S02 Solicitation Attachment 14 Seed Project Structural Calculations.pdf
PDF 2 MB Posted
- Solicitation number
- 36C26222R0044
View the file
Other files
Show all 49
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
1440 E Missouri Ave
Suite C195
Phoenix, AZ 85014 p.602.888.0336 www.pangolinstr.com
NORTERN ARIZONA VA HEALTH CARE SYSTEM
500 AZ-89, PRESCOTT, AZ 86301
21-065
6/3/2022
STRUCTURAL CALCULATIONS
INSTALL ELEVATORS AND COMPLETE SPACE BUILT-OUT
FOR B162 AND B164
of 19
6/01/2022
Sheet No. _________________
Project No. _________________
Project Name______________________________________________ Date __________________
Subject __________________________________________________ Computed By __________________
21-065
10/04
SP
Pangolin Structural has been consulted to provide structural services for Northern Arizona VA Health Care System at 500 AZ-89, Prescott, AZ 86301.
Scope of services includes openings in existing concrete walls, and coordination between existing structure and new elevators, including new guide rail support columns.
Hand calculations and Enercalc have been used to design lintels at openings.
1. Project Description
Phoenix, AZ 85014
2. Lintel at Double Door
Project Name______________________________________________ Date __________________
21-065
SP
W12X22 (10)
W
X2
(1 5)
W12X22 (10)
W12X22 (10)
EL. 13'-7"
SF202
C3
EP1
EP1
6'-4" 7'-0"
'-3
Load from floor above
Dead load (CFS Exterior wall) = 12 psf * (35-14)ft
Dead load (Floor self wt + superimposed dead)
= 12.25/2 ft * 18/2 ft * (150pcf * 4.5"/12 + 20 psf floor dead)
= 252 plf
= 4.2 kips
Floor load (Floor live) = 12.25/2 ft * 18/2 ft * 100psf = 5.51 kips
Point load at 2ft (conservative) from beam end
Load from wall directly above lintel
Dead load (Wall self wt.) = (14-7) ft * (0.150pcf * 12"/12) = 1050 plf
Lintel beam provided - MC 12x31 See Enercalc report on next page.
2. Lintel at Double door opening Grid G.3 b/w Grid 5 and 6
PLAN
Steel Beam LIC# : KW-06012239, Build:20.21.10.4 Pangolin Structural LLC (c) ENERCALC INC 1983-2021
DESCRIPTION: Channel lintel
Project File: 21-065_va_prescott_elevator_install_012239.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties Analysis Method :
ksi Bending Axis : Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield : 36.0 ksi
Beam Bracing : E: Modulus : 29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added Uniform Load : D = 0.2520 k/ft, Tributary Width = 1.0 ft, (CFS wall)
Point Load : D = 4.20, L = 5.510 k @ 2.0 ft, (Beam Point load)
Uniform Load : D = 1.050 k/ft, Tributary Width = 1.0 ft, (Wall above lintel)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.271 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.006ft
10.954 k Mn / Omega : Allowable 71.317 k-ft Vn/Omega : Allowable
MC12x31Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
57.428 k
Section used for this span MC12x31 Ma : Applied
Maximum Shear Stress Ratio = 0.191 : 1
0.000 ft
19.296 k-ft Va : Applied
0 <360
Ratio = 0 <180
Maximum Deflection Max Downward Transient Deflection 0.008 in 10,225Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.022 in Ratio = >=180 Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
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 = 6.50 ft 1 0.164 0.124 11.72 11.72 119.10 71.32 1.17 1.00 7.14 95.90 57.43
+D+L
Dsgn. L = 6.50 ft 1 0.271 0.191 19.30 19.30 119.10 71.32 1.25 1.00 10.95 95.90 57.43
+D+0.750L
Dsgn. L = 6.50 ft 1 0.244 0.174 17.39 17.39 119.10 71.32 1.24 1.00 10.00 95.90 57.43
+0.60D
Dsgn. L = 6.50 ft 1 0.099 0.075 7.03 7.03 119.10 71.32 1.17 1.00 4.28 95.90 57.43
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0223 3.064 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 10.954 7.219
Overall MINimum -3.815 -1.695
Steel Beam
DESCRIPTION: Channel lintel
Project File: 21-065_va_prescott_elevator_install_012239.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
D Only 7.139 5.524
+D+L 10.954 7.219
+D+0.750L 10.000 6.795
+0.60D 4.284 3.314
L Only 3.815 1.695
Max Reaction (Factored) = 1.2*7.2+1.6*3.8k = 14.72k www.hilti.com
Hilti PROFIS Engineering 3.0.73
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
Specifier's comments: Anchor to Concrete Column
1 Input data
Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4
Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2123401 HIT-RE 500 V3 (adhesive)
Effective embedment depth: hef,act = 8.000 in. (hef,limit = - in.)
Material: ASTM F1554 Grade 36
Evaluation Service Report: ESR-3814
Issued I Valid: 3/1/2021 | 1/1/2023
Proof: Design Method ACI 318-14 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 24.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 0; Vy = -14,720;
Mx = 0; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
yes 84
1 2 3
4 5 6 x y
2 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 2,453 0 -2,453 2 0 2,453 0 -2,453 3 0 2,453 0 -2,453 4 0 2,453 0 -2,453 5 0 2,453 0 -2,453 6 0 2,453 0 -2,453 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 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
Bond Strength** N/A N/A N/A N/A
Sustained Tension Load Bond 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)
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
4 Shear load
Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 2,453 4,540 55 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength (Concrete Breakout Strength controls)**
14,720 60,669 25 OK
Concrete edge failure in direction y-** 14,720 17,710 84 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-3814 f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.2] futa [psi] aV,seis
0.33 58,000 0.600
Calculations
Vsa,eq [lb] 6,984
Results
Vsa,eq [lb] f steel f Vsa,eq [lb] Vua [lb] 6,984 0.650 4,540 2,453
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
4.2 Pryout Strength (Concrete Breakout Strength controls)
Vcpg = kcp [(ANc ANc0
) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1b) f Vcpg ³ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1
1 + 2 e'
N 3 hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac
1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f'c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a)
Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 8.000 0.000 0.000 8.000 y c,N cac [in.] kc l a f'c [psi]
1.000 19.647 17 1.000 4,000
Calculations
ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1,140.00 576.00 1.000 1.000 0.900 1.000 24,328
Results
Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 86,670 0.700 1.000 1.000 60,669 14,720
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
4.3 Concrete edge failure in direction y-
Vcbg = (AVc AVc0
) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1b) f Vcbg ³ Vua ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-14 Eq. (17.5.2.1c) y ec,V = ( 1
1 + 2e' v 3ca1
) £ 1.0 ACI 318-14 Eq. (17.5.2.5) y ed,V = 0.7 + 0.3( ca2 1.5ca1
) £ 1.0 ACI 318-14 Eq. (17.5.2.6b) y h,V = √1.5ca1 ha
³ 1.0 ACI 318-14 Eq. (17.5.2.8)
Vb = 9 l a √f'c c 1.5 a1 ACI 318-14 Eq. (17.5.2.2b)
Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]
12.000 8.000 0.000 1.200 12.000 le [in.] l a da [in.] f'c [psi] y parallel,V
6.000 1.000 0.750 4,000 1.000
Calculations
AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb]
528.00 648.00 1.000 0.833 1.225 23,662
Results
Vcbg [lb] f concrete f seismic f nonductile f Vcbg [lb] Vua [lb] 23,613 0.750 1.000 1.000 17,710 14,720
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 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 CBFEM 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!
• 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.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section
17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).
• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.
• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1.
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -9.000 -2.000 8.000 42.000 12.000 26.000 2 0.000 -2.000 17.000 33.000 12.000 26.000 3 9.000 -2.000 26.000 24.000 12.000 26.000
Anchor x y c-x c+x c-y c+y
4 -9.000 4.000 8.000 42.000 18.000 20.000 5 0.000 4.000 17.000 33.000 18.000 20.000 6 9.000 4.000 26.000 24.000 18.000 20.000
6 Installation data Anchor type and diameter: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4
Profile: no profile Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2123401 HIT-RE 500 V3 (adhesive)
Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 1,200 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.875 in.
Recommended plate thickness: not calculated Hole depth in the base material: 8.000 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 9.750 in.
Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required
3/4 Hilti HAS Carbon steel threaded rod with Hilti HIT-RE 500 V3
6.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Compressed air with required accessories to blow from the bottom of the hole
• Proper diameter wire brush
• Dispenser including cassette and mixer
• Torque wrench
1 2 3
4 5 6 x y -0.000
0.
12.000 12.000
3.000 9.000 9.000 3.000
4.
6.
2.
6.
6.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Lintel on Wall Calc 3
Page:
Specifier:
E-Mail:
Date:
10/26/2021
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.
Phoenix, AZ 85014
2. Lintel at Window Openings
Project Name______________________________________________ Date __________________
21-067
SP
Load from floor above
Dead load (CFS Exterior wall) = 12 psf * (35-14)ft
Dead load (Floor self wt + superimposed dead)
= 9/2 ft * (150 pcf * 4.5"/12 + 20 psf floor dead)
= 252 plf
= 344 plf
Floor load (Floor live) = 9/2 ft * 100 psf = 0.45 kips
Load from wall directly above lintel
Dead load (Wall self wt.) = (14-7) ft * (150 pcf * 12"/12) = 1050 plf
Existing wall is 12" thick with #5 @ 12" o.c. horizontal and #6 @ 12" o.c. vertical reinforcement.
Available beam depth = 7'-0" deep x 12" wide
Assumed lintel-beam section = 24" deep x 12" wide with 2-#5 rebars, conservative design.
See Enercalc report on next page.
'-0
7' -0
3' -0
4'-0"
3. Lintel at Window opening Grid 3 b/w Grid E and G
Window Elevation
Concrete Beam
DESCRIPTION: Concrete lintel at Window openings
Project File: 21-065_va_prescott_elevator_install_012239.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
4.0 7.50
145.0
Elastic Modulus 3,122.0 ksi
60.0 29,000.0
40.0
29,000.0
= 0.90
0.750 f'c ksi fy - Main Rebar ksi
Density
1/2 fr = f'c * 474.342 pcf
E - Main Rebar ksi psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
E - Stirrups ksi β 0.850
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ φ
Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 24.0 in
Span #1 Reinforcing
2-#5 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span
Beam self weight calculated and added to loads Load for Span Number 1
Uniform Load : D = 1.050 k/ft, Tributary Width = 1.0 ft, (Wall above lintel)
Uniform Load : D = 0.3440, L = 0.450 k/ft, Tributary Width = 1.0 ft, (Floor above loads)
Uniform Load : D = 0.2520 k/ft, Tributary Width = 1.0 ft, (CFS Exterior Wall)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.239 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.995 ft
Mn * Phi : Allowable 57.318 k-ft
Typical SectionSection used for this span
Mu : Applied 13.694 k-ft
Maximum Deflection
0 <360.0
44676 Ratio = 0 <180.0
Max Downward Transient Deflection 0.000 in 0Ratio = <360.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.002 in Ratio = >=180.0
Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : L Only
Span: 1 : +D+L
Span: 1 : +D+L
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Overall MAXimum 7.158 7.158
Overall MINimum 1.350 1.350
D Only 5.808 5.808
+D+L 7.158 7.158
+D+0.750L 6.821 6.821
DESCRIPTION: Concrete lintel at Window openings
Project File: 21-065_va_prescott_elevator_install_012239.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
+0.60D 3.485 3.485
L Only 1.350 1.350
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.20D+1.60L 1 0.00 21.00 9.13 9.13 0.00 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.07 21.00 8.93 8.93 0.59 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.13 21.00 8.73 8.73 1.17 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.20 21.00 8.53 8.53 1.74 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.26 21.00 8.33 8.33 2.29 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.33 21.00 8.13 8.13 2.83 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.39 21.00 7.93 7.93 3.36 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.46 21.00 7.73 7.73 3.87 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.52 21.00 7.53 7.53 4.37 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.59 21.00 7.33 7.33 4.86 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.66 21.00 7.13 7.13 5.33 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.72 21.00 6.93 6.93 5.79 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.79 21.00 6.73 6.73 6.24 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.85 21.00 6.54 6.54 6.68 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.92 21.00 6.34 6.34 7.10 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 0.98 21.00 6.14 6.14 7.51 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 1.05 21.00 5.94 5.94 7.90 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 1.11 21.00 5.74 5.74 8.29 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 1.18 21.00 5.54 5.54 8.66 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 1.25 21.00 5.34 5.34 9.01 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 1.31 21.00 5.14 5.14 9.36 0.96 23.83 Vu < PhiVc/2Not Reqd 9.6.3 23.8 0.0 0.0
+1.20D+1.60L 1 1.38 21.00 4.94 4.94 9.69 0.89 23.75 Vu < PhiVc/2Not Reqd 9.6.3 23.7 0.0 0.0
+1.20D+1.60L 1 1.44 21.00 4.74 4.74 10.00 0.83 23.68 Vu < PhiVc/2Not Reqd 9.6.3 23.7 0.0 0.0
+1.20D+1.60L 1 1.51 21.00 4.54 4.54 10.31 0.77 23.61 Vu < PhiVc/2Not Reqd 9.6.3 23.6 0.0 0.0
+1.20D+1.60L 1 1.57 21.00 4.34 4.34 10.60 0.72 23.54 Vu < PhiVc/2Not Reqd 9.6.3 23.5 0.0 0.0
+1.20D+1.60L 1 1.64 21.00 4.14 4.14 10.88 0.67 23.49 Vu < PhiVc/2Not Reqd 9.6.3 23.5 0.0 0.0
+1.20D+1.60L 1 1.70 21.00 3.94 3.94 11.14 0.62 23.43 Vu < PhiVc/2Not Reqd 9.6.3 23.4 0.0 0.0
+1.20D+1.60L 1 1.77 21.00 3.74 3.74 11.39 0.57 23.38 Vu < PhiVc/2Not Reqd 9.6.3 23.4 0.0 0.0
+1.20D+1.60L 1 1.84 21.00 3.54 3.54 11.63 0.53 23.33 Vu < PhiVc/2Not Reqd 9.6.3 23.3 0.0 0.0
+1.20D+1.60L 1 1.90 21.00 3.34 3.34 11.86 0.49 23.28 Vu < PhiVc/2Not Reqd 9.6.3 23.3 0.0 0.0
+1.20D+1.60L 1 1.97 21.00 3.14 3.14 12.07 0.46 23.24 Vu < PhiVc/2Not Reqd 9.6.3 23.2 0.0 0.0
+1.20D+1.60L 1 2.03 21.00 2.94 2.94 12.27 0.42 23.20 Vu < PhiVc/2Not Reqd 9.6.3 23.2 0.0 0.0
+1.20D+1.60L 1 2.10 21.00 2.74 2.74 12.46 0.39 23.16 Vu < PhiVc/2Not Reqd 9.6.3 23.2 0.0 0.0
+1.20D+1.60L 1 2.16 21.00 2.54 2.54 12.63 0.35 23.12 Vu < PhiVc/2Not Reqd 9.6.3 23.1 0.0 0.0
+1.20D+1.60L 1 2.23 21.00 2.34 2.34 12.79 0.32 23.08 Vu < PhiVc/2Not Reqd 9.6.3 23.1 0.0 0.0
+1.20D+1.60L 1 2.30 21.00 2.15 2.15 12.94 0.29 23.05 Vu < PhiVc/2Not Reqd 9.6.3 23.0 0.0 0.0
+1.20D+1.60L 1 2.36 21.00 1.95 1.95 13.07 0.26 23.01 Vu < PhiVc/2Not Reqd 9.6.3 23.0 0.0 0.0
+1.20D+1.60L 1 2.43 21.00 1.75 1.75 13.19 0.23 22.98 Vu < PhiVc/2Not Reqd 9.6.3 23.0 0.0 0.0
+1.20D+1.60L 1 2.49 21.00 1.55 1.55 13.30 0.20 22.95 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
+1.20D+1.60L 1 2.56 21.00 1.35 1.35 13.40 0.18 22.92 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
+1.20D+1.60L 1 2.62 21.00 1.15 1.15 13.48 0.15 22.88 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
+1.20D+1.60L 1 2.69 21.00 0.95 0.95 13.55 0.12 22.85 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
+1.20D+1.60L 1 2.75 21.00 0.75 0.75 13.60 0.10 22.82 Vu < PhiVc/2Not Reqd 9.6.3 22.8 0.0 0.0
+1.20D+1.60L 1 2.82 21.00 0.55 0.55 13.64 0.07 22.79 Vu < PhiVc/2Not Reqd 9.6.3 22.8 0.0 0.0
+1.20D+1.60L 1 2.89 21.00 0.35 0.35 13.67 0.04 22.76 Vu < PhiVc/2Not Reqd 9.6.3 22.8 0.0 0.0
+1.20D+1.60L 1 2.95 21.00 0.15 0.15 13.69 0.02 22.73 Vu < PhiVc/2Not Reqd 9.6.3 22.7 0.0 0.0
+1.20D+1.60L 1 3.02 21.00 -0.05 0.05 13.69 0.01 22.72 Vu < PhiVc/2Not Reqd 9.6.3 22.7 0.0 0.0
+1.20D+1.60L 1 3.08 21.00 -0.25 0.25 13.68 0.03 22.75 Vu < PhiVc/2Not Reqd 9.6.3 22.7 0.0 0.0
+1.20D+1.60L 1 3.15 21.00 -0.45 0.45 13.66 0.06 22.78 Vu < PhiVc/2Not Reqd 9.6.3 22.8 0.0 0.0
+1.20D+1.60L 1 3.21 21.00 -0.65 0.65 13.63 0.08 22.81 Vu < PhiVc/2Not Reqd 9.6.3 22.8 0.0 0.0
+1.20D+1.60L 1 3.28 21.00 -0.85 0.85 13.58 0.11 22.84 Vu < PhiVc/2Not Reqd 9.6.3 22.8 0.0 0.0
+1.20D+1.60L 1 3.34 21.00 -1.05 1.05 13.51 0.14 22.87 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
+1.20D+1.60L 1 3.41 21.00 -1.25 1.25 13.44 0.16 22.90 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
DESCRIPTION: Concrete lintel at Window openings
Project File: 21-065_va_prescott_elevator_install_012239.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.20D+1.60L 1 3.48 21.00 -1.45 1.45 13.35 0.19 22.93 Vu < PhiVc/2Not Reqd 9.6.3 22.9 0.0 0.0
+1.20D+1.60L 1 3.54 21.00 -1.65 1.65 13.25 0.22 22.96 Vu < PhiVc/2Not Reqd 9.6.3 23.0 0.0 0.0
+1.20D+1.60L 1 3.61 21.00 -1.85 1.85 13.13 0.25 23.00 Vu < PhiVc/2Not Reqd 9.6.3 23.0 0.0 0.0
+1.20D+1.60L 1 3.67 21.00 -2.05 2.05 13.01 0.28 23.03 Vu < PhiVc/2Not Reqd 9.6.3 23.0 0.0 0.0
+1.20D+1.60L 1 3.74 21.00 -2.24 2.24 12.87 0.31 23.07 Vu < PhiVc/2Not Reqd 9.6.3 23.1 0.0 0.0
+1.20D+1.60L 1 3.80 21.00 -2.44 2.44 12.71 0.34 23.10 Vu < PhiVc/2Not Reqd 9.6.3 23.1 0.0 0.0
+1.20D+1.60L 1 3.87 21.00 -2.64 2.64 12.55 0.37 23.14 Vu < PhiVc/2Not Reqd 9.6.3 23.1 0.0 0.0
+1.20D+1.60L 1 3.93 21.00 -2.84 2.84 12.37 0.40 23.18 Vu < PhiVc/2Not Reqd 9.6.3 23.2 0.0 0.0
+1.20D+1.60L 1 4.00 21.00 -3.04 3.04 12.17 0.44 23.22 Vu < PhiVc/2Not Reqd 9.6.3 23.2 0.0 0.0
+1.20D+1.60L 1 4.07 21.00 -3.24 3.24 11.97 0.47 23.26 Vu < PhiVc/2Not Reqd 9.6.3 23.3 0.0 0.0
+1.20D+1.60L 1 4.13 21.00 -3.44 3.44 11.75 0.51 23.31 Vu < PhiVc/2Not Reqd 9.6.3 23.3 0.0 0.0
+1.20D+1.60L 1 4.20 21.00 -3.64 3.64 11.52 0.55 23.35 Vu < PhiVc/2Not Reqd 9.6.3 23.4 0.0 0.0
+1.20D+1.60L 1 4.26 21.00 -3.84 3.84 11.27 0.60 23.40 Vu < PhiVc/2Not Reqd 9.6.3 23.4 0.0 0.0
+1.20D+1.60L 1 4.33 21.00 -4.04 4.04 11.01 0.64 23.46 Vu < PhiVc/2Not Reqd 9.6.3 23.5 0.0 0.0
+1.20D+1.60L 1 4.39 21.00 -4.24 4.24 10.74 0.69 23.51 Vu < PhiVc/2Not Reqd 9.6.3 23.5 0.0 0.0
+1.20D+1.60L 1 4.46 21.00 -4.44 4.44 10.46 0.74 23.58 Vu < PhiVc/2Not Reqd 9.6.3 23.6 0.0 0.0
+1.20D+1.60L 1 4.52 21.00 -4.64 4.64 10.16 0.80 23.64 Vu < PhiVc/2Not Reqd 9.6.3 23.6 0.0 0.0
+1.20D+1.60L 1 4.59 21.00 -4.84 4.84 9.85 0.86 23.71 Vu < PhiVc/2Not Reqd 9.6.3 23.7 0.0 0.0
+1.20D+1.60L 1 4.66 21.00 -5.04 5.04 9.52 0.93 23.79 Vu < PhiVc/2Not Reqd 9.6.3 23.8 0.0 0.0
+1.20D+1.60L 1 4.72 21.00 -5.24 5.24 9.19 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 4.79 21.00 -5.44 5.44 8.84 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 4.85 21.00 -5.64 5.64 8.47 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 4.92 21.00 -5.84 5.84 8.10 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 4.98 21.00 -6.04 6.04 7.71 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.05 21.00 -6.24 6.24 7.30 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.11 21.00 -6.44 6.44 6.89 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.18 21.00 -6.64 6.64 6.46 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.25 21.00 -6.83 6.83 6.02 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.31 21.00 -7.03 7.03 5.56 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.38 21.00 -7.23 7.23 5.10 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.44 21.00 -7.43 7.43 4.62 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.51 21.00 -7.63 7.63 4.12 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.57 21.00 -7.83 7.83 3.61 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.64 21.00 -8.03 8.03 3.09 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.70 21.00 -8.23 8.23 2.56 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.77 21.00 -8.43 8.43 2.02 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.84 21.00 -8.63 8.63 1.46 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.90 21.00 -8.83 8.83 0.88 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
+1.20D+1.60L 1 5.97 21.00 -9.03 9.03 0.30 1.00 23.87 Vu < PhiVc/2Not Reqd 9.6.3 23.9 0.0 0.0
Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam
MAXimum BENDING Envelope Span # 1 1 6.000 13.69 57.32 0.24
+1.40D Span # 1 1 6.000 12.20 57.32 0.21
+1.20D+1.60L Span # 1 1 6.000 13.69 57.32 0.24
+1.20D+0.50L Span # 1 1 6.000 11.47 57.32 0.20
+1.20D Span # 1 1 6.000 10.45 57.32 0.18
+0.90D Span # 1 1 6.000 7.84 57.32 0.14
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in)
Overall Maximum Deflections
+D+L 1 0.0016 3.000 0.0000 0.000
File details come from the government source that posted it. Updated .