8-4-CS27017-Stage I-27013810-Structural Calcs PH2.pdf
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- Solicitation number
- CS27017-Stage 1
- Issued by
- Utah
About this file
This is a structural calculations document prepared for the WSU Student Service Center Remodel Phase II project, a selective remodeling and MEP upgrade to a hybrid VRF system at Weber State University in Utah under the Division of Facilities Construction and Management (DFCM). The document includes seismic design criteria and calculations prepared in accordance with IBC 2024 and ASCE/SEI 7-22 standards. The project site is located at latitude 41.192801, longitude -111.945834 in Utah, with an elevation of 4,642 feet (NAVD 88). The structure is designated Risk Category III with Seismic Design Category D, characterized by site class default soils with spectral response acceleration values including SDS of 1.02g and SD1 of 0.74g. The calculations document anchor specifications and shear load verifications for KWIK HUS-EZ carbon steel anchors, 1/2-inch diameter with 3-inch nominal embedment depth per ICC-ES ESR-3027, installed via hammer drill bit methodology into 3,000 psi cracked concrete. Two separate anchor design scenarios are evaluated, with shear loads of 220 pounds and 608 pounds respectively, both meeting design criteria with utilization ratios of 26 percent and 71 percent.
The structural calculations incorporate steel beam design analysis for an existing W10x15 steel beam with span of 21 feet, designed per AISC 360-22 standards with 50 ksi yield strength steel and full lateral bracing. Service loads include dead load of 0.080 k/ft and live load of 0.320 k/ft applied with a tributary width of 1.0 foot, resulting in maximum bending stress ratios of 0.573 and maximum shear stress ratios of 0.095, both indicating adequate capacity. The documentation notes that the existing beam connection was previously designed in 2020 for floor loads of approximately 14.5 kips unfactored, deemed acceptable for the intended remodeling use. The construction cost estimate for the overall project Phase II is $5,400,000.00. All calculations emphasize the requirement for input data and results to be verified by qualified professionals for conformity with existing conditions and applicable building codes prior to construction implementation.
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prepared by
Structural Calculations
WSU Student Service Center Remodel Phase II
26906
September 25, 2026
For
STRUCTURAL CALCULATIONS
FOR
WSU Student Service Center Remodel Phase II
Client: GSBS Architects
26906
IBC 2024
III
D 1.25
1.02 0.74
Default
Project Number:
GOVERNING CODE:
DESIGN CRITERIA
GENERAL: Risk Category =
SEISMIC: Seismic Design Category =
IE =
SDS = SD1 =
SOILS: Site Class:
ASCE Hazards Report Address:
No Address at This Location
Standard: ASCE/SEI 7-22 Latitude: 41.192801
Risk Category: III Longitude: -111.945834
Soil Class: Default Elevation: 4642.080620757861 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/ Mon Aug 17 2026 https://protect.checkpoint.com/v2/r01/___https://ascehazardtool.org/___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6MTAyODpiNjZlNzcxYmJkNmY1YzNkOTUzYWUxNDU4YWJkYmJjYzk3Y2MwNGFiOGNkYzAxNjhjYjA4YjE2YjdhYWRkYzJiOnA6VDpG
PGA M : 0.65
SMS : 1.53
SM1 : 1.11
SDS : 1.02
SD1 : 0.74
TL : 8
SS : 1.44
S1 : 0.53
VS30 : 260
Seismic Design Category: D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/ Mon Aug 17 2026 https://protect.checkpoint.com/v2/r01/___https://ascehazardtool.org/___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6MGE0NzpmMWY5NmZkM2Y4MDM1ZWExZDE3MmJmYjk2Njg2YTE0NTlmZDlkMmY5NGJhMWM4MTg3MTMxNDcwZDgwNjk2Y2UyOnA6VDpG
Data Accessed: Mon Aug 17 2026
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
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The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.
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Hilti PROFIS Engineering 3.1.35
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/2 (3)
Item number: 418072 KH-EZ 1/2"x3 1/2"
Specification text: HILTI Æ 1/2 IN KWIK HUS-EZ (KH-EZ)
(CARBON STEEL) WITH 3 IN NOMINAL
EMBEDMENT DEPTH PER ICC-ES ESR-3027
, HAMMER DRILL BIT INSTALLATION PER
MPII
Effective embedment depth: hef,act = 2.160 in., hnom = 3.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 3/1/2026 | 12/1/2027
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.
Anchor plateR : lx x ly x t = 4.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 420.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6Yzg0YTo0ZjcyODEzMWI1MjU3MDNhYjY4ZDI2ODk3YTNiYzJjZmIwMDkwZmM3NjlmZTg5NmMzMmQ4MWIwY2FkNWE3NjZlOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
Geometry [in.] & Loading [lb, in.lb] https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6ODNhYTpmNzRhOTRlZmM2MWMxNzQxNmRiNDk3MGE1OGRhZWMyOWMyYmMyZDgyMTZlNjQ2OWYwNjBhYzVkMzkyMDYyZjgzOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 220; Vy = 0;
Mx = 0; My = 0; Mz = 0;
no 26
1 x y2 Load case/Resulting anchor forces
Anchor reactions [lb] Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 0 220 220 0
Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(-/-): 0 [lb] Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Failure** N/A N/A N/A N/A
* highest loaded anchor **anchor group (anchors in tension) https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6ZjcyNjpmMDY2NzllZmNiZWYzZDRmNTU5ZWE4NWU4Y2UwMDI1NzRmMzgwNzg0NWFkZTRhZGZiZTlkOTNmYmNiYWI1Yzc1OnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
4 Shear load
Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 220 5,547 4 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 220 1,131 20 OK
Concrete edge failure in direction x+** 220 863 26 OK
* highest loaded anchor **anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-3027 f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2] futa [psi]
0.16 112,540
Calculations
Vsa [lb] 9,245
Results
Vsa [lb] f steel f Vsa [lb] Vua [lb] 9,245 0.600 5,547 220 https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6YmRkOTpkNzE0NWUyNmQyY2EyM2ZhYWJhYmM0YmNkODM1NDYzZGQ0OTNmNmQ3MDRlNTE2NmM1YmQxZTlkYzRhYTMxYWIxOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
4.2 Pryout Strength
Vcp = kcp [(ANc ANc0
) y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac
1.5hef cac ) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'c h 1.5 ef ACI 318-19 Eq. (17.6.2.2.1)
Variables kcp hef [in.] ca,min [in.] y c,N
1 2.160 2.000 1.000 cac [in.] kc l a f'c [psi]
3.750 17 1.000 3,000
Calculations
ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]
25.92 41.99 0.885 1.000 2,956
Results
Vcp [lb] f concrete f Vcp [lb] Vua [lb] 1,615 0.700 1,131 220 https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6YmNiMzo4NDMwMWY4YWNjMTI4ZjQ5NWE5OWMxYWQ5Nzg0M2Q3ODkyNGU1NjQyNTNlNTMzYjViYzZhMjQ1NjllMTc1YTlhOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
4.3 Concrete edge failure in direction x+
Vcb = (AVc AVc0
) y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)* AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3( ca2 1.5ca1
) £ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 ( le da
0.2
√da) l a √f'c c 1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables ca1 [in.] ca2 [in.] y c,V ha [in.] le [in.]
2.000 - 1.200 420.000 2.160 l a da [in.] f'c [psi] y parallel,V
1.000 0.500 3,000 1.000
Calculations
AVc [in.2] AVc0 [in.2] y ed,V y h,V Vb [lb]
18.00 18.00 1.000 1.000 1,028
Results
Vcb [lb] f concrete f Vcb [lb] Vua [lb] 1,233 0.700 863 220
*Anchor row defined by: Anchor 1; Case 3 controls
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6NmUwMjpjMzc5YjM0YjU5Yzk5MGNlOTg5ZGQ1MzQzMDNlMmI2YzUyNTQ1YjEzYzgyYmRiYWZmYmRhOTgxODI1ZGIyOTQ3OnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
5 Warnings
• The anchor forces were determined under the assumption that the baseplate cannot deform under loading. The load distribution to the anchors is determined based on the assumption of linear elastic strains and strain compatibility between steel and concrete. No load re-distribution due to elastic deformations is considered. The proof that the rigid base plate assumption is valid is not carried out for the current design.
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7.
Fastening meets the design criteria!
https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6ZTJlYTo2OGU5ZWZjN2VmZWMyODliMjhlNTQ2ODYxNGFmYTdkNmIyNDQzZmY1Nzc5ZWE4N2MyYjc1ZDA2YWQ5NjAwMDAzOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/2 (3)
Profile: no profile Item number: 418072 KH-EZ 1/2"x3 1/2" Hole diameter in the fixture: df = 0.625 in. Maximum installation torque: 540 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.
Recommended plate thickness: not calculated Hole depth in the base material: 3.375 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 4.750 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
Hilti Æ 1/2 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 3 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per
MPII
6.1 Recommended accessories
Drilling and Cleaning Setting Torquing
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench x y
2.000 2.000
2.000 2.000
6.
6.
6.
6.
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -0.000 0.000 2.000 2.000 - -https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6NGMxZDo1YjMxZTQ3ZjFjYTVhMjQ1NDFlYTM3YWMwNDQyZjI5ZTM3N2IyOTgzNDI3YTdmZTRlM2Y2MjIxMmI3MjFiNTljOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Concrete - Sep 21, 2026
Page:
Specifier:
E-Mail:
Date:
9/21/2026
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.
https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6MWFjODoyMGRiNjU3MWFjNzM0NmM5NDdmYjZhZjNmODlhNzhhMzgzNDFiNWI3ZjliMzA1NTEzZTU0MjhmYTFlODgyMTY0OnA6VDpG
1.2(10)*1.33*7+1.6(40)*1.33*7= 707#
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
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Concrete - Sep 21, 2026
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Date:
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Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/2 (3)
Item number: 418072 KH-EZ 1/2"x3 1/2"
Specification text: HILTI Æ 1/2 IN KWIK HUS-EZ (KH-EZ)
(CARBON STEEL) WITH 3 IN NOMINAL
EMBEDMENT DEPTH PER ICC-ES ESR-3027
, HAMMER DRILL BIT INSTALLATION PER
MPII
Effective embedment depth: hef,act = 2.160 in., hnom = 3.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 3/1/2026 | 12/1/2027
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.
Anchor plateR : lx x ly x t = 4.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 420.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6ODc1ODo2Nzk4OTljNjY0NzNlMjViZTBkMTk1YWU3NTRjM2ZiYmQ3NDRmN2EzMTIzZTY4OTZmYzVjOGQxMGVhNjFlZWY4OnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Geometry [in.] & Loading [lb, in.lb]
707# VERIFIED
https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6Y2IwNjo3NzZkZDc3NTY2ZTQyMWE5MTc4ZDgxMDA1MmJkNWViNDgwYzFjOWI0YjY3MmVmY2VkZDAwNDFiMzdiMTI5ZWMzOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 608; Vy = 0;
Mx = 0; My = 0; Mz = 0;
no 71
1 x y2 Load case/Resulting anchor forces
Anchor reactions [lb] Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 0 608 608 0
Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(-/-): 0 [lb] Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Failure** N/A N/A N/A N/A
* highest loaded anchor **anchor group (anchors in tension) https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6MjY3NjpjMzNmZDcxNTgxZjE5NzA0ZWU1NzE2YWI0MjViZjdkMGFkNzJlYTZjMDE5NTNjNGMyOTJlNDNlNDg4OTRlMzBkOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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4 Shear load
Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 608 5,547 11 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 608 1,481 42 OK
Concrete edge failure in direction x+** 608 863 71 OK
* highest loaded anchor **anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-3027 f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2] futa [psi]
0.16 112,540
Calculations
Vsa [lb] 9,245
Results
Vsa [lb] f steel f Vsa [lb] Vua [lb] 9,245 0.600 5,547 608
82% https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6MDljNTplZGUxZjk3OWNhZmIyMmY2MjhiMTQ0ODA0ZDNiNTNmYTk1NDZiMjc5YTYyYTE2MTU0NGFhNTBhNTk0ZWM3ZmU0OnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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4.2 Pryout Strength
Vcp = kcp [(ANc ANc0
) y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac
1.5hef cac ) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'c h 1.5 ef ACI 318-19 Eq. (17.6.2.2.1)
Variables kcp hef [in.] ca,min [in.] y c,N
1 2.160 2.000 1.000 cac [in.] kc l a f'c [psi]
3.750 17 1.000 3,000
Calculations
ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]
33.96 41.99 0.885 1.000 2,956
Results
Vcp [lb] f concrete f Vcp [lb] Vua [lb] 2,116 0.700 1,481 608 https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6NjFhMzo2NzE1ZjY2YTgzYmNkMzc5YzcwY2I5MmNkZWY5YWZlNjI2ZTgyZWQwNmUzYTMwOGI1MWJlNzNhOTgyZjk5YmFjOnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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4.3 Concrete edge failure in direction x+
Vcb = (AVc AVc0
) y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)* AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3( ca2 1.5ca1
) £ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 ( le da
0.2
√da) l a √f'c c 1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables ca1 [in.] ca2 [in.] y c,V ha [in.] le [in.]
2.000 - 1.200 420.000 2.160 l a da [in.] f'c [psi] y parallel,V
1.000 0.500 3,000 1.000
Calculations
AVc [in.2] AVc0 [in.2] y ed,V y h,V Vb [lb]
18.00 18.00 1.000 1.000 1,028
Results
Vcb [lb] f concrete f Vcb [lb] Vua [lb] 1,233 0.700 863 608
*Anchor row defined by: Anchor 1; Case 3 controls
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6YTQzMDozMDcxZDAwZGFkZTRlY2MxYzk4MTYyNjU3MzRjYmM0ZTlhOGEzYmRiMTM3Mjk4Mzg5NjI5NjcwMTFmYmFlYTg2OnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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5 Warnings
• The anchor forces were determined under the assumption that the baseplate cannot deform under loading. The load distribution to the anchors is determined based on the assumption of linear elastic strains and strain compatibility between steel and concrete. No load re-distribution due to elastic deformations is considered. The proof that the rigid base plate assumption is valid is not carried out for the current design.
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7.
Fastening meets the design criteria!
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/2 (3)
Profile: no profile Item number: 418072 KH-EZ 1/2"x3 1/2" Hole diameter in the fixture: df = 0.625 in. Maximum installation torque: 540 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.
Recommended plate thickness: not calculated Hole depth in the base material: 3.375 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 4.750 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
Hilti Æ 1/2 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 3 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per
MPII
6.1 Recommended accessories
Drilling and Cleaning Setting Torquing
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench x y
2.000 2.000
2.000 2.000
6.
6.
6.
6.
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -0.000 0.000 12.000 2.000 - -https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6NWU5ZTo2YTgzMWE0ODhiZjRjZjQ5MDFiYWE5ZjM2YzA0OWE4YzI3ODI0YWNjNTQzY2JmOTAxMjlhYmJlNWE3YmM4MGQ2OnA6VDpG
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.
https://protect.checkpoint.com/v2/r01/___www.hilti.com___.YzJ1OmdzYnNhcmNoaXRlY3RzOmM6b2ZmaWNlMzY1X2VtYWlsc19hdHRhY2htZW50OjRlMTBhYTQ1OTJjODJhNTMzY2Q1OGJjZDMyYWIyNmUyOjc6NDk0MDo2NWQ2ZDE0MDIwNjk1NGQxNWU3ZjlmYjE2N2Y2NTEzODhiZGE5ODE3OWJjYzZjNTI1OGVhZmQ1YjkyZWQ3ZDBmOnA6VDpG
Steel Beam LIC# : KW-06015770, Build:20.25.06.05 ARW ENGINEERS (c) ENERCALC, LLC 1982-2026
DESCRIPTION: (E) STEEL BEAM
Project File: 26906.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-22, IBC 2024 Load Combination Set : ASCE 7-22 / IBC 2024
Material Properties Analysis Method :
ksi Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : E: Modulus : 29,000.0
Span = 21.0 ft
W10x15 1 2
D(0.080) L(0.320)
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading
Uniform Load : D = 0.080, L = 0.320 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.573 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
4.358 k Mn / Omega : Allowable 39.920 k-ft Vn/Omega : Allowable
W10x15Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1
Load Combination +D+L
45.954 k
Section used for this span W10x15 Ma : Applied
Maximum Shear Stress Ratio = 0.095 : 1
0.000 ft
22.877 k-ft Va : Applied
0 <357.0
Ratio = 0 <180
Maximum Deflection Max Downward Transient Deflection 0.704 in 357Ratio = >=357.
Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.913 in Ratio = >=180 Max Upward Total Deflection 0 in
Span: 1 : L Only n/a Span: 1 : +D+L n/a
.Maximum Forces & Stresses for Load Combinations
Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only
Dsgn. L = 21.00 ft 1 0.131 0.022 5.24 5.24 66.67 39.92 1.00 1.00 1.00 68.93 45.95 +D+L
Dsgn. L = 21.00 ft 1 0.573 0.095 22.88 22.88 66.67 39.92 1.00 1.00 4.36 68.93 45.95 +D+0.750L
Dsgn. L = 21.00 ft 1 0.463 0.077 18.47 18.47 66.67 39.92 1.00 1.00 3.52 68.93 45.95 +0.60D
Dsgn. L = 21.00 ft 1 0.079 0.013 3.14 3.14 66.67 39.92 1.00 1.00 0.60 68.93 45.95 based on 40 psf LL this is close enough for the intended use.
(E) BEAM CONNECTION IS OKAY. IT WAS DESIGNED FOR
THE FLOOR LOAD BELOW, IN 2020.
IE. 14.5k (UNFACTORED)
DESCRIPTION: (E) STEEL BEAM
Project File: 26906.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: (E) STEEL BEAM
Project File: 26906.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
File details come from the government source that posted it. Updated .