1.26D+L F:-al Campa.:Le:+1.20D 7.38 9.25 11.13 13.00 14.80 16.75 10.63 Distance (ft) ■ F; - I Ca m Pa.; Le: L70-ly ■ F;-ICampa3;Le: +L7+L ■ Fm-al Campa3;Le: +D+D.75DL 154/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: E3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 T Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comaosite Beam Section Data Total Slab Thickness 6.0 in Concrete fc Effective Width 0.50 ft Concrete Density Metal Deck ... Vulcraft, 3 VLI Rib Height Ribs : Parallel Rib Spacing Beam is UNSHORED for Concrete Placement 3.0 ksi Stud Diameter 3/4" in 145.0 pcf Qn : Stud Capacity 11.0 k 3.0 in Top Width 7.250 in 12.0 in Btm Width 4.750 in ❑(10.78) L(13.48) ❑ v.z t. o,zs >, W 21 x44 A. 11. Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 10.780, L=13.480 k @ 8.290 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.206 : 1 MAX Shear Ratio = Steel section W21x44 Vu : Applied Composite % Composite Action Mu: Applied Mn * Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Shear Stud Requirements Vn * Phi: Allow Location of maximum 100 % Load Combination 88.277 k-ft 429.159 k-ft 8.280 ft +1.20D+1.60L 0.0 k-ft 357.750 k-ft 0.131 :1 DEFLECTIONS 28.553 k FINAL Composite 217.350 k Max Downward 0.038 in 11.50 ft Max Upward 0.000 in Defl Ratio 3646 +1.20D+1.60L +D+L Transient Composite Max Downward 0.021 in Max Upward 0.000 in Defl Ratio 6563 L Only NonComposite Max Downward 0.000 in Max Upward 0.000 in Defl Ratio N/A PreCompDL+PreCompLL From Support 1 to 8.28 ft use 7 studs. From 8.28 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 11.5 ft 1 155/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: E3 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 11.5 ft 1 0.090 0.027 38.61 429.16 5.82 217.35 Final Composite : +1.20D+1.60L Span L = 11.5 ft 1 0.206 0.061 88.28 429.16 13.31 217.35 Final Composite : +1.20D+L Span L = 11.5 ft 1 0.157 0.047 67.58 429.16 10.19 217.35 Final Composite : +1.20D Span L = 11.5 ft 1 0.077 0.023 33.10 429.16 4.99 217.35 Final Composite : +0.90D Span L = 11.5 ft 1 0.058 0.017 24.82 429.16 3.74 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 11.500 0.000 843.00 Precomposite Upward 11.500 0.000 843.00 NonComposite Removed Downward 11.500 0.000 0.00 NonComposite Removed Upward 11.500 0.000 0.00 Final Composite: D Only Downward 6.287 0.017 1,090.54 Final Composite: D Only Upward 0.000 0.000 1,090.54 Final Composite: +D+L Downward 6.287 0.038 1,090.54 Final Composite: +D+L Upward 0.000 0.000 1,090.54 Final Composite: +D+0.750L Downward 6.287 0.033 1,090.54 Final Composite: +D+0.750L Upward 0.000 0.000 1,090.54 Final Composite: +0.60D Downward 6.287 0.010 1,090.54 Final Composite: +0.60D Upward 0.000 0.000 1,090.54 Final Composite: L Only Downward 6.287 0.021 1,090.54 Final Composite: L Only Upward 0.000 0.000 1,090.54 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads NonComposite Removed Final Composite: D Only 4.159 8.921 Final Composite : +D+L 9.359 20.076 Final Composite: +D+0.750L 8.059 17.287 Final Composite : +0.60D 2.495 5.353 Final Composite: L Only 5.200 11.155 Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in^4 I yy = 20.700 in"4 Web Thick = 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area = 13.000 in"2 J = 0.770 in"4 Weight = 44.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 12.003 68.8507 76.84 .5 PNA in Web 95.0 11.905 65.408 6 472.76 843.0 1,310.8 1,083.1 PNA in Web 90.0 11.806 61.965 6 468.65 843.0 1,310.8 1,075.2 PNA in Web 85.0 11.708 58.523 6 464.52 843.0 1,310.8 1,066.8 PNA in Web 80.0 11.609 55.080 6 460.35 843.0 1,310.8 1,058.0 PNA in Web 75.0 11.511 51.638 5 456.16 843.0 1,310.8 1,048.7 PNA in Web 70.0 11.413 48.195 5 451.94 843.0 1,310.8 1,038.9 PNA in Web 65.0 11.314 44.753 5 447.69 843.0 1,310.8 1,028.6 PNA in Web 60.0 11.216 41.310 4 443.41 843.0 1,310.8 1,017.8 PNA in Web 55.0 11.118 37.868 4 439.10 843.0 1,310.8 1,006.4 PNA in Web 50.0 11.019 34.425 4 434.77 843.0 1,310.8 994.6 PNA in Web 45.0 10.921 30.983 3 430.41 843.0 1,310.8 982.1 PNA in Web 40.0 10.823 27.540 3 426.01 843.0 1,310.8 969.1 PNA in Web 35.0 10.724 24.098 3 421.60 843.0 1,310.8 955.6 PNA in Web 30.0 10.626 20.655 2 417.15 843.0 1,310.8 941.4 PNA in Web 25.0 10.528 17.213 2 412.67 843.0 1,310.8 926.6 Span 1 156/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam 1.1 � DESCRIPTION: E3 90 68 45 RECEIVED Apr 12 2021 rue: aouas_rrocessing_Koom_r-raming.eco Software cor)vright ENERCALC, INC. 1983-2020, Build:12.20.8.17 MEMBER --- >> 1.07 2.22 3.37 4.52 5.67 6.82 7.97 9.12 10.27 11.42 Distance (ft) ■ P-e Ca m pa.; Le: L7+Ca-3LL ■ Fi-al Cam Pa3;Le:+1.4DL7 ■ F; -aI Ca m Paz; Le:+1.2DD+1.6DL ■ F; -a I Ca m Paz; Le:+1.20D+L ■ F;-1 Cam Pa3;Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD 14 3 MEMBER---» -8 �o a� t -18 -29' 1.07 2.22 3.37 ■ P-e Ca m Pass Le: D+Ca-ZLL ■F:tea I Ca m Pas: Le:+1.11DD ■ F:al Campa.:Le:+D.9DD MEMBER---» -0.010 -0.019 a� -0.029 -0.039 ' 1.07 2.22 3.37 P-eaam Pa3;Le ■ Na-CaMP-4e Rema-13 F; gal Cam Pa3;Le: +0.6DD F ;-al Campa3;Le: LObe 4.52 5.67 6.82 7.97 9.12 10.27 11.42 Distance (ft) ■ F:.al Camp-:La:+1.2DD+1.6DL ■ F:-al Camp-:La:+1.20D+L ■ F:-al Campa.:Le:+1.2DD 4.52 5.67 6.82 7.97 9.12 10.27 11.42 Distance (ft) ■ F;-1 Cam Pa3;Le: L70.1y ■ F;-ICam Pa3;Le: +L7+L ■ Fm-al Cam Pa3;Le: +D+D.75DL 157/210 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: E3 & E4 CODE REFERENCES RECEIVED Apr 12 2021 rue. Quuua nuwaouiy_nuuni_riauwiymw Software corwright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(3,41) L(4.27) D(3A1) L(4.27) c ❑(0.2) L(Q.25) e D(0.2) L(0.25) W21 x44 W21x44 Span = 11 .50 ft Span = 4.750 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft Point Load : D = 3.410, L = 4.270 k @ 8.290 ft Load for Span Number 2 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft Point Load : D = 3.410, L = 4.270 k @ 4.750 ft, (E2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.165: 1 Maximum Shear Stress Ratio = 0.077 : 1 Section used for this span W21 x44 Section used for this span W21 x44 Mu : Applied 59.109 k-ft Vu : Applied 16.695 k Mn * Phi: Allowable 357.750 k-ft Vn * Phi: Allowable 217.350 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L Location of maximum on span 11.500ft Location of maximum on span 11.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 4,498 >=360 Max Upward Transient Deflection -0.003 in Ratio = 43,267 >=360 Max Downward Total Deflection 0.020 in Ratio = 5633 >=180 Max Upward Total Deflection -0.003 in Ratio = 54222 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 11.50 ft 1 0.072 0.034 0.87 -25.84 25.84 397.50 357.75 1.00 1.00 7.30 217.35 217.35 Dsgn. L = 4.75 ft 2 0.072 0.028 -25.84 25.84 397.50 357.75 1.00 1.00 6.10 217.35 217.35 +1.20D+1.60L Dsgn. L = 11.50 ft 1 0.165 0.077 1.97 -59.11 59.11 397.50 357.75 1.00 1.00 16.69 217.35 217.35 Dsgn. L = 4.75 ft 2 0.165 0.064 -59.11 59.11 397.50 357.75 1.00 1.00 13.96 217.35 217.35 +1.20D+0.50L Dsgn. L = 11.50 ft 1 0.094 0.044 1.13 -33.70 33.70 397.50 357.75 1.00 1.00 9.52 217.35 217.35 Dsgn. L = 4.75 ft 2 0.094 0.037 -33.70 33.70 397.50 357.75 1.00 1.00 7.96 217.35 217.35 +1.20D Dsgn. L = 11.50 ft 1 0.062 0.029 0.74 -22.14 22.14 397.50 357.75 1.00 1.00 6.26 217.35 217.35 Dsgn. L = 4.75 ft 2 0.062 0.024 -22.14 22.14 397.50 357.75 1.00 1.00 5.23 217.35 217.35 +0.90D 158/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 i.0i DESCRIPTION: E3 & E4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 11.50 ft 1 0.046 0.022 0.56 -16.61 16.61 397.50 357.75 1.00 1.00 4.69 217.35 217.35 Dsgn. L = 4.75 ft 2 0.046 0.018 -16.61 16.61 397.50 357.75 1.00 1.00 3.92 217.35 217.35 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 L Only -0.0032 8.694 L Only 2 0.0253 4.750 0.0000 8.694 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 2 0.0202 4.750 1-0.0025 8.694 L Only 2 0.0253 4.750 1-0.0032 8.694 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.118 21.555 Overall MINimum 0.298 5.744 D Only 0.497 9.573 +D+L 1.118 21.555 +D+0.750L 0.962 18.559 +0.60D 0.298 5.744 L Only 0.620 11.982 159/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.i DESCRIPTION: F1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi +: a•as Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.580 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in ❑(0.47) C L(0.59) 4 P [ � n c. W 7 $x35 .a. 4.640 >: Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.470, L = 0.590 k/ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.014 : 1 MAX Shear Ratio = 0.023 : 1 Steel section W18x35 Vu : Applied 3.596 k Vn * Phi: Allow 159.30 k Composite Location of maximum 0.0 ft % Composite Action 100 % Load Combination Mu: Applied 4.171 k-ft +1.20D+1.60L Mn * Phi: Allow 300.314 k-ft Location of maximum 2.320 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 0.1319 k-ft Mn * Phi: Allowable 19.20 k-ft Shear Stud Requirements From Support 1 to 2.32 ft use 5 studs. From 2.32 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Span # M V Bending Summary Mu -Applied MnTr * Phi DEFLECTIONS FINAL Composite Max Downward 0.001 in Max Upward 0.000 in Defl Ratio 94395 +D+L Transient Composite Max Downward 0.000 in Max Upward 0.000 in Defl Ratio 177079 L Only NonComposite Max Downward 0.000 in Max Upward 0.000 in Defl Ratio 2232218 PreCompDL+PreCompLL Shear Summary Va Vn * Phi Pre Composite : D + Const L 160/210 Span L = 4.64 ft 1 0.007 0.001 0.13 19.20 0.11 159.30 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: F1 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 4.64 ft 1 0.006 0.010 1.90 300.31 1.64 159.30 Final Composite : +1.20D+1.60L Span L = 4.64 ft 1 0.014 0.023 4.17 300.31 3.60 159.30 Final Composite : +1.20D+L Span L = 4.64 ft 1 0.011 0.017 3.22 300.31 2.77 159.30 Final Composite : +1.20D Span L = 4.64 ft 1 0.005 0.009 1.63 300.31 1.41 159.30 Final Composite : +0.90D Span L = 4.64 ft 1 0.004 0.007 1.22 300.31 1.05 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 2.351 0.000 0.0000 510.00 Precomposite Upward 4.640 0.000 510.00 NonComposite Removed Downward 2.351 0.000 0.0000 0.00 NonComposite Removed Upward 4.640 0.000 0.00 Final Composite: D Only Downward 2.351 0.000 0.0000 0.000 682.00 Final Composite: D Only Upward 4.640 0.000 682.00 Final Composite: +D+L Downward 2.351 0.001 0.0000 0.000 682.00 Final Composite: +D+L Upward 0.000 0.000 682.00 Final Composite: +D+0.750L Downward 2.351 0.000 0.0000 0.000 682.00 Final Composite: +D+0.750L Upward 0.000 0.000 682.00 Final Composite: +0.60D Downward 2.351 0.000 0.0000 0.000 682.00 Final Composite: +0.60D Upward 4.640 0.000 682.00 Final Composite: L Only Downward 2.351 0.000 682.00 Final Composite: L Only Upward 4.640 0.000 682.00 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 0.081 0.081 NonComposite Removed 0.081 0.081 Final Composite: D Only 1.172 1.172 Final Composite : +D+L 2.540 2.540 Final Composite: +D+0.750L 2.198 2.198 Final Composite : +0.60D 0.703 0.703 Final Composite: L Only 1.369 1.369 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.383 53.2 5 333.68 5 0.0 8 3.5 682.. PNA in Web 95.0 10.294 50.582 5 330.80 510.0 843.5 676.0 PNA in Web 90.0 10.206 47.920 5 327.90 510.0 843.5 669.8 PNA in Web 85.0 10.117 45.257 5 324.98 510.0 843.5 663.3 PNA in Web 80.0 10.028 42.595 4 322.04 510.0 843.5 656.6 PNA in Web 75.0 9.939 39.933 4 319.09 510.0 843.5 649.6 PNA in Web 70.0 9.851 37.271 4 316.11 510.0 843.5 642.4 PNA in Web 65.0 9.762 34.609 4 313.11 510.0 843.5 634.9 PNA in Web 60.0 9.673 31.946 3 310.09 510.0 843.5 627.1 PNA in Web 55.0 9.584 29.284 3 307.06 510.0 843.5 619.0 PNA in Web 50.0 9.496 26.622 3 304.00 510.0 843.5 610.7 PNA in Web 45.0 9.407 23.960 3 300.92 510.0 843.5 602.0 PNA in Web 40.0 9.318 21.298 2 297.83 510.0 843.5 593.1 PNA in Web 35.0 9.230 18.635 2 294.71 510.0 843.5 583.8 PNA in Web 30.0 9.141 15.973 2 291.57 510.0 843.5 574.3 PNA in Web 25.0 9.052 13.311 2 288.42 510.0 843.5 564.4 Span 1 161/210 Project Title: RECEIVED APr 12 2021 Engineer: ° Project ID: Project Descr: Composite Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 Lic. # : KW-06010113 L I BHC Consultants DESCRIPTION: F1 -ft�, mft, �-- - hm-36 01.1 h h. SEL 0.43 0.90 1.36 1.03 2.29 2.75 3.22 3.60 4.15 4.61 Distance (ft) ■ P-e Ca m Pa.; Le:R+Ca-3LL ■ F;-ICam Pa3;Le:+1.4DR ■ F; -aI Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;-1 C-Pa3;Le:+1.2DD ■ F;.aI Cam Pa.;Le:+D.9DD 3.7 1.8 MEMBER---s> �o Ln a� Ln 0.43 0.90 1.36 ■ P-e Ca m Pass Le: D+Ca-ZLL ■F:tea I Ca m Pas: Le:+1.11DD ■ F:a Cam Pas:Le:+D.9DD MEMBER---> -0.00015 -0.00030 a� -0.00045 -0.00060 0.43 0.90 1.36 P-eaamp-4 C ■ Na-CamP-47 Re moved F ;gal Campa3;Le: +0.6DD F ;-al Campa3;Le: LO-Iv 1.83 2.29 2.75 3.22 3.68 4.15 4.61 Distance (ft) ■ F:.al CampaZ:Le:+1.2DD+1.6DL ■ F:-al Camp-:La:+1.26D+L ■ F:-al Campa.:Le:+1.2DD 1.03 2.29 2.75 3.22 3.60 4.15 4.61 Distance (ft) ■ F;-1 Cam Pa3;Le: RO-Iy ■ F;-al Campa3;Le: +R+L ■ F;-aICa1Pa3;Le: +D+D.75DL 162/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: F3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.180 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in D(1.01) L(1.27) D(0.59 L ❑-74 c ❑(O.825 Lfl-03) 4 o v W12x14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.590, L = 0.740 k/ft, Extent = 0.0 - > 4.677 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 1.010, L =1.270 k @ 4.667 ft, Post Composite Only Uniform Load : D = 0.8250, L = 1.030 k/ft, Extent = 4.677 - > 9.437 ft, Tributary Width =1.0 ft, Post Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.383 : 1 MAX Shear Ratio = 0.186 : 1 DEFLECTIONS Steel section W12x14 Vu : Applied 13.262 k FINAL Composite Composite Vn * Phi: Allow 71.40 k Max Downward Location of maximum 9.440 ft Max Upward % Composite Action 25 % Load Combination Defl Ratio Mu: Applied 33.072 k-ft +1.20D+1.60L Mn * Phi: Allow 86.336 k-ft Location of maximum 4.657 ft Transient Composite Max Downward Load Combination Max Upward +1.20D+1.60L Defl Ratio Pre -Composite Mu: Applied 0.2183 k-ft Mn * Phi: Allowable 65.250 k-ft Shear Stud Requirements From Support 1 to 4.66 ft use 3 studs. From 4.66 ft to Support 2 use 3 studs. Maximum Forces & Stresses for Load Combinations NonComposite 0.082 in 0.000 in 1385 +D+L 0.045 in 0.000 in 2522 L Only Max Downward 0.001 in Max Upward 0.000 in Defl Ratio 115127 PreCompDL+PreCompLL 163/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: F3 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 9.44 ft 1 0.003 0.001 Final Composite: +1.40D Span L = 9.44 ft 1 0.169 0.071 Final Composite : +1.20D+1.60L Span L = 9.44 ft 1 0.383 0.162 Final Composite : +1.20D+L Span L = 9.44 ft 1 0.294 0.124 Final Composite : +1.20D Span L = 9.44 ft 1 0.145 0.061 Final Composite : +0.90D Span L = 9.44 ft 1 0.109 0.046 Maximum Deflections for Load Combinations - Unfactored Loads RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Shear Summary Va Vn' Phi 0.22 65.25 0.09 71.40 14.59 86.34 5.10 71.40 33.07 86.34 11.55 71.40 25.36 86.34 8.86 71.40 12.50 86.34 4.37 71.40 9.38 86.34 3.28 71.40 Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 4.783 0.000 0.0010 88.60 Precomposite Upward 0.000 0.000 88.60 NonComposite Removed Downward 4.783 0.000 0.0010 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.783 0.036 0.0010 0.001 152.81 Final Composite: D Only Upward 0.000 0.000 152.81 Final Composite: +D+L Downward 4.783 0.081 0.0010 0.001 152.81 Final Composite: +D+L Upward 0.000 0.000 152.81 Final Composite: +D+0.750L Downward 4.783 0.070 0.0010 0.001 152.81 Final Composite: +D+0.750L Upward 0.000 0.000 152.81 Final Composite: +0.60D Downward 4.783 0.022 0.0006 0.001 152.81 Final Composite: +0.60D Upward 0.000 0.000 152.81 Final Composite: L Only Downward 4.783 0.045 152.81 Final Composite: L Only Upward 0.000 0.000 152.81 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.127 9.335 Precomposite Loads 0.066 0.066 NonComposite Removed 0.066 0.066 Final Composite: D Only 3.644 4.185 Final Composite: +D+L 8.127 9.335 Final Composite: +D+0.750L 7.006 8.047 Final Composite: +0.60D 2.186 2.511 Final Composite: L Only 4.483 5.150 Steel Section Properties : W12x14 Depth = 11.900 in Ixx = 88.60 in^4 Iyy = 2.360 in"4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 in"2 J = 0.070 in"4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 11.157 108.32 10 5. PNA in Web 95.0 10.887 102.908 10 150.03 88.6 331.2 241.1 PNA in Web 90.0 10.616 97.492 9 146.96 88.6 331.2 237.8 PNA in Web 85.0 10.345 92.075 9 143.77 88.6 331.2 234.1 PNA in Web 80.0 10.074 86.659 8 140.45 88.6 331.2 230.0 PNA in Web 75.0 9.803 81.243 8 137.02 88.6 331.2 225.5 PNA in Web 70.0 9.533 75.827 7 133.46 88.6 331.2 220.6 PNA in Web 65.0 9.262 70.411 7 129.78 88.6 331.2 215.3 PNA in Web 60.0 8.991 64.994 6 125.97 88.6 331.2 209.5 PNA in Web 55.0 8.720 59.578 6 122.05 88.6 331.2 203.2 PNA in Web 50.0 8.449 54.162 5 118.00 88.6 331.2 196.4 PNA in Web 45.0 8.179 48.746 5 113.83 88.6 331.2 189.0 PNA in Web 40.0 7.908 43.330 4 109.54 88.6 331.2 181.0 PNA in Web 35.0 7.637 37.913 4 105.12 88.6 331.2 172.3 PNA in Web 30.0 7.366 32.497 3 100.59 88.6 331.2 162.*§64/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 DESCRIPTION: F3 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 25.0 7.095 27.081 3 95.93 88.6 331.2 Span 1 34 25 17 C 4] E O MEMBER--- 0.88 1.83 2.77 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ Pie Ca m P-; Le:D+Coy LL ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campo ;Le:+1.20D+1.66L ■ Feel Compo ;Le :+1.2DD+L ■ F;-al Co Pp ;Le +1.26D ■ F;al Ca m pos; Le:+6.90D 12 5 U MEMBFiR --- >> +o v Ln 4r1 -7 -14 0.88 1.83 2.77 ■ P-e Campa3 Le:D+C-LL ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD MEMBER --- > � -0.021 21 -0.042 v -0.063 -0.083 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 0.88 1.83 2.77 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ P�ecampas�Le ■ No �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Compas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Cam P-; Le: LO�ly 165/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: F4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.180 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in D0 ❑(iID97 a 0.47 223� v a D0.47 L0.58 0(0.23] LL0.281 %, W12x14 A L I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.230, L = 0.290 k/ft, Extent = 0.0 - > 4.677 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 1.010, L =1.270 k @ 4.667 ft, Post Composite Only Uniform Load : D = 0.470, L = 0.590 k/ft, Extent = 4.677 - > 9.437 ft, Tributary Width =1.0 ft, Post Composite Only Uniform Load : D = 0.230 k/ft, Extent = 0.0 -->> 4.677 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 1.010 k @ 4.667 ft, Non -Composite Only Uniform Load : D = 0.470 k/ft, Extent = 4.677 -->> 9.437 ft, Tributary Width =1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.236 : 1 MAX Shear Ratio = 0.111 : 1 DEFLECTIONS Steel section W12x14 Vu : Applied 7.907 k FINAL Composite Composite Vn * Phi: Allow 71.40 k Max Downward Location of maximum 9.440 ft Max Upward % Composite Action 25 % Load Combination Defl Ratio Mu: Applied 20.365 k-ft +1.20D+1.60L Mn * Phi: Allow 86.336 k-ft Location of maximum 4.657 ft Transient Composite Max Downward Load Combination Max Upward +1.20D+1.60L Defl Ratio Pre -Composite Mu: Applied 9.014 k-ft Mn * Phi: Allowable 65.250 k-ft NonComposite 0.049 in 0.000 in 2308 +D+L 0.027 in 0.000 in 4229 L Only Max Downward 0.038 in Max Upward 0.000 in Defl Ratio 3002 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 4.66 ft use 3 studs. From 4.66 ft to Support 2 use 3 studs. 166/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p i.� DESCRIPTION: F4 Maximum Forces & Stresses for Load Combinations File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 9.44 ft 1 0.138 0.038 9.01 65.25 2.73 71.40 Final Composite : +1.40D Span L = 9.44 ft 1 0.104 0.038 9.01 86.34 2.73 71.40 Final Composite : +1.20D+1.60L Span L = 9.44 ft 1 0.236 0.086 20.36 86.34 6.14 71.40 Final Composite : +1.20D+L Span L = 9.44 ft 1 0.181 0.066 15.63 86.34 4.71 71.40 Final Composite : +1.20D Span L = 9.44 ft 1 0.089 0.033 7.73 86.34 2.34 71.40 Final Composite : +0.90D Span L = 9.44 ft 1 0.067 0.025 5.79 86.34 1.76 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 4.846 0.000 0.0377 88.60 Precomposite Upward 0.000 0.000 88.60 NonComposite Removed Downward 4.783 0.000 0.0377 -0.037 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.846 0.021 0.0377 -0.037 0.001 152.81 Final Composite: D Only Upward 0.000 0.000 152.81 Final Composite: +D+L Downward 4.846 0.048 0.0377 -0.037 0.001 152.81 Final Composite: +D+L Upward 0.000 0.000 152.81 Final Composite: +D+0.750L Downward 4.846 0.041 0.0377 -0.037 0.001 152.81 Final Composite: +D+0.750L Upward 0.000 0.000 152.81 Final Composite: +0.60D Downward 4.846 0.013 0.0226 -0.022 0.001 152.81 Final Composite: +0.60D Upward 0.000 0.000 152.81 Final Composite: L Only Downward 4.846 0.027 152.81 Final Composite: L Only Upward 0.000 0.000 152.81 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 1.951 2.504 NonComposite Removed 0.066 0.066 Final Composite: D Only 1.951 2.504 Final Composite : +D+L 4.322 5.568 Final Composite: +D+0.750L 3.729 4.802 Final Composite : +0.60D 1.170 1.503 Final Composite : L Only 2.371 3.063 Steel Section Properties : W12x14 Depth = 11.900 in Ixx = 88.60 in^4 Iyy = 2.360 in"4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 in"2 J = 0.070 in"4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 11.157 108.32 10 5. PNA in Web 95.0 10.887 102.908 10 150.03 88.6 331.2 241.1 PNA in Web 90.0 10.616 97.492 9 146.96 88.6 331.2 237.8 PNA in Web 85.0 10.345 92.075 9 143.77 88.6 331.2 234.1 PNA in Web 80.0 10.074 86.659 8 140.45 88.6 331.2 230.0 PNA in Web 75.0 9.803 81.243 8 137.02 88.6 331.2 225.5 PNA in Web 70.0 9.533 75.827 7 133.46 88.6 331.2 220.6 PNA in Web 65.0 9.262 70.411 7 129.78 88.6 331.2 215.3 PNA in Web 60.0 8.991 64.994 6 125.97 88.6 331.2 209.5 PNA in Web 55.0 8.720 59.578 6 122.05 88.6 331.2 203.2 PNA in Web 50.0 8.449 54.162 5 118.00 88.6 331.2 196.4 PNA in Web 45.0 8.179 48.746 5 113.83 88.6 331.2 189.0 PNA in Web 40.0 7.908 43.330 4 109.54 88.6 331.2 181J067/210 PNA in Web 35.0 7.637 37.913 4 105.12 88.6 331.2 172. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 1 DESCRIPTION: F4 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 30.0 7.366 32.497 3 100.59 88.6 331.2 PNA in Web 25.0 7.095 27.081 3 95.93 88.6 331.2 152.8 Span 1 21 16 ?10 MEMBER --- >>' 0.88 1.83 2.77 I P-e Campa3 Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD F; gal Campa3;Le:+D.9DD 6 r-. MEMBER --- >> -1 +o a� Ln li 1 -4 -8 r 0.88 1.83 2.77 ■P-e Co m P-; Le:D+Coy LL ■F;gal Ca P-4e:+1.d6D ■ F; gal C. pos;Le:+6.90D MEMBER --- >> -0.013 -0.025 a� -0.038 -0.05o 0.88 1.83 2.77 ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F; gal Campa3;Le: +0.6DD ■ F;-1 Ca m pa3; Le: LOIy 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.20D+L ■ F;-al Campa3;Le:+1.2DD 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D 3.71 4.66 5.60 6.55 Distance (ft) ■ F;l Campa3;Le: DO-Iy ■ Fm-ICampa3;Le: +D+L 7.49 8.43 9.38 F;ICampa3;Le: +D+D.75DL 168/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.i DESCRIPTION: F5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Q.WM Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi wi2u Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in ❑.z� D.25 ...�. VV 12x 14 " 7180 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.042 : 1 MAX Shear Ratio = 0.033 : 1 Steel section W12x14 Vu : Applied 2.358 k Vn * Phi: Allow 71.40 k Composite Location of maximum 0.0 ft % Composite Action 100 % Load Combination Mu: Applied 4.232 k-ft +1.20D+1.60L Mn * Phi: Allow 100.432 k-ft Location of maximum 3.590 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 0.1263 k-ft Mn * Phi: Allowable 65.250 k-ft Shear Stud Requirements From Support 1 to 3.59 ft use 5 studs. From 3.59 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Span # M V Bending Summary Mu -Applied MnTr * Phi DEFLECTIONS FINAL Composite Max Downward 0.006 in Max Upward 0.000 in Defl Ratio 14798 +D+L Transient Composite Max Downward 0.003 in Max Upward 0.000 in Defl Ratio 28234 L Only NonComposite Max Downward 0.000 in Max Upward 0.000 in Defl Ratio 261650 PreCompDL+PreCompLL Shear Summary Va Vn * Phi Pre Composite: D + Const L Span L = 7.18 ft 1 0.002 0.001 0.13 65.25 0.07 71.40 169/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: F5 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 7.18 ft 1 0.019 0.015 1.93 100.43 1.08 71.40 Final Composite : +1.20D+1.60L Span L = 7.18 ft 1 0.042 0.033 4.23 100.43 2.36 71.40 Final Composite : +1.20D+L Span L = 7.18 ft 1 0.033 0.025 3.27 100.43 1.82 71.40 Final Composite : +1.20D Span L = 7.18 ft 1 0.016 0.013 1.65 100.43 0.92 71.40 Final Composite : +0.90D Span L = 7.18 ft 1 0.012 0.010 1.24 100.43 0.69 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 3.638 0.000 0.0003 88.60 Precomposite Upward 7.180 0.000 88.60 NonComposite Removed Downward 3.638 0.000 0.0003 0.00 NonComposite Removed Upward 7.180 0.000 0.00 Final Composite: D Only Downward 3.638 0.002 0.0003 0.000 170.73 Final Composite: D Only Upward 0.000 0.000 170.73 Final Composite: +D+L Downward 3.638 0.005 0.0003 0.000 170.73 Final Composite: +D+L Upward 0.000 0.000 170.73 Final Composite: +D+0.750L Downward 3.638 0.005 0.0003 0.000 170.73 Final Composite: +D+0.750L Upward 0.000 0.000 170.73 Final Composite: +0.60D Downward 3.638 0.001 0.0002 0.000 170.73 Final Composite: +0.60D Upward 0.000 0.000 170.73 Final Composite: L Only Downward 3.638 0.003 170.73 Final Composite: L Only Upward 0.000 0.000 170.73 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 0.050 0.050 NonComposite Removed 0.050 0.050 Final Composite: D Only 0.768 0.768 Final Composite : +D+L 1.666 1.666 Final Composite: +D+0.750L 1.441 1.441 Final Composite : +0.60D 0.461 0.461 Final Composite: L Only 0.898 0.898 Steel Section Properties : W12x14 Depth = 11.900 in Ixx = 88.60 in^4 Iyy = 2.360 in"4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 in"2 J = 0.070 in"4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 8.036 45.9005 11.59 88.6 235.5 70.. PNA in Web 95.0 7.922 43.605 4 109.76 88.6 235.5 168.5 PNA in Web 90.0 7.807 41.310 4 107.91 88.6 235.5 166.0 PNA in Web 85.0 7.692 39.015 4 106.03 88.6 235.5 163.5 PNA in Web 80.0 7.577 36.720 4 104.14 88.6 235.5 160.7 PNA in Web 75.0 7.463 34.425 4 102.22 88.6 235.5 157.8 PNA in Web 70.0 7.348 32.130 3 100.28 88.6 235.5 154.7 PNA in Web 65.0 7.233 29.835 3 98.31 88.6 235.5 151.5 PNA in Web 60.0 7.118 27.540 3 96.33 88.6 235.5 148.0 PNA in Web 55.0 7.004 25.245 3 94.32 88.6 235.5 144.3 PNA in Web 50.0 6.889 22.950 3 92.29 88.6 235.5 140.5 PNA in Web 45.0 6.774 20.655 2 90.24 88.6 235.5 136.4 PNA in Web 40.0 6.659 18.360 2 88.17 88.6 235.5 132.1 PNA in Web 35.0 6.545 16.065 2 86.08 88.6 235.5 127.5 PNA in Web 30.0 6.430 13.770 2 83.96 88.6 235.5 122.8 PNA in Web 25.0 6.315 11.475 2 81.82 88.6 235.5 117.7 Span 1 170/210 Project Title: RECEIVED Apr 12 2021 Engineer: ° Project ID: Project Descr: Com osite Steel Beam rue. wiwo_rluu000uiy_nuuni_riauwiy.u,, p ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 L.LMWA DESCRIPTION: F5 4.3 3.2 2.2 C d] O 1.1 MEMBER--- 0.67 1.39 2.11 2.02 3.54 4.26 4.98 5.70 6.41 7.13 Distance (ft) ■ Pie Ca m Pa.; Le:L7+C-LL ■ Fi-al Cam Pa3;le:+1.4DL7 ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;-1 Campa3;Le:+1.2DD ■ F; gal Campa3Le:+D.9DD 2.4 1.2 MEMBER --- s> �o a� t U, -2.4 0.67 1.39 2.11 ■ P-e Ca m Pass Le: D+Ca-ZLL ■F:tea I Ca m Pas: Le:+1.11DD ■ F:al Campa.:Le:+D.9DD MEMBER---> -0.0015 -0.0030 a� -0.0045 -0.0059 0.67 1.39 2.11 P-eaampa3mLe ■ Na-CaMP-4e Rema-13 F; gal Campa3;Le: +0.6DD F ;-al Campa3;Le: LOIy 2.82 3.54 4.26 4.98 5.70 6.41 7.13 Distance (ft) ■ F:.al CampaZ:Le:+1.2DD+1.6DL ■ F:-al Camp-:La:+1.26D+L ■ F:-al Campa.:Le:+1.2DD 2.02 3.54 4.26 4.98 5.70 6.41 7.13 Distance (ft) ■ F;-1 Cam Pa3;Le: L70.1y ■ F;-ICampa3;Le: +L7+L ■ Fm-al Campa3;Le: +D+D.75DL 171 /210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: F6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Q.WM Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi T wrma Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in Dt�g D 0.61 D 1.32 ° D(0.61 L 0.7B D11.32) Ulf 66] W12x14 1 J 9.490 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=1.320, L = 1.660 k/ft, Extent = 0.0 - > 2.677 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.610, L = 0.760 k/ft, Extent = 2.677 -->> 9.490 ft, Tributary Width =1.0 ft, Post Composite Only Point Load : D = 0.720, L = 0.90 k @ 2.670 ft, Post Composite Only Uniform Load : D =1.320 k/ft, Extent = 0.0 -->> 2.677 ft, Tributary Width =1.0 ft, Non -Composite Only Uniform Load : D = 0.610 k/ft, Extent = 2.677 - > 9.490 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 0.720 k @ 2.670 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.406 : 1 MAX Shear Ratio = 0.228 : 1 DEFLECTIONS Steel section W12x14 Vu : Applied 16.249 k FINAL Composite Composite Vn * Phi: Allow 71.40 k Max Downward 0.102 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 1115 Mu: Applied 29.884 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 73.640 k-ft Location of maximum 3.986 ft Transient Composite Max Downward 0.056 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 2028 Pre -Composite L Only Mu: Applied 13.210 k-ft Mn * Phi: Allowable 65.250 k-ft NonComposite Max Downward 0.061 in Max Upward 0.000 in Defl Ratio 1876 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 3.99 ft use 2 studs. From 3.99 ft to Support 2 use 2 studs. 172/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p i.� DESCRIPTION: F6 Maximum Forces & Stresses for Load Combinations File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite : D + Const L Span L = 9.49 ft 1 0.202 0.100 13.21 65.25 7.16 71.40 Final Composite : +1.40D Span L = 9.49 ft 1 0.179 0.100 13.21 73.64 7.16 71.40 Final Composite : +1.20D+1.60L Span L = 9.49 ft 1 0.406 0.228 29.88 73.64 16.25 71.40 Final Composite : +1.20D+L Span L = 9.49 ft 1 0.311 0.174 22.92 73.64 12.46 71.40 Final Composite : +1.20D Span L = 9.49 ft 1 0.154 0.086 11.32 73.64 6.13 71.40 Final Composite : +0.90D Span L = 9.49 ft 1 0.115 0.064 8.49 73.64 4.60 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 4.618 0.000 0.0607 88.60 Precomposite Upward 0.000 0.000 88.60 NonComposite Removed Downward 4.808 0.000 0.0606 -0.060 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.618 0.045 0.0607 -0.060 0.001 117.74 Final Composite: D Only Upward 0.000 0.000 117.74 Final Composite: +D+L Downward 4.618 0.101 0.0607 -0.060 0.001 117.74 Final Composite: +D+L Upward 0.000 0.000 117.74 Final Composite: +D+0.750L Downward 4.618 0.087 0.0607 -0.060 0.001 117.74 Final Composite: +D+0.750L Upward 0.000 0.000 117.74 Final Composite: +0.60D Downward 4.618 0.027 0.0364 -0.036 0.001 117.74 Final Composite: +0.60D Upward 0.000 0.000 117.74 Final Composite: L Only Downward 4.618 0.056 117.74 Final Composite: L Only Upward 0.000 0.000 117.74 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 11.433 7.631 Precomposite Loads 5.111 3.432 NonComposite Removed 0.066 0.066 Final Composite: D Only 5.111 3.432 Final Composite : +D+L 11.433 7.631 Final Composite: +D+0.750L 9.853 6.581 Final Composite : +0.60D 3.067 2.059 Final Composite : L Only 6.322 4.199 Steel Section Properties : W12x14 Depth = 11.900 in Ixx = 88.60 in^4 Iyy = 2.360 in"4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 in"2 J = 0.070 in"4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 8.036 45.9005 11.59 88.6 235.5 70.. PNA in Web 95.0 7.922 43.605 4 109.76 88.6 235.5 168.5 PNA in Web 90.0 7.807 41.310 4 107.91 88.6 235.5 166.0 PNA in Web 85.0 7.692 39.015 4 106.03 88.6 235.5 163.5 PNA in Web 80.0 7.577 36.720 4 104.14 88.6 235.5 160.7 PNA in Web 75.0 7.463 34.425 4 102.22 88.6 235.5 157.8 PNA in Web 70.0 7.348 32.130 3 100.28 88.6 235.5 154.7 PNA in Web 65.0 7.233 29.835 3 98.31 88.6 235.5 151.5 PNA in Web 60.0 7.118 27.540 3 96.33 88.6 235.5 148.0 PNA in Web 55.0 7.004 25.245 3 94.32 88.6 235.5 144.3 PNA in Web 50.0 6.889 22.950 3 92.29 88.6 235.5 140.5 PNA in Web 45.0 6.774 20.655 2 90.24 88.6 235.5 136.4 PNA in Web 40.0 6.659 18.360 2 88.17 88.6 235.5 132.173/210 PNA in Web 35.0 6.545 16.065 2 86.08 88.6 235.5 127. Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.1 1 DESCRIPTION: F6 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 30.0 6.430 13.770 2 83.96 88.6 235.5 PNA in Web 25.0 6.315 11.475 2 81.82 88.6 235.5 117.7 Span 1 30 23 15 MEMBER --- >> 0.89 1.83 2.78 I P-e Campa3 Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD F; gal Campa3;Le:+D.9DD 17 10 3 MEMBER --- >> Ln li 1 -4 -li 0.89 1.83 2.78 ■P-e Co m P-; Le:D+Coy LL ■F;gal Ca P-4e:+1.d6D ■ F; gal C. pos;Le:+6.90D MEMBER --- >> -0.03 -0.05 a� -0.08 -0.10 3.73 4.68 5.63 6.58 7.53 8.48 9.43 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;-al Campo ;Le:+1.28D+L ■ F;-al Campa3;Le:+1.2DD 3.73 4.68 5.63 6.58 7.53 8.48 9.43 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D 0.89 1.83 2.78 3.73 4.68 5.63 6.58 7.53 8.48 9.43 Distance (ft) ■ P-eaamp-4c ■ 'a"Ca MP-4e Remaved ■ F;�al Campa3;Le: DO-Iy ■ Fm-ICampa3;Le: +D+L L Fm-al Campa3;Le: +D+D.75DL ■ F; gal Campa3;Le: +D.6DD ■ F;-1 Cam pa3; Le: LOIy 174/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.i DESCRIPTION: F8 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data :. 20, Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 1.180 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in W12x14 9.440 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=1.180, L = 1.480 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D =1.180 k/ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.673 : 1 MAX Shear Ratio = Steel section W12x14 Vu : Applied Composite Vn * Phi: Allow Location of maximum % Composite Action 25 % Load Combination Mu: Applied 58.111 k-ft Mn * Phi: Allow 86.336 k-ft Location of maximum 4.720 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 0.2183 k-ft Mn * Phi: Allowable 65.250 k-ft Shear Stud Requirements From Support 1 to 4.72 ft use 3 studs. From 4.72 ft to Support 2 use 3 studs. Maximum Forces & Stresses for Load Combinations 0.345 :1 DEFLECTIONS 24.623 k FINAL Composite 71.40 k Max Downward 0.157 in 9.440 ft Max Upward 0.000 in Defl Ratio 719 +1.20D+1.60L +D+L Transient Composite Max Downward 0.060 in Max Upward 0.000 in Defl Ratio 1878 L Only NonComposite Max Downward 0.001 in Max Upward 0.000 in Defl Ratio 115127 PreCompDL+PreCompLL Load Comb & Design Length Pre Composite : D + Const L Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr * Phi Shear Summary Va Vn * Phi 75/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: F8 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Span L = 9.44 ft 1 0.003 0.001 0.22 65.25 0.09 71.40 Final Composite: +1.40D Span L = 9.44 ft 1 0.429 0.220 37.02 86.34 15.69 71.40 Final Composite : +1.20D+1.60L Span L = 9.44 ft 1 0.673 0.345 58.11 86.34 24.62 71.40 Final Composite: +1.20D+L Span L = 9.44 ft 1 0.559 0.286 48.22 86.34 20.43 71.40 Final Composite: +1.20D Span L = 9.44 ft 1 0.368 0.188 31.73 86.34 13.45 71.40 Final Composite: +0.90D Span L = 9.44 It 1 0.276 0.141 23.80 86.34 10.08 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 4.783 0.000 0.0010 88.60 Precomposite Upward 0.000 0.000 88.60 NonComposite Removed Downward 4.783 0.000 0.0010 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.783 0.096 0.0010 0.001 152.81 Final Composite: D Only Upward 0.000 0.000 152.81 Final Composite: +D+L Downward 4.783 0.156 0.0010 0.001 152.81 Final Composite: +D+L Upward 0.000 0.000 152.81 Final Composite: +D+0.750L Downward 4.783 0.141 0.0010 0.001 152.81 Final Composite: +D+0.750L Upward 0.000 0.000 152.81 Final Composite: +0.60D Downward 4.783 0.058 0.0006 0.001 152.81 Final Composite: +0.60D Upward 0.000 0.000 152.81 Final Composite: L Only Downward 4.783 0.060 152.81 Final Composite: L Only Upward 0.000 0.000 152.81 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 0.066 0.066 NonComposite Removed 0.066 0.066 Final Composite: D Only 11.205 11.205 Final Composite: +D+L 18.191 18.191 Final Composite : +D+0.750L 16.444 16.444 Final Composite: +0.60D 6.723 6.723 Final Composite: L Only 6.986 6.986 Steel Section Properties : W12x14 Depth = 11.900 in I xx = 88.60 inA4 1 yy = 2.360 inA4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 inA2 1 = 0.070 inA4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 11.157 108.324 10 152.98 88.6 331.2 PNA in Web 95.0 10.887 102.908 10 150.03 88.6 331.2 241.1 PNA in Web 90.0 10.616 97.492 9 146.96 88.6 331.2 237.8 PNA in Web 85.0 10.345 92.075 9 143.77 88.6 331.2 234.1 PNA in Web 80.0 10.074 86.659 8 140.45 88.6 331.2 230.0 PNA in Web 75.0 9.803 81.243 8 137.02 88.6 331.2 225.5 PNA in Web 70.0 9.533 75.827 7 133.46 88.6 331.2 220.6 PNA in Web 65.0 9.262 70.411 7 129.78 88.6 331.2 215.3 PNA in Web 60.0 8.991 64.994 6 125.97 88.6 331.2 209.5 PNA in Web 55.0 8.720 59.578 6 122.05 88.6 331.2 203.2 PNA in Web 50.0 8.449 54.162 5 118.00 88.6 331.2 196.4 PNA in Web 45.0 8.179 48.746 5 113.83 88.6 331.2 189.0 PNA in Web 40.0 7.908 43.330 4 109.54 88.6 331.2 181.0 PNA in Web 35.0 7.637 37.913 4 105.12 88.6 331.2 172.3 PNA in Web 30.0 7.366 32.497 3 100.59 88.6 331.2 162.9 PNA in Web 25.0 7.095 27.081 3 95.93 88.6 331.2 152.t76/210 Composite Steel Beam KW-06010113 DESCRIPTION: F8 Composite Section Properties Span Number Analysis Plastic N. A. Location Type 59 44 30 C d] E O g 15 MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft RECEIVED Apr 12 2021 INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 0.88 1.83 2.77 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD 25 13 MEMBER---> +o a� L li 1 -13 -25 0.88 1.83 2.77 3.71 4.66 5.60 6.55 7.49 8.43 9.38 Distance (ft) ■ Pie Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campas;Le:+1.20D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co m Paz . Le:+6.90D MEMBER --- >> -0.04 -0.08 a� -0.12 -0.16 0.88 1.83 2.77 P-eaamp-4c ■ Na-CaMP-4e Rema-13 F; gal Campa3;Le: +D.6DD F ;gal Campa3;Le: LOIy 3.71 4.66 5.60 6.55 Distance (ft) ■ F;l Campa3;Le: DO-Iy ■ Fm-al Campa.4L : +D+L 7.49 8.43 9.38 Fm-ICampa.4: +D+D.75DL 177/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: F9 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design E". V am`1050 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi r.e.as Composite Beam Section Data Beam is SHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 2.050 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.750 in Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 fi Point Load : D = 3.430, L = 4.290 k @ 3.178 fi Point Load : D = 5.590, L = 6.980 k @ 8.210 fi Point Load : D = 5.040, L = 6.30 k @ 10.340 fi Point Load : D = 4.120, L = 5.510 k @ 11.710 fi Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 fi Point Load : D = 3.430 k @ 3.178 fl Point Load : D = 5.590 k @ 8.210 fi Point Load : D = 5.040 k @ 10.340 fi Point Load : D = 4.120 k @ 11.710 fi DESIGN SUMMARY MAX Bending Ratio = 0.843 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite % Composite Action Mu: Applied Mn * Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Vn * Phi: Allow Location of maximum 25 % Load Combination 266.619 k-ft 316.383 k-ft 8.250 ft +0.90D 0 k-ft 0 k-ft Service loads entered. Load Factors will be applied for calculations. 0.315 :1 DEFLECTIONS 50.151 k FINAL Composite 159.30 k Max Downward 0.410 in 16.390 ft Max Upward 0.000 in Defl Ratio 479 +0.90D +D+L Transient Composite Max Downward 0.158 in Max Upward 0.000 in Defl Ratio 1244 L Only NonComposite Max Downward 0.001 in Max Upward 0.000 in Defl Ratio 115127 PreCompDL+PreCompLL 178/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 COm osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: F9 Shear Stud Requirements From Support 1 to 8.25 ft use 7 studs. From 8.25 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma Max Mn / Omega Va Vn / Omega Overall Maximums Span L = 16.39 ft 1 0.843 0.286 266.62 316.38 45.52 159.30 +1.40D Span L = 16.39 ft 1 0.536 0.182 169.58 316.38 29.05 159.30 +1.20D+1.60L Span L = 16.39 ft 1 0.843 0.286 266.62 316.38 45.52 159.30 +1.20D+L Span L = 16.39 ft 1 0.699 0.237 221.14 316.38 37.79 159.30 +1.20D Span L = 16.39 ft 1 0.459 0.156 145.35 316.38 24.90 159.30 +0.90D Span L = 16.39 ft 1 0.345 0.117 109.01 316.38 18.67 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Span Deflection Location Moment of Inertia Load Combination in Span Ixx - Used I -Steel I -Trans I per C-13-1 I per C-13-2 D Only Downward 1 0.2523 8.470 763.395 0.000 0.000 0.000 0.000 D Only Upward 1 0.0000 0.000 763.395 0.000 0.000 0.000 0.000 +D+L Downward 1 0.4103 8.470 763.395 0.000 0.000 0.000 0.000 +D+L Upward 1 0.0000 0.000 763.395 0.000 0.000 0.000 0.000 +D+0.750L Downward 1 0.3708 8.470 763.395 0.000 0.000 0.000 0.000 +D+0.750L Upward 1 0.0000 0.000 763.395 0.000 0.000 0.000 0.000 +0.60D Downward 1 0.1514 8.470 763.395 0.000 0.000 0.000 0.000 +0.60D Upward 1 0.0000 0.000 763.395 0.000 0.000 0.000 0.000 L Only Downward 1 0.1580 8.470 763.395 0.000 0.000 0.000 0.000 L Only Upward 1 0.0000 0.000 763.395 0.000 0.000 0.000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 33.637 37.030 D Only 20.748 22.742 +D+L 33.637 37.030 +D+0.750L 30.415 33.458 +0.60D 12.449 13.645 L Only 12.889 14.288 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf COmDOsite Section PrODertles Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Flange 100.0 17.3125 26 5 3.85 5 . PNA in Flange 95.0 17.289 268.171 25 506.69 510.0 1,390.0 1,080.0 PNA in Flange 90.0 17.265 254.057 24 499.51 510.0 1,390.0 1,069.7 PNA in Web 85.0 16.606 239.942 22 485.15 510.0 1,390.0 1,057.9 PNA in Web 80.0 16.136 225.828 21 477.06 510.0 1,390.0 1,044.7 PNA in Web 75.0 15.665 211.714 20 468.42 510.0 1,390.0 1,029.9 PNA in Web 70.0 15.195 197.600 18 459.22 510.0 1,390.0 1,013.3 PNA in Web 65.0 14.725 183.485 17 449.47 510.0 1,390.0 994.9 PNA in Web 60.0 14.254 169.371 16 439.16 510.0 1,390.0 974.6 PNA in Web 55.0 13.784 155.257 15 428.30 510.0 1,390.0 952.1 PNA in Web 50.0 13.313 141.143 13 416.89 510.0 1,390.0 927.4 PNA in Web 45.0 12.843 127.028 12 404.93 510.0 1,390.0 900.2 PNA in Web 40.0 12.372 112.914 11 392.41 510.0 1,390.0 870.4 PNA in Web 35.0 11.902 98.800 9 379.34 510.0 1,390.0 837ft/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 i.0 DESCRIPTION: F9 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA 1n Web 30.0 11.431 84.686 8 365.71 510.0 1,390.0 PNA in Web 25.0 10.961 70.571 7 351.54 510.0 1,390.0 763.4 Span 1 46 22 U MEMBER---» C 41 E O -27 -51 272 204 U 136 +o v Ln 4r1 68 MEMBER --- MEMBER --- > > -0.10 -0.21 v b -0.31 -0.42 1.54 3.19 4.84 6.49 8.14 9.79 11.44 13.09 14.74 16.39 Distance (ft) ■ Qv ,ill Ha ;, m3 ■ +1.4DD ■ +1.2DD+1.6DL ■ +1.2DD+L ■ +1.2DD ■ +D.9DD 1.54 3.19 4.84 6.49 8.14 9.79 11.44 13.09 14.74 16.39 Distance (ft) ■ 0--11 Ha ;; m ■ +1.4D11 ■ +1.2D11+1.6DL ■ +1.2DD+L ■ +1.2DD ■ +D.9DD 1.54 3.19 4.84 6.49 8.14 9.79 11.44 13.09 14.74 16.39 Distance (ft) ■ DO-Iy ■ +D+L ■ +D+D.75DL ■ +D.6DD ■ LO-Iy 180/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam File: Solids -Processing-Room-Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 1.i DESCRIPTION: F10 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comaosite Beam Section Data Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Effective Width 1.190 ft Concrete Density 145.0 pcf Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Ribs : Perpendicular Rib Spacing 12.0 in D(0.61 ) Q0.76) :. 20, Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity 11.0 k Top Width 7.250 in Btm Width 4.750 in S[ IN12x14 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.610, L = 0.760 k/ft, Tributary Width = 1.0 ft, Post Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.256 : 1 MAX Shear Ratio = 0.131 : 1 Steel section W12x14 Vu : Applied 9.333 k Vn * Phi: Allow 71.40 k Composite Location of maximum 0.0 ft % Composite Action 25 % Load Combination Mu: Applied 22.165 k-ft +1.20D+1.60L Mn * Phi: Allow 86.516 k-ft Location of maximum 4.750 ft Load Combination +1.20D+1.60L Pre -Composite Mu: Applied 0.2211 k-ft Mn * Phi: Allowable 65.250 k-ft Shear Stud Requirements From Support 1 to 4.75 ft use 3 studs. From 4.75 ft to Support 2 use 3 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Span # M V Bending Summary Mu -Applied MnTr * Phi DEFLECTIONS FINAL Composite Max Downward 0.058 in Max Upward 0.000 in Defl Ratio 1962 +D+L Transient Composite Max Downward 0.032 in Max Upward 0.000 in Defl Ratio 3600 L Only NonComposite Max Downward 0.001 in Max Upward 0.000 in Defl Ratio 112959 PreCompDL+PreCompLL Shear Summary Va Vn * Phi Pre Composite : D + Const L Span L = 9.5 ft 1 0.003 0.001 0.22 65.25 0.09 71.40 181 /210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com osite Steel Beam p i.0i rue. Quuua_nuwaauiy_nuuni_riauwiy.euu Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: F10 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Final Composite : +1.40D Span L = 9.5 ft 1 0.114 0.058 9.86 86.52 4.15 71.40 Final Composite : +1.20D+1.60L Span L = 9.5 ft 1 0.256 0.131 22.17 86.52 9.33 71.40 Final Composite : +1.20D+L Span L = 9.5 It 1 0.197 0.100 17.02 86.52 7.17 71.40 Final Composite : +1.20D Span L = 9.5 It 1 0.098 0.050 8.45 86.52 3.56 71.40 Final Composite : +0.90D Span L = 9.5 ft 1 0.073 0.037 6.34 86.52 2.67 71.40 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 4.813 0.000 0.0010 88.60 Precomposite Upward 0.000 0.000 88.60 NonComposite Removed Downward 4.813 0.000 0.0010 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 4.813 0.025 0.0010 0.001 153.29 Final Composite: D Only Upward 0.000 0.000 153.29 Final Composite: +D+L Downward 4.813 0.057 0.0010 0.001 153.29 Final Composite: +D+L Upward 0.000 0.000 153.29 Final Composite: +D+0.750L Downward 4.813 0.049 0.0010 0.001 153.29 Final Composite: +D+0.750L Upward 0.000 0.000 153.29 Final Composite: +0.60D Downward 4.813 0.015 0.0006 0.001 153.29 Final Composite: +0.60D Upward 0.000 0.000 153.29 Final Composite: L Only Downward 4.813 0.032 153.29 Final Composite: L Only Upward 0.000 0.000 153.29 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 0.067 0.067 NonComposite Removed 0.067 0.067 Final Composite: D Only 2.964 2.964 Final Composite : +D+L 6.574 6.574 Final Composite: +D+0.750L 5.672 5.672 Final Composite : +0.60D 1.778 1.778 Final Composite: L Only 3.610 3.610 Steel Section Properties : W12x14 Depth = 11.900 in Ixx = 88.60 in^4 Iyy = 2.360 in"4 Web Thick = 0.200 in S xx = 14.90 inA3 S yy = 1.190 inA3 Flange Width = 3.970 in R xx = 4.620 in R yy = 0.753 in Flange Thick = 0.225 in Zx = 17.400 inA3 Zy = 1.900 inA3 Area = 4.160 in"2 J = 0.070 in"4 Weight = 14.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 11.203 109.2 2 10 53.46 5. PNA in Web 95.0 10.930 103.780 10 150.51 88.6 332.2 242.0 PNA in Web 90.0 10.657 98.318 9 147.44 88.6 332.2 238.6 PNA in Web 85.0 10.384 92.856 9 144.23 88.6 332.2 234.9 PNA in Web 80.0 10.111 87.394 8 140.91 88.6 332.2 230.8 PNA in Web 75.0 9.838 81.932 8 137.46 88.6 332.2 226.4 PNA in Web 70.0 9.565 76.469 7 133.89 88.6 332.2 221.5 PNA in Web 65.0 9.292 71.007 7 130.19 88.6 332.2 216.1 PNA in Web 60.0 9.019 65.545 6 126.37 88.6 332.2 210.3 PNA in Web 55.0 8.745 60.083 6 122.42 88.6 332.2 204.0 PNA in Web 50.0 8.472 54.621 5 118.35 88.6 332.2 197.1 PNA in Web 45.0 8.199 49.159 5 114.15 88.6 332.2 189.7 PNA in Web 40.0 7.926 43.697 4 109.83 88.6 332.2 181.6 PNA in Web 35.0 7.653 38.235 4 105.39 88.6 332.2 172.9 PNA in Web 30.0 7.380 32.773 3 100.82 88.6 332.2 163.5 PNA in Web 25.0 7.107 27.311 3 96.13 88.6 332.2 153.3 Span 1 182/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam 1.1 � DESCRIPTION: F10 RECEIVED Apr 12 2021 rue: aouas_rrocessing_Koom_r-raming.eco Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17 23 17 11 C � 6 MEMBER --- >> 0.09 1.04 2.79 3.74 4.69 5.64 6.59 7.54 0.49 9.44 Distance (ft) ■ Pie Ca m Pa.; Le:L7+C-LL ■ F;-ICam Pa3;Le:+1.4DL7 ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.20D+L ■ F;-1 Campa3;Le:+1.2DD ■ F;a Cam Pa.; Le : +D.9DD 10 5 MEMBER --- >> �o a� t _5 -10 ' 0.89 1.84 2.79 ■ P-e Ca m Pass Le: D+Ca-ZLL 0E-:-1Ca1Pa.:L-+1ADD ■ F:al Campa.:Le:+D.9DD MEMBER---» -0,015 -0.030 a� -0.044 -0.059 ' 0.09 1.04 2.79 P-eaampa3;Le ■ Na-CaMP-4e Rema-13 F; gal Campa3;Le: +0.6DD F ;-al Campa3;Le: LOIy 3.74 4.69 5.64 6.59 7.54 8.49 9.44 Distance (ft) ■ F:.al Camp-:La:+1.2DD+1.6DL ■ F:-al Camp-:La:+1.20D+L ■ F:-al Campa.:Le:+1.2DD 3.74 4.69 5.64 6.59 7.54 0.49 9.44 Distance (ft) ■ F;-1 Cam Pa3;Le: L70.1y ■ F;-ICampa3;Le: +L7+L ■ Fm-al Campa3;Le: +D+D.75DL 183/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 os Com ite Steel Beam File: Solids_Processing_Room_Framing.ec6 ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I 0.i DESCRIPTION: F11 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s - Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi w,mms Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in D(1 OR 50,93) D(3J3W BC4.19) D(Z48 dU,6) W 18x35 17.080 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 1.540, L =1.930 k @ 3.178 ft, Post Composite Only Point Load : D = 3.350, L = 4.190 k @ 10.360 ft, Post Composite Only Point Load : D = 2.880, L = 3.60 k @ 16.420 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, Non -Composite Only Point Load : D = 1.540 k @ 3.178 ft, Non -Composite Only Point Load : D = 3.350 k @ 10.360 ft, Non -Composite Only Point Load : D = 2.880 k @ 16.420 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.294 : 1 MAX Shear Ratio = 0.137 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 21.749 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.162 in Location of maximum 17.080 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 1262 Mu: Applied 75.836 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 257.607 k-ft Location of maximum 10.362 ft Transient Composite Max Downward 0.090 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 2271 Pre -Composite L Only Mu: Applied 33.167 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.079 in Max Upward 0.000 in Defl Ratio 2600 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 10.36 ft use 4 studs. (Code Max Spacing of 36 in governs; 184/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Composite Steel Beam p File: Solids_ Processing_Room_Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: F11 Shear Stud Requirements From 10.36 ft to Support 2 use 3 studs. (Code Max Spacing of 36 in governs) Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Pre Composite: D + Const L Span L = 17.08 ft 1 0.133 0.039 33.17 249.38 6.15 159.30 Final Composite : +1.40D Span L = 17.08 ft 1 0.129 0.039 33.17 257.61 6.15 159.30 Final Composite : +1.20D+1.60L Span L = 17.08 ft 1 0.294 0.088 75.84 257.61 14.06 159.30 Final Composite : +1.20D+L Span L = 17.08 ft 1 0.225 0.068 58.06 257.61 10.76 159.30 Final Composite : +1.20D Span L = 17.08 ft 1 0.110 0.033 28.43 257.61 5.27 159.30 Final Composite : +0.90D Span L = 17.08 ft 1 0.083 0.025 21.32 257.61 3.95 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 8.768 0.000 0.0788 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 17.080 0.000 0.0017 -0.002 0.00 NonComposite Removed Upward 17.080 0.000 0.0017 -0.002 0.00 Final Composite: D Only Downward 8.768 0.072 0.0788 -0.079 557.04 Final Composite: D Only Upward 0.000 0.000 557.04 Final Composite: +D+L Downward 8.768 0.162 0.0788 -0.079 557.04 Final Composite: +D+L Upward 0.000 0.000 557.04 Final Composite: +D+0.750L Downward 8.768 0.140 0.0788 -0.079 557.04 Final Composite: +D+0.750L Upward 0.000 0.000 557.04 Final Composite: +0.60D Downward 8.768 0.043 0.0473 -0.047 557.04 Final Composite: +0.60D Upward 0.000 0.000 557.04 Final Composite: L Only Downward 8.768 0.090 557.04 Final Composite: L Only Upward 0.000 0.000 557.04 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 9.884 15.292 Precomposite Loads 4.391 6.795 NonComposite Removed Final Composite: D Only 4.391 6.795 Final Composite : +D+L 9.884 15.292 Final Composite: +D+0.750L 8.511 13.168 Final Composite : +0.60D 2.634 4.077 Final Composite: L Only 5.494 8.496 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in"2 J = 0.506 in"4 Weight = 35.000 plf COmDOSite Section PrODertieS Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 10.138 45.9005 325.69 5 PNA in Web 95.0 10.062 43.605 4 323.16 510.0 804.8 654.9 PNA in Web 90.0 9.985 41.310 4 320.62 510.0 804.8 649.4 PNA in Web 85.0 9.909 39.015 4 318.06 510.0 804.8 643.7 PNA in Web 80.0 9.832 36.720 4 315.49 510.0 804.8 637.7 PNA in Web 75.0 9.756 34.425 4 312.90 510.0 804.8 631.6 PNA in Web 70.0 9.679 32.130 3 310.30 510.0 804.8 625.2 PNA in Web 65.0 9.603 29.835 3 307.69 510.0 804.8 618.6 PNA in Web 60.0 9.526 27.540 3 305.05 510.0 804.8 611.7 PNA in Web 55.0 9.450 25.245 3 302.41 510.0 804.8 604.7 PNA in Web 50.0 9.373 22.950 3 299.75 510.0 804.8 59A85/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Com Steel Beam rue. Quuua_nuwaauiy_nuuni_riauwiy.euu p osite L.L Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I DESCRIPTION: F11 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 4b.0 9.297 20.655 2 297.07 510.0 804.8 PNA in Web 40.0 9.220 18.360 2 294.39 510.0 804.8 582.0 PNA in Web 35.0 9.144 16.065 2 291.68 510.0 804.8 573.9 PNA in Web 30.0 9.067 13.770 2 288.96 510.0 804.8 565.6 PNA in Web 25.0 8.991 11.475 2 286.23 510.0 804.8 557.0 Span 1 77 s8 c 39 C 4] E O � 19 MEMBER--- >):, 1.59 3.30 5.01 ■P, Co m pas. Le: D+Cap LL ■F;gal Campa3;Le:+1.d6D ■ F;.al Co m Paz . Le:+6.90D 14 5 MEMBER--- s > U -4 +o v Ln 4r1 -13 -22 6.72 8.43 10.13 11.84 13.55 15.26 16.97 Distance (ft) ■ F;-1 Co Pp ;Le +1.2011+1.66L ■ Feel Ca P-4e:+1.2DD+L ■ F;-al Campas;Le:+1.26D 1.59 3.30 5.01 6.72 8.43 10.13 11.84 13.55 15.26 16.97 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD ■ F;al Campa3;Le:+D.9DD MEMBER---> -0.04 C -0.08 41 b -0.12 -0.17 1.59 3.30 5.01 6.72 8.43 10.13 11.84 13.55 15.26 16.97 Distance (ft) ■ P�ecampas�Le ■ Na �Campa3�Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Campas;Le: +D+L ■ F;-al Campas;Le: +D+6.756L ■ F;�a l Ca m pos; Le: +6.66D ■ F��al Ca m paz; Le: LO�ly 186/210 Project Title: Engineer: Project ID: Project Descr: Steel Column KW-06010113 DESCRIPTION: C5 (Worst Case Column) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information RECEIVED Apr 12 2021 rue: oougs_rrocessing_Koom_rraming.eco Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Steel Section Name: W12x50 Overall Column Height 26.0 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 50.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,300.0 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 26.0 ft, D = 52.20, L = 65.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2560 : 1 Maximum Load Reactions . . Load Combination +1.20D+1.60L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pu 168.20 k Bottom along Y-Y 0.0 k 0.9 * Pn 657.0 k Mu-x 0.0 k-ft Maximum Load Deflections ... 0.9 * Mn-x : 269.625 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination : Mu-y 0.0 k-ft 0.9 * Mn-y : 79.875 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn * Phi: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Steel Section Properties : W12x50 187/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Steel Column rue. wiwa _r,uueaauiy_nuvni_nauwiy.ew ' Software copyright ENERCAI-C, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: C5 (Worst Case Column) Steel Section Properties : W12x50 Depth = 12.200 in Ixx = 391.00 in^4 J = 1.710inA4 Web Thick = 0.370 in S xx = 64.20 inA3 Cw = 1,880.00 inA6 Flange Width = 8.080 in R xx = 5.180 in Flange Thick = 0.640 in Zx = 71.900 inA3 Area = 14.600 in"2 Iyy = 56.300 in^4 Weight = 50.000 plf S yy = 13.900 inA3 Wno = 23.400 inA2 Kdesign = 1.140 in R yy = 1.960 in Sw = 30.200 inA4 K1 = 0.938 in Zy = 21.300 in^3 Qf = 14.300in^3 its = 2.250 in Qw = 35.400 in"3 Ycg = 0.000 in Sketches 8.D81in 188/210 bhc CONSULTANTS Project MMLlMlVMl Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number IIIII Mill Hill Hill iiiiii Hill PER FEA CHECK, MAX STRESS = 32KSI WITH BASE PLATE THICKNESS OF 0.851 IN III I Mill Mill Mill H ±---ig 189/210 RECEIVED Apr 12 2021 E-7 I ►�� I �-�•� c ■ Anchor DesignerTM Software Version 2.8.7094.4 1I.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 5.000 Anchor category: - Anchor ductility: Yes hmin (inch): 7.25 Cmin (inch): 1.63 Smin (inch): 3.00 Company: Date: 4/6/2021 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4" 0) Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Uncracked Compressive strength, f'e (psi): 4500 We,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 14.20 x 12.12 x 1.00 Yield stress: 36000 psi Profile type/size: W12X50 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 190/210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor Designer TM Software Version 2.8.7094.4 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]:-120000 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 60000 Muz [ft-lb]: 0 <Figure 1> Company: Date: 4/6/2021 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 7 120000 lb t4b Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 191 /210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor Designer TM Software Version 2.8.7094.4 <Figure 2> Company: Date: 4/6/2021 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 192/210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor DesignerT"' Software Version 2.8.7094.4 Company: Date: 4/6/2021 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (lb) Way (lb) 0uax)Z+(Vuay)Z (lb) 1 6524.9 0.0 0.0 0.0 2 6524.9 0.0 0.0 0.0 3 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 Sum 13049.8 0.0 0.0 0.0 Maximum concrete compression strain (%a): 0.85 <Figure 3> Maximum concrete compression stress (psi): 3691 Resultant tension force (lb): 13050 Resultant compression force (lb): 133050 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) 0 ONsa (lb) 19370 0.75 14528 5. Concrete Breakout Strenath of Anchor in Tension (Sec. 17.4.2 Nb = kc;L.l fc Nfl 5 (Eq. 17.4.2.2a) k� A. f� (psi) haf (in) Nb (Ib) 24.0 1.00 4500 5.000 18000 ONcbg =0 (ANc/ANca)Y%c,NY%d,N'Yc,NY%p,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) ANc (In2) AN. (In2) ca,min (In) V'ec,N V'ed,N TcN Wcp,N 435.56 225.00 - 1.000 1.000 1.25 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) ONpn = OY�,^ = OVcP8Ab,gf� (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Tn,P Ab g (in2) f� (psi) 0 ONpn (lb) 1.4 3.53 4500 0.70 124680 ❑1 o2 Y 04 XT 03 Nb (Ib) 0 ONcbg (Ib) 1.000 18000 0.70 30489 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 193/210 RECEIVED Apr 12 2021 E-7 I ►�� I �-�•� c ■ Anchor DesignerT"' Software Version 2.8.7094.4 Company: Date: 4/6/2021 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 6525 14528 0.45 Pass (Governs) Concrete breakout 13050 30489 0.43 Pass Pullout 6525 124680 0.05 Pass PA136 (3/4" fd) with hef = 5.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness: 0.851 inch 12. Warnings - Calculated concrete compression stress exceeds the permissible bearing stress of diameter 0.85f'c per ACI 318 Section 22.8.3.2. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 194/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 ACTIVATED CARBON FILTER SUPPORT RECEIVED Apr 12 2021 195/210 bhc CONSULTANTS Project MMLIMIVMI Date Apr 12 2021 Subject Sheet of Job Number Computed by Checked by Task Number ]—� 1017 t Diwh'.' li`1 0.41�LQs 51, Oq t 4 . a!► V- 196/210 Project Title: Engineer: Project ID: Project Descr: Concrete Beam CODE REFERENCES RECEIVED Apr 12 2021 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc 1/2 = 4.50 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 503.12 psi Shear : 0.750 W Density = 145.0 pcf R 1 = 0.8250 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height =12.0 in Span #1 Reinforcing.... 245 at 6.0 in from Bottom, from 0.0 to 6.0 ft in this span Span #2 Reinforcing.... 245 at 6.0 in from Bottom, from 0.0 to 4.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D = 0.2978, L = 0.3670 k @ 1.50 ft Load for Span Number 2 Point Load : D = 0.2978, L = 0.3670 k @ 4.0 ft, (Pt Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.331 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.006 in Ratio = 17122>=360 Mu: Applied -5.169 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Mn * Phi: Allowable 15.609 k-ft Max Downward Total Deflection 0.013 in Ratio = 7416>=180 Max Upward Total Deflection -0.002 in Ratio = 47794>=180 Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#5 @ d=6", 15.61 15.61 1,728.00 124.12 124.12 Section 2 2- #5 @ d=6", 15.61 15.61 1,728.00 124.12 124.12 Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D 1 0.00 6.00 0.37 0.37 0.00 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.40D 1 0.15 6.00 0.34 0.34 0.05 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.897/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Concrete Beam File: dryer_support.ec6 ` Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I 1.i 1 Detailed Shear Information Load Combination Span Number Distance (ft) V (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Phi*Vn (k) Spacing (in) Req'd Suggest +1.20D+1.60L 1 0.29 6.00 0.32 0.32 0.10 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 0.44 6.00 0.29 0.29 0.15 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 0.59 6.00 0.27 0.27 0.19 0.71 7.71 Vu < PhiVc/2 lot Reqd 9.6. 7.7 0.0 0.0 +1.20D+1.60L 1 0.73 6.00 0.24 0.24 0.22 0.54 7.51 Vu < PhiVc/2 lot Reqd 9.6. 7.5 0.0 0.0 +1.20D+1.60L 1 0.88 6.00 0.22 0.22 0.26 0.42 7.37 Vu < PhiVc/2 lot Reqd 9.6. 7.4 0.0 0.0 +1.20D+1.60L 1 1.03 6.00 0.19 0.19 0.29 0.33 7.27 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 1 1.18 6.00 0.16 0.16 0.31 0.26 7.19 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 1 1.32 6.00 0.14 0.14 0.34 0.21 7.12 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 1.47 6.00 0.11 0.11 0.35 0.16 7.07 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 1.62 6.00 -0.86 0.86 0.26 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 1.76 6.00 -0.88 0.88 0.13 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 1.91 6.00 -0.91 0.91 0.00 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 2.06 6.00 -0.93 0.93 0.14 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 2.20 6.00 -0.96 0.96 0.27 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 2.35 6.00 -0.98 0.98 0.42 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 1 2.50 6.00 -1.01 1.01 0.56 0.90 7.92 Vu < PhiVc/2 lot Reqd 9.6. 7.9 0.0 0.0 +1.20D+1.60L 1 2.64 6.00 -1.04 1.04 0.71 0.72 7.73 Vu < PhiVc/2 lot Reqd 9.6. 7.7 0.0 0.0 +1.20D+1.60L 1 2.79 6.00 -1.06 1.06 0.87 0.61 7.59 Vu < PhiVc/2 lot Reqd 9.6. 7.6 0.0 0.0 +1.20D+1.60L 1 2.94 6.00 -1.09 1.09 1.03 0.53 7.50 Vu < PhiVc/2 lot Reqd 9.6. 7.5 0.0 0.0 +1.20D+1.60L 1 3.09 6.00 -1.11 1.11 1.19 0.47 7.43 Vu < PhiVc/2 lot Reqd 9.6. 7.4 0.0 0.0 +1.20D+1.60L 1 3.23 6.00 -1.14 1.14 1.35 0.42 7.37 Vu < PhiVc/2 lot Reqd 9.6. 7.4 0.0 0.0 +1.20D+1.60L 1 3.38 6.00 -1.16 1.16 1.52 0.38 7.33 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 1 3.53 6.00 -1.19 1.19 1.70 0.35 7.29 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 1 3.67 6.00 -1.21 1.21 1.87 0.32 7.26 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 1 3.82 6.00 -1.24 1.24 2.05 0.30 7.23 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 1 3.97 6.00 -1.27 1.27 2.24 0.28 7.21 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 1 4.11 6.00 -1.29 1.29 2.42 0.27 7.19 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 1 4.26 6.00 -1.32 1.32 2.62 0.25 7.18 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 1 4.41 6.00 -1.34 1.34 2.81 0.24 7.16 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 1 4.56 6.00 -1.37 1.37 3.01 0.23 7.15 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 4.70 6.00 -1.39 1.39 3.21 0.22 7.13 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 4.85 6.00 -1.42 1.42 3.42 0.21 7.12 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.00 6.00 -1.45 1.45 3.63 0.20 7.11 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.14 6.00 -1.47 1.47 3.85 0.19 7.10 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.29 6.00 -1.50 1.50 4.06 0.18 7.10 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.44 6.00 -1.52 1.52 4.28 0.18 7.09 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.58 6.00 -1.55 1.55 4.51 0.17 7.08 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.73 6.00 -1.57 1.57 4.74 0.17 7.08 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 1 5.88 6.00 -1.60 1.60 4.97 0.16 7.07 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.02 6.00 1.64 1.64 5.14 0.16 7.07 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.11 6.00 1.62 1.62 4.98 0.16 7.07 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.21 6.00 1.60 1.60 4.83 0.17 7.08 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.31 6.00 1.59 1.59 4.67 0.17 7.08 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.41 6.00 1.57 1.57 4.51 0.17 7.08 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.51 6.00 1.55 1.55 4.36 0.18 7.09 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.60 6.00 1.54 1.54 4.21 0.18 7.09 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.70 6.00 1.52 1.52 4.06 0.19 7.10 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.80 6.00 1.50 1.50 3.91 0.19 7.11 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 6.90 6.00 1.48 1.48 3.77 0.20 7.11 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 7.00 6.00 1.47 1.47 3.62 0.20 7.12 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 7.09 6.00 1.45 1.45 3.48 0.21 7.12 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 7.19 6.00 1.43 1.43 3.34 0.21 7.13 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 7.29 6.00 1.42 1.42 3.20 0.22 7.14 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.0 +1.20D+1.60L 2 7.39 6.00 1.40 1.40 3.06 0.23 7.15 Vu < PhiVc/2 lot Reqd 9.6. 7.1 0.0 0.098/210 Project Title: Engineer: Project ID: Project Descr: RECEIVED Apr 12 2021 Concrete Beam ru7. wyc uildl2un.cw Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 Detailed Shear Information Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L 2 7.49 6.00 1.38 1.38 2.92 0.24 7.16 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 7.58 6.00 1.37 1.37 2.79 0.24 7.17 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 7.68 6.00 1.35 1.35 2.66 0.25 7.18 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 7.78 6.00 1.33 1.33 2.53 0.26 7.19 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 7.88 6.00 1.31 1.31 2.40 0.27 7.20 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 7.98 6.00 1.30 1.30 2.27 0.29 7.21 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 8.07 6.00 1.28 1.28 2.14 0.30 7.23 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 8.17 6.00 1.26 1.26 2.02 0.31 7.25 Vu < PhiVc/2 lot Reqd 9.6. 7.2 0.0 0.0 +1.20D+1.60L 2 8.27 6.00 1.25 1.25 1.89 0.33 7.26 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 2 8.37 6.00 1.23 1.23 1.77 0.35 7.29 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 2 8.47 6.00 1.21 1.21 1.65 0.37 7.31 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 2 8.56 6.00 1.19 1.19 1.54 0.39 7.33 Vu < PhiVc/2 lot Reqd 9.6. 7.3 0.0 0.0 +1.20D+1.60L 2 8.66 6.00 1.18 1.18 1.42 0.41 7.36 Vu < PhiVc/2 lot Reqd 9.6. 7.4 0.0 0.0 +1.20D+1.60L 2 8.76 6.00 1.16 1.16 1.31 0.44 7.40 Vu < PhiVc/2 lot Reqd 9.6. 7.4 0.0 0.0 +1.20D+1.60L 2 8.86 6.00 1.14 1.14 1.19 0.48 7.44 Vu < PhiVc/2 lot Reqd 9.6. 7.4 0.0 0.0 +1.20D+1.60L 2 8.96 6.00 1.13 1.13 1.08 0.52 7.49 Vu < PhiVc/2 lot Reqd 9.6. 7.5 0.0 0.0 +1.20D+1.60L 2 9.05 6.00 1.11 1.11 0.97 0.57 7.55 Vu < PhiVc/2 lot Reqd 9.6. 7.5 0.0 0.0 +1.20D+1.60L 2 9.15 6.00 1.09 1.09 0.86 0.63 7.62 Vu < PhiVc/2 lot Reqd 9.6. 7.6 0.0 0.0 +1.20D+1.60L 2 9.25 6.00 1.08 1.08 0.76 0.71 7.71 Vu < PhiVc/2 lot Reqd 9.6. 7.7 0.0 0.0 +1.20D+1.60L 2 9.35 6.00 1.06 1.06 0.65 0.81 7.82 Vu < PhiVc/2 lot Reqd 9.6. 7.8 0.0 0.0 +1.20D+1.60L 2 9.44 6.00 1.04 1.04 0.55 0.95 7.98 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 2 9.54 6.00 1.02 1.02 0.45 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 2 9.64 6.00 1.01 1.01 0.35 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 2 9.74 6.00 0.99 0.99 0.25 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 2 9.84 6.00 0.97 0.97 0.16 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 +1.20D+1.60L 2 9.93 6.00 0.96 0.96 0.06 1.00 8.05 Vu < PhiVc/2 lot Reqd 9.6. 8.0 0.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 -5.13 15.61 0.33 Span # 2 2 4.000 -5.17 15.61 0.33 +1.40D Span # 1 1 6.000 -3.26 15.61 0.21 Span # 2 2 4.000 -3.29 15.61 0.21 +1.20D+1.60L Span # 1 1 6.000 -5.13 15.61 0.33 Span # 2 2 4.000 -5.17 15.61 0.33 +1.20D+L Span # 1 1 6.000 -4.25 15.61 0.27 Span # 2 2 4.000 -4.29 15.61 0.27 +1.20D Span # 1 1 6.000 -2.79 15.61 0.18 Span # 2 2 4.000 -2.82 15.61 0.18 +0.90D Span # 1 1 6.000 -2.10 15.61 0.13 Span # 2 2 4.000 -2.12 15.61 0.14 199/210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor DesignerT"' Software Version 2.8.7094.2 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: A193 Grade B6 (410SS) Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 4.125 Anchor category: - Anchor ductility: Yes hmin (inch): 5.63 Cmin (inch): 4.50 Smin (inch): 4.50 Company: Date: 3/4/2021 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Chanel supporting crane rail Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, fc (psi): 4500 4jo,v: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: Yes Ignore 6do requirement: No Build-up grout pad: No Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4" C Heavy Hex Bolt, A193 Gr. B6 (410SS) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 200/210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor Designer TM Software Version 2.8.7094.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0E Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Do factor: 2.0 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Company: Date: 3/4/2021 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Service level loads: D E Strength level loads Na [lb]: -5987 1230 -2928 Vax [lb]: 0 -4433 -8866 Vay [lb]: 0 0 0 <Figure 1> 8866 Ib�� X Z 2928 lb ,I 0 lb Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 201/210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor Designer TM Software Version 2.8.7094.2 <Figure 2> Company: Date: 3/4/2021 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 202/210 RECEIVED Apr 12 2021 E-7 I ►�� I �-�•� c ■ Anchor DesignerT"' Software Version 2.8.7094.2 Company: Date: 3/4/2021 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (Ib) Way (lb) 0Uax)2+(Vuay)2 (lb) 1 0.0-8866.0 0.0 8866.0 Sum M -8866.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vs (Ib) Ogrout 0 Og—OV- (Ib) 22045 1.0 0.65 14329 8866.0 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) OVcp = Okc^b = Okcp(ANcIANco)V'ed,NYc,NYcp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1a) kcp Aft (In2) ANco (In2) �'ed,N V'c,N Tcp,N Nb (I b) 0 OVcp (Ib) 2.0 148.54 153.14 0.991 1.000 1.000 13488 0.70 18149 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Via (lb) Design Strength, oW (lb) Ratio Status Steel 8866 14329 0.62 Pass (Governs) Pryout 8866 18149 0.49 Pass 314" 0 Heavy Hex Bolt, A193 Gr. B6 (410SS) with hef = 4.125 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 203/210 RECEIVED Apr 12 2021 E-71►��I�-z��►■ Anchor Designer TM Software Version 2.8.7094.2 Company: Date: 3/4/2021 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 204/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 DRYER PLATFORM DESIGN RECEIVED Apr 12 2021 205/210 bhc CONSULTANTS r ie<< Airlt,Uo �,aM�►�`-i J? r,.4R?.a� fare 2 /�. �Z� Subject D{� K� Sheet14 YN/W Computed by 'A, \ j Job Number lO7 Checked by � 510 Task Number Qi W-4 ae - 4*%* WIT . V% IL a�LYf,,2 rvL.� w : 44 IL �0{* Z Gone t2 .caz' GS 10.321 spy . e \ 0. &q4 o.041 y ; 0.041 -44 �- - 1.25 r 1t,0.15 - .1. (03 ff' . `�/ (L J� .c Z q0I_ Z g.��x �.o2�,tt = IpZ,I f�' RECEIVED Apr 12 2021 bhcconsultants.com bhc CONSULTANTS Project > V)�{ I�flJ�i� �i+'MoNI S Y" Subject J�LNjf, fAfFORJA Computed by J&D,& Checked by WA UPr-r /, - v '}Nib COM Date ;L . 5. 7-24' Sheet of Job Number Zp_ 1 -71;70 Task Number 0-17 -± GD M --- Za.4s�� Cl9M�9lN _�N( ?2,.e i i sIf i 0Pr1K*a i S�i -o • �LM�I Z 'L .O � •��o �/ = Ali . � � �L . RECEIVED I Apr 12 2021 OF au OF, &JA%9M*4f w SPad ► k- 207/210 bhc CONSULTANTS 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 p. 206.505.3400 f. 206.505.3406 RETAINING WALL AT BIOAIR CONTROL SYSTEM SLAB RECEIVED Apr 12 2021 208/210 Project Date Apr 12 2021 bhc oeP.n.Me.r Subject Sheet of CONSULTANTS Computed by Job Number Checked by Task Number Cantilevered RetainingWall ro u'-r'�y°""'y9 ",Buil "'y�cyv Software coovrioht ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 DESCRIPTION: 5' high wall Criteria Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Desi n Summary Wall Stability Ratios Overturning = 2.43 OK Sliding = 1.89 OK Total Bearing Load = 1,855 Ibs ...resultant ecc. = 6.32 in Soil Pressure @ Toe = 944 psf OK Soil Pressure @ Heel = 69 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable AC Factored @ Toe = 1,133 psf AC I Factored @ Heel = 83 psf Footing Shear @ Toe = 2.1 psi OK Footing Shear @ Heel = 14.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 702.5 Ibs less 100% Passive Force = - 583.5 Ibs less 100% Friction Force = - 749.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 30.0 plf ... H eight to Top = 4.75 ft ... Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Hf' Thickness Rebar Size Rebar S pacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment... Actual Moment.... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK fl = 4.00 = Concrete in= 8.00 # 4 in= 18.00 = C enter = 0.00s Ibs = 50.5 ft-I = 17.8 ft-I = 2,341.0 psi= 1.1 psi = 94.9 PSI = 100.0 in= 4.00 in= 14.80 in= 8.40 in= 8.40 psi = 4,000.0 psi = 209/210 Project Date bhc Subject Sheet of CONSULTANTS Computed by Job Number Checked by Task Number Cantilevered Retainin Wall r" "NERCAL°'""y-xuV r'°"""y 9 Softwarecoovriaht ENERCALC. INC. 1983-2020. BuiId:12.20.8.17 DESCRIPTION: 5' high wall Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.66 Factored Pressure = 1,133 83 psf Total Footing Width = 3.66 Mu' : Upward = 0 0 ft-lb Footing Thickness = 12.00 in Mu' : Downward = 0 0 ft-lb Mu: Design = 18 18 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 2.10 14.69 psi Key Depth = .00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2 2.00 ft Toe Reinforcing = # 5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, M u < S Fr Heel: Not req'd, M u < S ' Fr Key: Not req'd, M u < S * Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,096.3 2.66 2,919.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 142.5 3.38 480.9 * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 Surcharge Over Toe = Stem Weights) = 100.0 1.33 133.3 Earth @ Stem Transitions = Total = 702.5 O.T.M. = 1,694.3 Footing Weight = 549.0 1.83 1,004.7 Resisting/Overturning Ratio = 2.43 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 1,855.3 Ibs Vert. Component = Total = 1,855.3 Ibs R.M. = 4,112.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. RECEIVED Apr 12 2021 210/210