Atch 6_ Calculations_MUHJ 19 4055 Repair Dormitory_Facility 130.pdf

Calculations

RENOVATE DORMITORY

FOR

633 CES, FACILITY 130

JOINT BASE LANGLEY-EUSTIS (JBLE) LANGLEY AFB, VA

100% DESIGN SUBMITTAL

6 FEBRUARY 2025

TASK ORDER NUMBER: FA480024F0138 PROJECT NUMBER: MUHJ 19-4055

DA No. 24014

Design by:

Dills Architects, P.C.

1432 N. Great Neck Road, Suite 204

Virginia Beach, Virginia 23454-1342 dillsarchitects.com

MUHJ-19-4055

Repair Dorm, 633 CES Facility 130 JBLE – Langley, Virginia

STRUCTURAL CALCULATIONS

100% Submittal

Engineer (s) Peyton D. Mulé, PE

David F. Shipman, EIT

Table of Contents Page

Design Criteria DC1 – DC10

Utility Building Calculations UB1 – UB7

Enclosure Calculations E1 – E4

Brick Pier Calculations BP1 – BP13

Stairwell Roof Calculations SR1 – SR6

Cooling Tower Platform Calculations CT1 – CT18

Design Criteria

ASCE Hazards Report Address:

1592 6th St Hampton, Virginia 23665

Standard: ASCE/SEI 7-16 Latitude: 37.072249

Risk Category: II Longitude: -76.368258

Soil Class: D - Stiff Soil Elevation: 6.316621206068881 ft

(NAVD 88)

Wind

Results:

Wind Speed 118 Vmph

10-year MRI 78 Vmph

25-year MRI 85 Vmph

50-year MRI 93 Vmph

100-year MRI 99 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Thu Sep 19 2024

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be protected against wind-borne debris.

Page 1 of 3https://ascehazardtool.org/ Thu Sep 19 2024

DC1

https://ascehazardtool.org/

SS : 0.094

S1 : 0.04

Fa : 1.6

Fv : 2.4

SMS : 0.15

SM1 : 0.097

SDS : 0.1

SD1 : 0.065

TL : 8

PGA : 0.046

PGA M : 0.073

FPGA : 1.6

Ie : 1

Cv : 0.7

Seismic Design Category: A Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

D - Stiff SoilSite Soil Class:

Results:

Data Accessed: Thu Sep 19 2024

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 3https://ascehazardtool.org/ Thu Sep 19 2024

DC2

Snow

Results:

Ground Snow Load, p : 10 lb/ftg

Mapped Elevation: 6.3 ft

Data Source: ASCE/SEI 7-16, Table 7.2-8

Date Accessed: Thu Sep 19 2024

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

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.

Page 3 of 3https://ascehazardtool.org/ Thu Sep 19 2024

DC3

NRW Engineering, PC JOB TITLE Repair Dorm Facility 130 748 Lord Dunmore Dirve, Suite 101

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE 9/19/24

CHECKED BY DATE

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = R

Risk Category & Importance Factors:

Risk Category = II

Wind Factor = 1.00 Importance Factor = 1.00

Seismic Importance factor = 1.00

Type of Construction:

Fire Rating:

Roof = 0.0 hr Floor = 0.0 hr

Building Geometry:

Roof angle (θ) 0.00 / 12 0.0 deg Building length 198.0 ft Least width 59.0 ft Mean Roof Ht (h) 28.5 ft Parapet ht above grd 30.0 ft Minimum parapet ht 1.5 ft hb for Elevated bldg 0.0 ft

Live Loads:

Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf

Roofs used for roof gardens 100 psf

Floor:

Typical Floor 50 psf

Partitions 15 psf

Corridors above first floor 80 psf

Lobbies & first floor corridors 100 psf

Stairs and exit ways 100 psf

International Building Code 2021

Residential

DC4

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE 9/19/24

CHECKED BY DATE

Wind Loads : ASCE 7- 16

Ultimate Wind Speed 118 mph Nominal Wind Speed 91.4 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd) 0.85 Kh MWFRS<=60 0.700 Kh all other 0.690

Type of roof Monoslope

Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind

H/Lh= 0.50 K1 = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.18 K3 = 1.000

At Mean Roof Ht:

Kzt = (1+K1K2K3)^2 = 1.00

Gust Effect Factor h = 28.5 ft Flexible structure if natural frequency < 1 Hz (T > 1 second).

B = 59.0 ft If building h/B>4 then may be flexible and should be investigated.

/z (0.6h) = 30.0 ft h/B = 0.48 Rigid structure (low rise bldg)

G = 0.85 Using rigid structure default

Rigid Structure Flexible or Dynamically Sensitive Structure ē = 0.33 Natural Frequency (η1) = 0.7 Hz ℓ = 320 ft Damping ratio (β) = 0.01 zmin = 30 ft /b = 0.450 c = 0.30 /α = 0.250 gQ, gv = 3.4 Vz = 76.0

Lz = 310.0 ft N1 = 2.85 Q = 0.88 Rn = 0.072 Iz = 0.30 Rh = 0.516 η = 1.207 h = 28.5 ft

G = 0.86 use G = 0.85 RB = 0.321 η = 2.498 RL = 0.035 η = 28.068 gR = 4.104

R = 0.807 Gf = 1.111

DC5

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE 9/19/24

CHECKED BY DATE

Ground Elevation Factor (Ke)

Grd level above sea level = 0 ft Ke = 1.0000 Constant = 0.00256

0.00256Ke = 0.00256

Enclosure Classification

Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller

Test for Open Building: All walls are at least 80% open.

Ao ≥ 0.8Ag

Test for Partially Enclosed Building: Predominately open on one side only

Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4sf or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed

Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:

Ao ≥ 1.1Aoi Ao > smaller of 4sf or 0.01 Ag Aoi / Agi ≤ 0.20 Where:

Ao = the total area of openings in a wall that receives positive external pressure.

Ag = the gross area of that wall in which Ao is identified.

Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.

Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.

Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed.

(This type building will have same wind pressures as an enclosed building.)

Reduction Factor for large volume partially enclosed buildings (Ri) :

If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri.

Total area of all wall & roof openings (Aog): - SF Unpartitioned internal volume (Vi) : - CF

Ri = 1.00

DC6

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE 9/19/24

CHECKED BY DATE

Wind Loads - MWFRS all h (Except for Open Buildings)

Kh = 0.690 GCpi = +/-0.18 Base pressure (qh) = 20.9 psf Bldg dim parallel to ridge = 198.0 ft G = 0.85

Roof Angle (θ) = 0.0 deg Bldg dim normal to ridge = 59.0 ft qi = qh Roof tributary area: h = 28.5 ft

Wind normal to ridge =(h/2)*L: 2822 sf ridge ht = 28.5 ft Wind parallel to ridge =(h/2)*L: 841 sf

Ultimate Wind Surface Pressures (psf)

Wind Normal to Ridge Wind Parallel to Ridge

L/B = 0.30 h/L = 0.48 L/B = 3.36 h/L = 0.14

Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.* Cp qhGCp w/ +qiGCpi w/ -qhGCpi

Windward Wall (WW) 0.80 14.2 see table below 0.80 14.2 see table below Leeward Wall (LW) -0.50 -8.9 -12.7 -5.1 -0.23 -4.1 -7.9 -0.4

Side Wall (SW) -0.70 -12.4 -16.2 -8.7 -0.70 -12.4 -16.2 -8.7

Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -16.0 -19.8 -12.2 0 to h/2* -0.90 -16.0 -19.8 -12.2 h/2 to h* -0.90 -16.0 -19.8 -12.2 h/2 to h* -0.90 -16.0 -19.8 -12.2 h to 2h* -0.50 -8.9 -12.7 -5.1 h to 2h* -0.50 -8.9 -12.7 -5.1

> 2h* -0.30 -5.3 -9.1 -1.6 > 2h* -0.30 -5.3 -9.1 -1.6 Pos/min windward roof press. -0.18 -3.2 -7.0 0.6 Min press. -0.18 -3.2 -7.0 0.6

*Horizontal distance from windward edge **Roof angle < 10 degrees. Therefore, leeward roof is included in windward roof pressure zones. For monoslope roofs, NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf entire roof surface is either multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. windward or leeward surface.

Windward roof overhangs : 14.2 psf (upward : add to qhGCp windward roof pressure)

Parapet z Kz Kzt qp (psf)

30.0 ft 0.701 1.00 21.2

Windward parapet: 31.8 psf (GCpn = +1.5) Leeward parapet: -21.2 psf (GCpn = -1.0)

Windward Wall Pressures at "z" (psf) Combined WW + LW Windward Wall Wind Normal Wind Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge

0 to 15' 0.57 1.00 11.8 8.1 15.6 20.7 16.0

20.0 ft 0.62 1.00 12.9 9.1 16.6 21.7 17.0

25.0 ft 0.67 1.00 13.7 9.9 17.5 22.6 17.8 h= 28.5 ft 0.69 1.00 14.2 10.5 18.0 23.1 18.4

DC7

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE

CHECKED BY DATE

Ultimate Wind Pressures

Wind Loads - Components & Cladding : h ≤ 60' Kh = 0.690 100.0 ft 30.0 ft

Base pressure (qh) = 20.9 psf h = 28.5 ft 0.2h = 5.7 ft 100.0 ft

Minimum parapet ht = 1.5 ft 0.6h = 17.1 ft 100.0 ft

Roof Angle (θ) = 0.0 deg GCpi = +/-0.18 Type of roof = Monoslope qi = qh = 20.9 psf

Roof Surface Pressure (psf) User input

Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 50 sf 200 sf

Negative Zone 1 -39.30 -36.70 -33.30 -30.70 -28.1 -26.0 -24.7 -24.7 -33.3 -28.1 Negative Zone 1' -22.60 -22.60 -22.60 -22.60 -19.4 -16.9 -16.0 -16.0 -22.6 -19.4 Negative Zone 2 -51.90 -48.50 -44.10 -40.80 -37.5 -34.8 -33.1 -33.1 -44.1 -37.5 Negative Zone 3 -70.70 -64.00 -55.20 -48.50 -41.9 -36.5 -33.1 -33.1 -55.2 -41.9

Positive All Zones 16.00 16.00 16.00 16.00 16.0 16.0 16.0 16.0 16.0 16.0

Overhang Zone 1&1' -35.60 -34.90 -34.10 -33.50 -28.1 -23.7 -20.9 -20.9 -34.1 -28.1 Overhang Zone 2 -48.10 -43.70 -37.80 -33.30 -28.9 -25.3 -23.0 -23.0 -37.8 -28.9 Overhang Zone 3 -66.90 -59.20 -48.90 -41.10 -33.3 -27.0 -23.0 -23.0 -48.9 -33.3

Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 3.8 psf)

Parapet qp = 21.2 psf Surface Pressure (psf) User input

Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A: Zone 2 : 67.9 63.5 57.7 53.3 48.9 43.1 57.7

Zone 3 : 87.0 79.2 69.0 61.2 53.4 43.1 69.0

CASE B: Interior zone : -40.1 -38.1 -35.4 -33.4 -31.3 -28.7 -35.4 Corner zone : -45.9 -42.8 -38.8 -35.7 -32.7 -28.7 -38.8 wall a = 5.9 ft

Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 70 sf 200 sf

Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -24.5 -21.1 -20.1 -18.8 -21.7 -20.1 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -30.1 -23.5 -21.5 -18.8 -24.5 -21.5

Positive Zone 4 & 5 1.08 0.92 0.87 0.81 22.6 19.3 18.3 16.9 19.8 18.3 Note: GCp reduced by 10% due to roof angle <= 10 deg.

User input

9/19/24

DC8

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE

CHECKED BY DATE

Snow Loads : ASCE 7- 16 Nominal Snow Forces

Roof slope = 0.0 deg Horiz. eave to ridge dist (W) = 59.0 ft

Roof length parallel to ridge (L) = 198.0 ft

Type of Roof Monoslope Ground Snow Load Pg = 10.0 psf Risk Category = II Importance Factor I = 1.0 Roof R value Rroof = 30 Thermal Factor Ct = 1.000 Exposure Factor Ce = 1.00

Pf = 0.7*Ce*Ct*I*Pg = 7.0 psf Unobstructed Slippery Surface no

Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 7.0 psf Near ground level surface balanced snow load = 10.0 psf

Rain on Snow Surcharge Angle 1.18 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 5.0 psf Ps plus rain surcharge = 12.0 psf Minimum Snow Load Pm = 10.0 psf

Uniform Roof Design Snow Load = 12.0 psf

0.55

Snow Drift 1 - Against roof projections, parapets, etc

Up or downwind fetch lu = 220.0 ft Projection height h = 5.2 ft Projection width/length lp = 20.0 ft Snow density γ = 15.3 pcf Balanced snow height hb = 0.46 ft hd = 2.99 ft hc = 4.74 ft hc/hb >0.2 = 10.4 Therefore, design for drift

Drift height (hd) = 2.99 ft Drift width w = 11.97 ft Surcharge load: pd = γ*hd = 45.8 psf

Balanced Snow load: = 7.0 psf

52.8 psf Snow Drift 2- Against roof projections, parapets, etc

Up or downwind fetch lu = 50.0 ft Projection height h = 4.0 ft Projection width/length lp = 20.0 ft Snow density γ = 15.3 pcf Balanced snow height hb = 0.46 ft hd = 1.39 ft hc = 3.54 ft hc/hb >0.2 = 7.7 Therefore, design for drift

Drift height (hd) = 1.39 ft Drift width w = 5.55 ft Surcharge load: pd = γ*hd = 21.2 psf

Balanced Snow load: = 7.0 psf

28.2 psf

9/19/24

Note: If bottom of projection is at least 2 feet above hb then snow drift is not required.

NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs

DC9

Virginia Beach, VA 23464 JOB NO. 24.061 SHEET NO.

757-474-0612 CALCULATED BY DFS DATE 9/19/24

CHECKED BY DATE

Seismic Loads: IBC 2021 Strength Level Forces

Risk Category : II Importance Factor (Ie) : 1.00

Site Class : D

Ss (0.2 sec) = 0.09 g Fa = 1.600 S1 (1.0 sec) = 0.04 g Fv = 2.400

Site specific ground motion analysis performed:

Sms = 0.150 SDS = 0.100 Design Category = A

Sm1 = 0.096 SD1 = 0.064 Design Category = A

Seismic Design Category = A

Redundancy Coefficient ρ = 1.00 Number of Stories: 3

Structure Type: Moment-resisting frame systems of reinforced concrete

Horizontal Struct Irregularities: No plan Irregularity

Vertical Structural Irregularities: No vertical Irregularity

Flexible Diaphragms: No

Building System: Shear wall-frame interactive system w/ordinary RC moment frames & shearwalls

Seismic resisting system: Shear wall-frame interactive system w/ ordinary RC moment frames & shear walls

System Structural Height Limit: Height not limited

Actual Structural Height (hn) = 28.5 ft

DESIGN COEFFICIENTS AND FACTORS

Response Modification Coefficient (R) = 4.5 To = 0.2(Sd1/Sds) = 0.128 Over-Strength Factor (Ωo) = 2.5 Ts = Sd1/Sds = 0.638

Deflection Amplification Factor (Cd) = 4 Long Period Transition Period (TL) = error, you need to enter TL (see link above right)

SDS = 0.100

SD1 = 0.064

Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = Qe +/- 0.000D QE = horizontal seismic force

Special Seismic Load Effect (Em) = Emh +/- Ev = Ωo QE +/- 0.2SDS D = &G40&"Qe +/-0.020D D = dead load

ALLOWABLE STORY DRIFT

Structure Type: All other structures

Allowable story drift Δa = 0.020hsx where hsx is the story height below level x

PERMITTED ANALYTICAL PROCEDURES

Index Force Analysis - Minimum lateral force Fx = 0.01Wx at each floor level

Model & Seismic Response Analysis - Permitted (see code for procedure)

Equivalent Lateral-Force (ELF) Analysis - Permitted

Building period coef. (CT) = 0.016 Cu = 1.70

Approx fundamental period (Ta) = CThn x = 0.326 Tmax = CuTa = 0.555 sec

User calculated fundamental period = T = 0.326 sec

Seismic response coef. (Cs) = SdsI/R = 0.022 need not exceed Cs = Sd1 I TL/RT^2 = 0.000 but not less than Cs = 0.044Sds*I = 0.010

USE Cs = 0.010 Design Base Shear V = 0.010W sec x= 0.90

DC10

Utility Building Calculations

JOB:

PAGE:

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Utility Roof Trusses

Top Chord Live Load 20 PSF

Top Chord Dead Load 10PSF

Bottom Chord Live Load 10 PSF

Bottom Chord Dead Load 5 PSF

Sep-24

24.061 JBLE Repair Dorm 130

UB1

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Design CMU Bearing Walls for Utility Bldg.

Known

8" CMU Wall Out-of-Plane Wind Load (from Struware) = 24.5 PSF (w)

Depth to reinforcing = 3.81 in. (d)

Running Bond Seismic Category A Roof Load acting on top of wall = 244 PLF (P)

Self weight of wall LW CMU with #5 rebar grouted at 40 in. O.C. (S) = 46 PSF (W)

Cross sectional area of #5 rebar = 0.31 in.²(As ) Effective area in compression = 42 in.² (Aₑ) f'ₘ = 1900 PSI Eₘ = 1900000 PSI Fₘ = 1/3*f'ₘ = 633 PSI Fₛ = 24000 PSI

Es = 29,000,000 PSI Wall Height = 14 ft. 5 1/2 in. (h) Wall Length = 12 ft. 4 in.

Calculations w*h

Es As

Em Sd np = k = [(np) + 2np]

1/2 -np = 0.220 j = 0.927

FsAsjd

Mrs < Mrm, therefore steel governs

Fa = 0.2*f'm[1-(12h/40tn)

] = 319 PSI

319 PSI >> 13.73 PSI, Wall is sufficient in axial strength.

fa Mmax

Fa 1.33Mr

24.061 JBLE Repair Dorm 130

Sep-24

Ra = = 177 PLF

Mmax = Swh

12*8 = 2134 ft-lb/S n = = =

1-k/3 =

15.26 p= 0.0020

0.031

Mrs = = 2189 ft-lbMrm = FmkjSd

2(12) = 3125 ft-lb

Therefore wall will work as designed+ <= 1 0.77 <= 1 fa = P + W*h/2

Ae

= 13.73 PSI

UB2

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Design of wall footing for utility bldg.

Known

1215 PLF (W) Height of Wall = 14 ft. 5 1/2 in.

Wall width = 12 in. (a) qnet = 1500 PSF Roof Wind Load = 120 PLF (w) Dead Load = 94 PLF + W = 1309 PLF (D)

Live Roof Load = 125 PLF (Lr)

Max Load Combination = LC 6. = 241 PLF Footing Depth = 1 ft., d = 9 in., b = 12 in.

Calculations b' = (W+LC)/qnet = 1 ft, however minimum design requires 2 ft.

W+LC

b' qu(b'-a)

Mu φbd

As = ρbd = Amin= 0.0018*bd = 0.1944 in /ft0.054 in

/ft

Since Amin governs, #4 bars at 12 in. O.C. are required for minimum reinforcing of a 2 ft.

wide 1 ft. deep wall footing.

= 876 PSF Mu= = 1315 in-lb/ft

Vu = qu [(b' - a)/2 - d] = 0, therefore Mu governs R = = 1.50, therefore ρ =

0.0005

24.061 JBLE Repair Dorm 130

Sep-24 qa = = 728 PSF 728 PSF << 1500 PSF qu = 1.2D+w+0.5Lr b'

Weight of wall = Length of wall = 12 ft. 4 in.

UB3

CALC. BY: DFS DATE:

CHECKED BY: DATE:

16 8 14 5 1/2 12 4 6 4 85 115 1900 633

1900000 60000 15.26 10 109 475 h (in.) b (in.) w' (psf) Ig (in

4) Yt (in.) Icr (in

) Ie (in

) W (lb.)

15.625 7.625 88 2424 3.81 614.91 2528.2 1960

5667 0.0038 0.0042 0.298 0.901 8616.5 5774

0.0181 0.3 1000 32.787 61

24000 29000000 d (in.) w (psf)

Therefore use 8 in. x 16 in. Lintel with 2 - #4 bars.

0.2 9096

0.366 0.4

12.625

Fm

(psi)

Em

(psi) fy

(psi)

Fs

(psi)

Es

(psi)

L

(ft.)

fr

(psi) fbrg(allow)

(psi) fbrg(max)

(psi)

Abrg

(in n

24.061 JBLE Repair Dorm 130

Sep-24

Lintel

Depth

(in.)

Wall

Thickness

(in.)

Wall

Height

(ft. in.)

Wall

Length

(ft. in.)

Door

Width

(ft. in.)

k As

(in j Mrm

(in-lb)

Mcr

(in-lb) f'm

(psi)

P

Dead

Load

(plf)

Live

Load

(plf)

Δmt

(in.)

Δmax

(in.)

Δallow

(in.)

Mrs

(in-lb)

V

(lb)

Mmax

(in-lb) Pe

Asb

(in

UB4

UB5

REFER TO NEXT PAGES FOR HURRICANE TIE

UB5

UB6UB6

UB7UB7

Enclosure Calculations

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Design CMU Screen Wall for Mechanical Yard.

Known

8" CMU Wall Out-of-Plane Wind Load (from Struware) = 20.9 PSF (w)

Depth to reinforcing = 3.81 in. (d)

Running Bond Seismic Category A

Self weight of wall LW CMU w/ #6 rebar grouted at 16 in. O.C. (S) = 59 PSF (W)

Cross sectional area of #6 rebar = 0.44 in^2 (As) Effective area in compression = 59 in^2 (Ae) f'm = 1900 PSI Em = 1900000 PSI Fm = 1/3*f'm = 633 PSI Fs = 24000 PSI

Es = 29,000,000 PSI Wall Height = 12 ft. 4 9/16 in. (h) Wall Length = 16 ft. 1 in.

(From top of footing)

Calculations

Ra = w*h = 259 PLF

Es As

Em Sd np = 0.110 k = [(np) + 2np]

1/2 -np = 0.372 j = 0.876

FsAsjd

Masonry resisting moment is < Steel resisting moment, therefore masonry governs

Fa = 0.2*f'm[1-(12h/40tn)

] = 341 PSI

341 PSI >> 12.39 PSI, Wall is sufficient in axial strength.

fa Mmax

Fa 1.33Mr

24.061 JBLE Repair Dorm 130

Sep-24

Mmax = Swh

= 2139 ft-lbs/S 12*2 n = = 15.26 p= = 0.0072

1-k/3 =

Mrm = FmkjSd

= 1997 ft-lbs Mrs = = 2937 ft-lbs 2(12)

Therefore wall will work as designed with #6 rebar at 16 in. O.C.

15.26*0.0017 = fa = P + W*h/2

= 12.39 PSI

Ae

+ <= 1 , 0.84 <= 1, E1

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Design Screen Wall Footing for Mechanical Yard.

Known

8" CMU Wall With 4" brick veneer. 12 ft. 4.56 in.

16 ft. 1 in.

20.9 PSF (w) 1500 PSF

40 PSF Weight of 8" CMU grout @ 48" O.C. = 59 PSF

Weight of Wall and Footing (P) = 2125.62 lbs MOVT

(1ft section) W

Calculations

Assume a 6 ft. wide footing. b

W MOVT

A S

W MOVT

A S

WL

Reinforcing

1.4W Mu = 1/8*qu(b-a) 2 = 1550 lb-ft b-a b 2

M > V, Therefore M governs reinforcing (d) = Footing depth - 3 in.

Mu φbd

As = 0.259 in^2, Therefore use #5 @ 12 in. O.C. for Transverse reinforcement.

As = 1.555 in^2, Therefore use (6) #5 spaced evenly for Longitudinal Reinforcement.

24.061 JBLE Repair Dorm 130

Sep-24

Wall Height =

Wall Length =

Out-of-Plane Wind Load (from Struware) = qnet =

Weight of 4" Clay Brick = e = = 0.84 ft.

k = = 1 ft.

Footing will work with assumed width because kern length (k) is > eccentricity (e) qmax = + = 621 PSF ρmin = 0.0018 qmin = - = 87.33 PSF

Mr = = 6377 lb-ft > 1.5*MOVT =

The wall footing will work as designed with a width of 6 ft.

qu = = 496 PSF Vu = qu*( -d)= 868 lb/ft

R = = 1.77 = ρfy(1-0.588ρfy/f'c), ρreq = 0.0000295, 2403 lb-ft

E2

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Design CMU Screen Wall for Trash Enclosure.

Known

8" CMU Wall Out-of-Plane Wind Load (from Struware) = 21.1 PSF (w)

Depth to reinforcing = 3.81 in. (d)

Running Bond Seismic Category A

Self weight of wall LW CMU w/ #6 rebar grouted at 48 in. O.C. (S) = 44 PSF (W)

Cross sectional area of #6 rebar = 0.44 in^2 (As) Effective area in compression = 40 in^2 (Ae) f'm = 1900 PSI Em = 1900000 PSI Fm = 1/3*f'm = 633 PSI Fs = 24000 PSI

Es = 29,000,000 PSI Wall Height = 8 ft. 9 in. (h) Wall Length = 12 ft. 8 in.

Calculations

Ra = w*h = 184.625 PLF

Es As

Em Sd np = 0.037 k = [(np) + 2np]

1/2 -np = 0.237 j = 0.921

FsAsjd

Steel resisting moment is < Masonry resisting moment, therefore steel governs

Fa = 0.2*f'm[1-(12h/40tn)

] = 366 PSI

366 PSI < 9.63 PSI, Wall is insufficient in axial strength.

fa Mmax

Fa 1.33Mr

24.061 JBLE Repair Dorm 130

Sep-24

Mmax = Swh

= 3231 ft-lbs/S 12*2 n = = 15.26 p= = 0.0024

15.26*0.0017 =

1-k/3 =

Mrm = FmkjSd

= 4010 ft-lbs Mrs = = 3088 ft-lbs

+ <= 1 , 0.811 <= 1, Therefore wall will work as designed with #6 rebar at 48 in. O.C.

2(12) fa = P + W*h/2

= 9.63 PSI

Ae

E3

CALC. BY: DFS DATE:

CHECKED BY: DATE:

Design Screen Wall Footing for Trash Enclosure.

Known

8" CMU Wall With 4" brick veneer interior and exterior. 8 ft. 9 in.

12 ft. 8 in.

21.1 PSF (w) 1500 PSF

40 PSF Weight of 8" CMU grout @ 48" O.C. = 44 PSF

Weight of Wall and Footing (P) = 1685 lbs MOVT

(1ft section) W

Calculations

Assume a 4 ft. wide footing. b

W MOVT

A S

W MOVT

A S

WL

Reinforcing

1.4W Mu = 1/8*qu(b-a) 2 = 524 lb-ft b-a b 2

M > V, Therefore M governs reinforcing (d) = Footing depth - 3 in.

Mu φbd

As = 0.259 in^2, Therefore use #5 @ 12 in. O.C. for Transverse reinforcement.

As = 1.037 in^2, Therefore use (5) #5 spaced evenly for Longitudinal Reinforcement.

24.061 JBLE Repair Dorm 130

Sep-24

Wall Height =

Wall Length =

Out-of-Plane Wind Load (from Struware) = qnet =

Weight of 4" Clay Brick = e = = 0.53 ft.

k = = 0.67 ft.

Footing will work with assumed width because kern length (k) is > eccentricity (e) qmax = + = 724 PSF qmin = - = 118.35 PSF

Mr = = 3370 lb-ft > 1.5*MOVT = 1212 lb-ft

The wall footing will work as designed with a width of 4 ft.

qu = = 590 PSF Vu = qu*( -d)= 344 lb/ft ρmin = 0.0018R = = 0.60 = ρfy(1-0.588ρfy/f'c), ρreq = 0.00001, E4

Brick Pier Calculations

BP1

DESIGN OF BRICK PIER

BACKING STRUCTURE

BP1

BP2

THEREFORE USE COLD FORMED STEEL SECTION 800S16254

OR (2) 600S137-33 BOXED STUD

DESIGN OF BRICK PIER

BACKING STRUCTURE

BP2

BP3BP3

BP4BP4

CALC. BY: PDM DATE:

CHECKED BY: DATE:

Design Typical P-2 Pile Cap at Brick Piers

Pier Height = 27.8 ft

Brick Weight = 40 psf (4-Sides)

Total Weight of Brick Pier = 4453.28 lbs

Pile Cap and Pile are loaded in compression only. Tie beam resolves lateral reaction at the base.

24.061 JBLE Repair Dorm 130

Sep-24

Therefore, refer to next pages for calculations.

Use 2'-6" wide x 5'-6" long x 2'-6"deep, reinforce in accordance with the typical detail shown on sheet S-504. Refer to next pages for pile cap design.

BP5

NRW Engineering, P.C.

Project

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by Date Chk'd by Date App'd by Date

PILE CAP ANALYSIS & DESIGN (ACI318-14)

In accordance with ACI318-14

Tedds calculation version 2.0.12

Design summary - PASS (0.844)

Pile analysis summary

Unit Applied Allowable Utilization Result

Pile axial compression, pile 2 kips 6 20 0.291 PASS

Pile cap design summary

Unit Required Provided Utilization Result

Flexural reinforcement in2 3 (min) 3.5 0.844 PASS

Two way col. mod. shear psi 2.1 374.7 0.006 PASS

Two way pile shear psi 9.1 164.3 0.055 PASS

5' 6" y x

1 2 z

BP6BP6

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by Date Chk'd by Date App'd by Date

Pile cap details

Pile cap width, along x axis; Lx = 5.5 ft

Pile cap width, along y axis; Ly = 2.5 ft

Total cap depth; Dcap = 25 in

Density of concrete; γconc = 150 lb/ft3

Height of soil above pile cap; hsoil = 16 in

Density of soil above pile cap; γsoil = 110 lb/ft3

Pile cap area; Acap = Lx × Ly = 1980.00 in2

Column details

Column width, along x axis; lx,col = 40 in

Column width, along y axis; ly,col = 20 in

Column location, x axis; xc = 2.75 ft

Column location, y axis; yc = 1.25 ft

Pile details

Pile material; Concrete

Concrete pile section; Circular

Pile diameter; hpile = 3 in

Allowable axial compression load; PpC,allow = 20 kips

Allowable axial tension load; PpT,allow = 0 kips

Allowable lateral load; Vp,allow = 0 kips

Number of piles; Np = 2

Pile embedment; dembed = 4 in

Pile spacing; sp = 36 in

Edge distance; E = 15 in

Surcharge loads

Surcharge dead load; pD,sur = 100 psf

Surcharge live loads; pL,sur = 100 psf

Column axial loads

Axial dead load; PD = 4.5 kips

Total area axial dead load; PD,area = γconc × Lx × Ly × Dcap + pD,sur × (Lx × Ly - lx,col × ly,col) + hsoil × γsoil × (Lx

× Ly - lx,col × ly,col) = 6.318 kips

Total area axial live load; PL,area = pL,sur × (Lx × Ly - lx,col × ly,col) = 0.819 kips

Pile group centroid

Centroid location, x direction; xpg,c = (xp1 + xp2) / Np = 2.75 ft

Centroid location, y direction; ypg,c = (yp1 + yp2) / Np = 1.25 ft

Pile distance from centroid

Pile 1 centroid distance, x direction; xp1,c = xp1 - xpg,c = -1.5 ft

Pile 1 centroid distance, y direction; yp1,c = yp1 - ypg,c = 0 ft

Pile 2 centroid distance, x direction; xp2,c = xp2 - xpg,c = 1.5 ft

Pile 2 centroid distance, y direction; yp2,c = yp2 - ypg,c = 0 ft

Moment of inertia of pile group

Moment of inertia about x-x axis; Ixx = yp1,c 2 + yp2,c

2 = 0 ft2

BP7BP7

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by Date Chk'd by Date App'd by Date

Moment of inertia about y-y axis; Iyy = xp1,c 2 + xp2,c

2 = 4.5 ft2

Loading eccentricity

Eccentricity of column load, x direction; ex,c = xc - xpg,c = 0 ft

Eccentricity of column load, y direction; ey,c = yc - ypg,c = 0 ft

Dead load pile forces

Dead axial load on pile 1; Pp1,D = (PD + PD,area) / Np = 5.41 kips

Dead axial load on pile 2; Pp2,D = (PD + PD,area) / Np = 5.41 kips

Live load pile forces

Live axial load on pile 1; Pp1,L = (PL + PL,area) / Np = 0.41 kips

Live axial load on pile 2; Pp2,L = (PL + PL,area) / Np = 0.41 kips

ASCE 7-16 load combinations (ASD)

1.0D (0.270)

1.0D + 1.0L (0.291)

1.0D + 0.6W (0.270)

0.6D + 0.6W (0.162)

Combination 2 results: 1.0D + 1.0L

Pile 2 axial load; Pp2 = 1.0 × Pp2,D + 1.0 × Pp2,L = 5.82 kips max(Pp2 / PpC,allow,0) = 0.291

PASS - Pile allowable compression load exceeds axial force

Pile cap design

Material details

Compressive strength of concrete; f'c = 3000 psi

Concrete type; Normal weight

Concrete modification factor; λ = 1

Yield strength of reinforcement; fy = 60000 psi

Compression-controlled strain limit (21.2.2.1) εty = 0.002

Nominal cover to top reinforcement; cnom,top = 3 in

Nominal cover to bottom reinforcement; cnom,bot = 3 in

ASCE 7-16 load combinations (LRFD)

1.4D (0.844)

1.2D + 1.6L + 0.5Lr (0.844)

Reinforcement in y direction

Reinforcement provided; 8 No.6 top bars (8 in c/c)

Area of reinforcement provided; As.prov = 3.52 in2

Minimum area of reinforcement (24.4.3.2); As.min = 0.0018 × Lx × Dcap = 2.97 in2

PASS - Area of reinforcement provided exceeds minimum

Maximum spacing of reinforcement (24.4.3.3); smax = min(5 × Dcap, 18 in) = 18 in

PASS - Maximum permissible reinforcement spacing exceeds actual spacing

Combination 2 results: 1.2D + 1.6L + 0.5Lr

Column modified two way shear design

Depth to reinforcement; dv2 = 16.875 in

Distance to closest pile, x direction; N.A.

BP8BP8

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by Date Chk'd by Date App'd by Date

Distance to closest pile, y direction; N.A.

Shear perimeter length; lx,perim = 53 in

Shear perimeter width; ly,perim = 25 in

Shear perimeter, modified (CRSI 5.3); bs = lx,perim + ly,perim = 78.000 in

Area inside shear perimeter; AInsidePerim = lx,perim × ly,perim = 1325.000 in2

Ultimate shear load; Vu = abs(Sum(0.833 × Pp2,LRFD2) - 1.2 × (γconc × Dcap + pD,sur + γsoil × hsoil) ×

(Acap - AInsidePerim) - 1.6 × pL,sur × (Acap - AInsidePerim)) = 2.173 kips

Ultimate shear stress from vertical load; vumod = max(Vu / (bs × dv2),0 psi) = 1.651 psi

Equivalent shear perimeter, traditional; bo = bs + dv2 = 94.875 in

Column geometry factor (Table 22.6.5.2); β = lx,col / ly,col = 2.00

Column location factor (22.6.5.3); αs =20

Concrete shear strength, traditional (22.6.5.2); vcpa = (2 + 4 / β) × λ × √(f'c × 1 psi) = 219.089 psi vcpb = (αs × dv2 / bo + 2) × λ × √(f'c × 1 psi) = 304.387 psi vcpc = 4 × λ × √(f'c × 1 psi) = 219.089 psi vcp = min(vcpa,vcpb,vcpc) = 219.089 psi

Concrete shear strength, modified (CRSI 5.3); vcp.mod = min((dv2 / (2 × (etolerance + dp / 2))) × (bo / bs) × vcp, 32 × √(f'c × 1 psi))

= 499.665 psi

Shear strength reduction factor; φv = 0.75

Nominal shear stress capacity (Eq. 22.6.1.2); vn = vcp.mod = 499.665 psi

Design shear stress capacity (8.5.1.1(d)); φvn = φv × vn = 374.749 psi vumod / φvn = 0.004

PASS - Design shear capacity exceeds ultimate shear load

Pile two way shear design, pile 2

Depth to reinforcement; dv2 = 16.875 in

Shear perimeter length; lx,perim = 24.767 in

Shear perimeter width; ly,perim = 24.767 in

Shear perimeter (22.6.4); bo = lx,perim + ly,perim = 49.534 in

Ultimate shear load; Vu = abs(Pp2,LRFD2) = 7.146 kips

Ultimate shear stress from vertical load; vug = max(Vu / (bo × dv2),0 psi) = 8.550 psi

Pile geometry factor (Table 22.6.5.2); β = ly,pile / lx,pile = 1.00

Pile location factor (22.6.5.3); αs =20

Pile shear strength (22.6.5.2); vcpa = (2 + 4 / β) × λ × √(f'c × 1 psi) = 328.634 psi vcpb = (αs × dv2 / bo + 2) × λ × √(f'c × 1 psi) = 482.738 psi vcpc = 4 × λ × √(f'c × 1 psi) = 219.089 psi vcp = min(vcpa,vcpb,vcpc) = 219.089 psi

Shear strength reduction factor; φv = 0.75

Nominal shear stress capacity (Eq. 22.6.1.2); vn = min(vcpa,vcpb,vcpc) = 219.089 psi

Design shear stress capacity (8.5.1.1(d)); φvn = φv × vn = 164.317 psi vug / φvn = 0.052

PASS - Design shear capacity exceeds ultimate shear load

BP9BP9

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by Date Chk'd by Date App'd by Date

5' 6" y x

4 No.6 bot bars (7 in c/c)

4 No.6 top bars (7 in c/c)

N o .6 b o t b a rs i n c /c

N o .6 t o p b a rs i n c /c

BP10BP10

CALC. BY: PDM DATE:

CHECKED BY: DATE:

Design Tie Beams at Brick Piers

From Brick Pier Calculations, page BP1

Uniform WL to Brick Pier = 59.9 #/ft

From previous pile calc:

Pile Cap and Pile are loaded in compression only. Tie beam resolves lateral reaction at the base.

Max Rxn transmitted to Tie Beam:

Rmax = (59.9#/ft)*(27.75ft)

Rmax = 1662 lbs

24.061 JBLE Repair Dorm 130

Sep-24

Therefore, refer to next pages for calculations. Use 1'-0" wide x 1'-0" deep, reinforce in accordance with the typical detail shown on sheet S-504. Refer to next pages for pile cap design.

BP11

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by

PDM

Date

5/23/2023

Chk'd by Date App'd by Date

RC COLUMN DESIGN

In accordance with ACI318-14

Tedds calculation version 2.2.07

Design summary

Description Unit Capacity Applied Utilization Result

Axial kips 199.4 1.7 0.009 -x x y y 1'

4 × No. 5 longitudinal bars

No. 3 ties @ 10 in c/c

Applied loads

Ultimate axial force acting on column; Pu_act = 1.7 kips

Geometry of column

Depth of column (larger dimension of column); h = 12.0 in

Width of column (smaller dimension of column); b = 12.0 in

Clear cover to reinforcement (both sides); cc = 1.5 in

Unsupported height of column about x axis; lux = 4.5 ft

Effective height factor about x axis; kx = 1.00

Column state about the x axis; Unbraced

Unsupported height of column about y axis; luy = 4.5 ft

Effective height factor about y axis; ky = 1.00

Column state about the y axis; Unbraced

Check on overall column dimensions

Column dimensions are OK - h < 4b

Reinforcement of column

Numbers of bars of longitudinal steel; N = 4

Longitudinal steel bar diameter number; Dbar_num = 5

Diameter of longitudinal bar; Dlong = 0.625 in

Stirrup bar diameter number; Dstir_num = 3

Diameter of stirrup bar; Dstir = 0.375 in

Specified yield strength of reinforcement; fy = 60000 psi

BP12BP12

MUHJ-19-4057 Repair Dorm Facility 131

Job Ref.

22.066

Section

Brick Pier Foundation Design

Sheet no./rev.

Calc. by

PDM

Date

5/23/2023

Chk'd by Date App'd by Date

Specified compressive strength of concrete; f’c = 3000 psi

Modulus of elasticity of bar reinforcement; Es = 29 × 106 psi

Modulus of elasticity of concrete; Ec = 57000 × f’c1/2 × (1psi)1/2 = 3122019 psi

Yield strain; εy = fy / Es = 0.00207

Ultimate design strain; εc = 0.003 in/in

Check for minimum area of steel - 10.6.1.1

Gross area of column; Ag = h ×b = 144.000 in2

Area of steel; Ast = N × ( π × Dlong

2) / 4 = 1.227 in2

Minimum area of steel required; Ast_min = 0.01× Ag = 1.440 in2

Area of reinforcement provided (Ast) is less than the minimum required (Ast_min) therefore apply ACI 318 clause 10.3.1.2

Reduced column area to satisfy min reinft; Ag_red = Ast / 0.01 = 122.718 in2

PASS- Reduced effective area is not less than half gross area

Check for maximum area of steel - 10.6.1.1

Permissible maximum area of steel; Ast_max = 0.08× Ag = 11.520 in2

Ast< Ast_max, PASS - Maximum steel check

Design of column ties - 25.7.2

Spacing of lateral ties; sv_ties = 10.000 in

16 times longitudinal bar diameter; sv1 = 16 × Dlong = 10.000 in

48 times tie bar diameter; sv2 = 48 × Dstir = 18.000 in

Least column dimension; sv3 = min (h,b) = 12.000 in

Required tie spacing ; s = min(sv1,sv2,sv3) = 10.000 in sv_ties < s PASS

Slenderness check about x axis

Radius of gyration; rx = 0.3 × h = 3.6 in

Actual slenderness ratio; srx_act = kx × lux / rx = 15

Slenderness ratio is less than 22, slenderness effects may be neglected

Slenderness check about y axis

Radius of gyration; ry = 0.3 × b = 3.6 in

Actual slenderness ratio; sry_act = ky × luy / ry = 15

Slenderness ratio is less than 22, slenderness effects may be neglected

Axial load capacity of axially loaded column

Strength reduction factor; φ = 0.65

Area of steel on compression face; A’s = Ast / 2 = 0.614 in2

Area of steel on tension face; As = Ast / 2 = 0.614 in2

Net axial load capacity of column; Pn =0.8 × (0.85 × f’c × (Ag_red - Ast ) + fy × Ast ) = 306.747 kips

Ultimate axial load capacity of column; Pu =φ × Pn = 199.386 kips

PASS : Column is safe in axial loading

BP13BP13

Stairwell Roof Calculations

SR1SR1

SR2SR2

www.SSMA.com34 Copyright © 2022 by the SSMA

20 psf Lateral Load

Wall Height

(ft) Spacing

(in) oc

400S137 400S162 400S200 550S162

33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi

33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68

12 1.06 1.74 3.14 4.41 1.42 2.25 4.04 5.57 1.76 2.88 5.10 6.97 1.93 2.95 5.22 7.06 16 0.83 1.50 2.92 4.18 1.17 1.99 3.79 5.31 1.48 2.60 4.82 6.69 1.74 2.77 5.05 6.89 24 0.40 4 1.04 2.50 3.72 0.70 1.50 3.32 4.81 0.97 2.06 4.28 6.14 1.35 2.41 4.70 6.55

12 0.84 1.49 2.83 4.07 1.17 1.95 3.64 5.08 1.47 2.53 4.59 6.36 1.75 2.77 5.03 6.90 16 0.57 4 1.20 2.56 3.77 0.87 1.64 3.34 4.76 1.15 2.19 4.25 6.01 1.50 2.54 4.80 6.67 24 - 0.67 3 2.06 3.21 0.33 3 1.07 4 2.78 4.16 0.55 4 1.56 3.61 5.35 1.03 2.09 4.36 6.23

12 0.62 4 1.22 2.49 3.62 0.90 1.64 3.21 4.54 1.18 2.17 4.05 5.69 1.54 2.56 4.76 6.69 16 0.31 3 0.89 4 2.18 3.28 0.57 3 1.29 2.87 4.17 0.81 4 1.78 3.66 5.29 1.24 2.28 4.48 6.40 24 - 0.30 3 1.61 3 2.65 4 - 0.64 3 2.24 4 3.48 0.15 3 1.07 3 2.94 4.54 0.69 1.74 3.94 5.85

12 0.19 3 0.70 3 1.78 4 2.67 0.41 3 1.03 3 2.33 4 3.38 0.61 3 1.44 4 2.96 4.31 1.08 2.07 4.10 5.91 16 - 0.32 3 1.42 3 2.27 3 - 0.62 3 1.94 3 2.96 4 0.20 3 0.99 3 2.52 4 3.84 0.70 4 1.69 3.72 5.51 24 - - 0.79 2 1.58 3 - - 1.25 2 2.20 3 - 0.20 2 1.73 3 3.00 3 - 0.99 4 3.01 4.76

12 - 0.25 2 1.15 3 1.82 3 - 0.50 3 1.56 3 2.35 3 0.14 2 0.81 3 2.01 3 3.05 4 0.61 3 1.53 3.34 4.97 16 - - 0.79 2 1.42 2 - - 1.16 2 1.92 3 - 0.35 2 1.57 3 2.58 3 0.17 3 1.08 3 2.88 4 4.48 24 - - 0.16 1 0.73 1 - - 0.48 1 1.18 2 - - 0.79 2 1.76 2 - 0.26 3 2.05 3 3.59 3

12 - - 0.67 2 1.17 2 - - 0.98 2 1.58 3 - 0.32 2 1.30 2 2.10 3 0.18 3 1.00 3 2.57 4 3.97 16 - - 0.32 1 0.80 2 - - 0.60 1 1.17 2 - - 0.87 2 1.65 2 - 0.51 3 2.07 3 3.43 3

24 - - - 0.15 1 - - - 0.48 1 - - 0.14 1 0.89 1 - - 1.19 2 2.48 3

20 psf Lateral Load

Wall Height

(ft) Spacing

(in) oc

350S162 362S137 362S162 362S200

33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi

33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68

12 1.16 1.89 3.36 4.46 0.91 1.53 2.77 3.80 1.23 1.99 3.55 4.76 1.55 2.56 4.49 6.01 16 0.90 1.62 3.11 4.21 0.67 1.28 2.54 3.56 0.98 1.72 3.30 4.50 1.27 2.27 4.20 5.72 24 0.43 3 1.11 4 2.64 3.72 0.24 3 0.81 4 2.11 3.10 0.50 4 1.21 2.82 4.01 0.74 4 1.71 3.65 5.18

12 0.90 1.57 2.91 3.92 0.68 1.26 2.43 3.37 0.97 1.68 3.12 4.23 1.25 2.19 3.94 5.34 16 0.60 3 1.26 2.62 3.62 0.41 3 0.97 4 2.16 3.08 0.67 4 1.36 2.82 3.92 0.92 1.85 3.60 5.00 24 - 0.69 3 2.08 4 3.06 - 0.44 3 1.66 3 2.55 4 0.13 3 0.78 3 2.27 4 3.34 0.32 3 1.21 4 2.97 4.37

12 0.64 3 1.25 2.45 3.37 0.46 3 0.99 4 2.07 2.91 0.71 4 1.36 2.67 3.66 0.95 1.82 3.38 4.65 16 0.32 3 0.91 3 2.14 4 3.03 0.16 3 0.66 3 1.77 4 2.59 0.38 3 1.01 3 2.34 3.32 0.59 3 1.43 4 3.00 4.27 24 - 0.29 3 1.56 3 2.43 3 - - 1.22 3 2.01 3 - 0.38 3 1.74 3 2.69 4 - 0.74 3 2.32 3 3.58 4

12 0.18 2 0.67 3 1.62 3 2.33 4 - 0.48 3 1.36 3 2.02 4 0.24 2 0.76 3 1.81 3 2.58 4 0.41 3 1.11 3 2.32 4 3.32 16 - 0.30 2 1.29 3 1.97 3 - 0.13 2 1.04 3 1.67 3 - 0.38 2 1.45 3 2.20 3 - 0.69 3 1.92 3 2.91 4

24 - - 0.70 2 1.35 2 - - 0.48 2 1.06 2 - - 0.84 2 1.55 2 - 1.21 2 2.19 3

12 - 0.22 2 1.00 2 1.54 3 - - 0.82 2 1.31 3 - 0.29 2 1.14 2 1.73 3 - 0.54 2 1.49 3 2.28 3

16 - - 0.68 2 1.20 2 - - 0.50 1 0.97 2 - - 0.79 2 1.36 2 - 0.12 2 1.10 2 1.88 3

24 - - 0.13 1 0.60 1 - - 0.39 1 - - 0.21 1 0.73 1 - 0.43 1 1.18 2

12 - - 0.57 1 0.98 2 - - 0.42 1 0.80 2 - - 0.66 1 1.12 2 - 0.12 1 0.91 2 1.53 2

16 - - 0.26 1 0.66 1 - - 0.13 1 0.49 1 - - 0.34 1 0.77 1 - - 0.54 1 1.15 2

24 - - - 0.11 1 - - - - - - - 0.19 1 - - - 0.50 1

20 psf Lateral Load

Wall Height

(ft) Spacing

(in) oc

600S137 600S162 600S200

33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi

33 43 54 68 97 33 43 54 68 97 33 43 54 68 97

12 1.42 2.17 3.53 4.77 7.30 2.00 3.02 5.25 7.10 11.06 2.43 3.86 7.01 9.55 15.23 16 1.27 2.02 3.40 4.65 7.20 1.82 2.85 5.10 6.95 10.91 2.25 3.66 6.81 9.36 15.04 24 0.97 1.73 3.15 4.40 6.99 1.47 2.53 4.79 6.65 10.61 1.88 3.27 6.42 9.00 14.67

12 1.29 2.04 3.41 4.66 7.21 1.85 2.87 5.11 6.96 10.91 2.26 3.65 6.73 9.25 14.84 16 1.10 1.85 3.25 4.50 7.07 1.62 2.66 4.91 6.76 10.72 2.02 3.40 6.48 9.01 14.60 24 0.73 1.48 2.93 4.18 6.80 1.18 2.25 4.51 6.38 10.34 1.56 2.91 5.98 8.54 14.12

12 1.15 1.90 3.28 4.53 7.09 1.67 2.71 4.94 6.79 10.74 2.06 3.41 6.41 8.89 14.37 16 0.92 1.67 3.08 4.33 6.92 1.40 2.45 4.69 6.55 10.50 1.77 3.11 6.10 8.59 14.06 24 0.47 1.22 2.69 3.94 6.58 0.86 1.94 4.20 6.06 10.01 1.22 2.51 5.49 8.01 13.47

12 0.82 1.56 2.97 4.21 6.80 1.25 2.28 4.48 6.37 10.29 1.60 2.86 5.63 8.00 13.16 16 0.50 1.24 2.68 3.92 6.54 0.88 1.92 4.11 6.00 9.91 1.22 2.44 5.19 7.58 12.72 24 - 0.63 4 2.13 3.36 6.03 0.19 3 1.24 3.43 5.30 9.18 0.50 4 1.66 4.37 6.77 11.86

12 0.46 4 1.17 2.59 3.81 6.42 0.79 1.78 3.79 5.58 9.63 1.11 2.24 4.71 6.92 11.64 16 - 0.76 4 2.21 3.42 6.05 0.35 3 1.33 4 3.33 5.10 9.09 0.64 4 1.73 4.18 6.38 11.06 24 - 0.01 3 1.50 3 2.68 4 5.35 - 0.52 3 2.49 3 4.21 8.09 - 0.79 3 3.19 4 5.39 9.97

12 - 0.76 3 2.15 4 3.33 5.92 0.35 3 1.26 4 3.03 4.64 8.21 0.62 3 1.62 3.76 5.75 9.94 16 - 0.28 3 1.69 3 2.84 4 5.44 - 0.75 3 2.52 3 4.08 7.58 0.10 3 1.04 3 3.16 4 5.13 9.25 24 - - 0.85 2 1.95 3 4.56 3 - - 1.60 3 3.09 3 6.44 4 - - 2.09 3 4.03 3 8.00

If no note, deflection meets L/720 1Deflection meets L/120 2Deflection meets L/240 3Deflection meets L/360 4Deflection meets L/600 See Table Notes on page 31.

Combined Axial and Lateral Loads

SR3SR3

SR4SR4

SR5SR5

SR6SR6

Cooling Tower Platform Calculations

CT1

CT2

JBLE Repair Dorm Facility 131

Job Ref.

22.066

Section

Cooling Tower Platform

Sheet no./rev.

Calc. by

DFS

Date

1/27/2025

Chk'd by Date App'd by Date

COLUMN BASE PLATE DESIGN

In accordance with AISC Steel Design Guide 1 and AISC 360-16

Tedds calculation version 2.1.12

Design summary

Overall design status; PASS

Description Unit Required Provided Utilization Result

Plate thickness (in) 0.201 0.750 0.268 PASS

Bearing strength (kips) 6.80 331.50 0.021 PASS

Bolt combined shear bending (ksi) 2.92 32.63 0.090 PASS

Anchor shear strength (kips) 0.94 12.10 0.078 PASS

Shear breakout (front) (kips) 0.94 11.71 0.080 PASS

Side shear breakout (front) (kips) 0.94 23.42 0.040 PASS

Anchor pryout (kips) 0.94 52.05 0.018 PASS

2" 6" 2"

.0

.0

.0

Plan on baseplate Elevation on baseplate

0.07 ksi

6.8 kips

0.9 kips

HSS 4x4x1/4

Bolt diameter - 0.8"

Bolt embedment - 8.0"

Flange/base weld - 0.3"

Web/base weld - 0.3"

Design forces and moments

Axial force; Pu = 6.8 kips; (Compression)

Bending moment; Mu = 0.0 kip_in

Shear force; Fv = 0.9 kips

Eccentricity; e = ABS(Mu / Pu) = 0.000 in

Anchor bolt to center of plate; f = 0in = 0.000 in

Column details

Column section; HSS 4x4x1/4

Depth; d = 4.000 in

Breadth; bf = 4.000 in

Thickness; t = 0.233 in

Baseplate details

Depth; N = 10.000 in

Breadth; B = 10.000 in

Thickness; tp = 0.750 in

Design strength; Fy = 36.0 ksi

Foundation geometry

Member thickness; ha = 12.000 in

CT3

JBLE Repair Dorm Facility 131

Job Ref.

22.066

Section

Cooling Tower Platform

Sheet no./rev.

Calc. by

DFS

Date

1/27/2025

Chk'd by Date App'd by Date

Dist center of baseplate to left edge foundation; xce1 = 18.000 in

Dist center of baseplate to right edge foundation; xce2 = 18.000 in

Dist center of baseplate to bot edge foundation; yce1 = 18.000 in

Dist center of baseplate to top edge foundation; yce2 = 18.000 in

Minimum tensile strength, base plate; Fy = 36 ksi

Minimum tensile strength, column; FyCol = 42 ksi

Compressive strength of concrete; f’c = 3 ksi

Strength reduction factors

Compression; φc = 0.65

Flexure; φb = 0.90

Weld shear; φv = 0.75

Plate cantilever dimensions

Minimum distance to edge of concrete; lmin = min(min(xce1, xce2) - N / 2 , min(yce1, yce2) - B / 2) = 13.000 in

Area of base plate; A1 = B × N = 100.000 in2

Maximum area of supporting surface; A2 = (N + 2 × lmin)2 × (B / N) = 1296.000 in2

Nominal strength of concrete under base plate; Pp = 0.85 × f'c × A1 × min(√(A2 / A1), 2) = 510.0 kips

Bending line cantilever distance m; m = (N - 0.95 × d) / 2 = 3.100 in

Bending line cantilever distance n; n = (B - 0.95 × bf) / 2 = 3.100 in

Maximum bending line cantilever; l = max(m, n) = 3.100 in

Plate thickness

Required plate thickness; tp,req = l × √((2 × Pu) / (φb × Fy × B × N)) = 0.201 in

Specified plate thickness; tp = 0.750 in

PASS - Thickness of plate exceeds required thickness

Design bearing strength (AISC 360-05-J8)

Design bearing strength; Pp = 510.00 kips

Factored bearing strength; φcPp = 331.50 kips

PASS - Allowable bearing stress exceeds applied bearing stress

Combined shear and tension in anchor bolts

Gross cross sectional area of anchor; Abolt = π × da 2 / 4 = 0.442 in2

Thickness of washer; twash = 0.250 in

Shear stress in anchor; fv = Fv / (NboltV × Abolt) = 1.06 ksi

Lever arm; z = (tp + twash / 2) / 2 = 0.438 in

Bending in anchor; Ml = Fv × z / NboltV = 0.02 kips_ft

Plastic modulus of anchor; Zbolt = da 3 / 6 = 0.070 in3

Stress in anchor due to bending; ftb = Ml / Zbolt = 2.9 ksi

Axial stress in anchor; fta = 0 ksi = 0.0 ksi

Tensile stress in anchor; ft = ftb + fta = 2.9 ksi

Nominal tensile stress of anchor (Table J3.2); Fnt = 0.75 × futa = 43.5 ksi

Nominal shear stress of anchor (Table J3.2); Fnv = 0.45 × futa = 26.1 ksi

Tensile stress of anchor; φFnt = φ × Fnt = 32.6 ksi

Modified tensile stress (Eqn J3-3a); φF'nt = min(φ × (1.3 × Fnt - (Fnt / (φ × Fnv)) × fv), φFnt) = 32.6 ksi

PASS - Combined shear and bending resistance of rods exceed tensile stress in rods

CT4

JBLE Repair Dorm Facility 131

Job Ref.

22.066

Section

Cooling Tower Platform

Sheet no./rev.

Calc. by

DFS

Date

1/27/2025

Chk'd by Date App'd by Date

ANCHOR BOLT DESIGN

In accordance with ACI318-19 (22)

Tedds calculation version 2.1.11

Anchor bolt geometry

Type of anchor bolt; Cast-in headed end bolt anchor

Diameter of anchor bolt; da = 0.75 in

Number of bolts in x direction; Nboltx = 2

Number of bolts in y direction; Nbolty = 2

Total number of bolts; ntotal = (Nboltx × 2) + (Nbolty - 2) × 2 = 4

Total number of bolts in tension; ntens = (NboltN × 2) + (Nbolty - 2) = 2

Spacing of bolts in x direction; sboltx = 6 in

Spacing of bolts in y direction; sbolty = 6 in

Number of threads per inch; nt = 10

Effective cross-sectional area of anchor; Ase = π / 4 × (da - 0.9743 in / nt)2 = 0.334 in2

Embedded depth of each anchor bolt; hef = 8 in

Material details

Minimum yield strength of steel; fya = 36 ksi

Nominal tensile strength of steel; futa = 58 ksi

Compressive strength of concrete; f’c = 3 ksi

Concrete modification factor; λ = 1.00

Modification factor for cast-in anchor concrete failure λa = 1.0 × λ= 1.00

Strength reduction factors

Tension of steel element; φt,s = 0.75

Shear of steel element; φv,s = 0.65

Concrete tension; φt,c = 0.65

Concrete shear; φv,c = 0.70

Concrete tension for pullout; φt,cB = 0.70

Concrete shear for pryout; φv,cB = 0.70

Shear force applied to bolt group; V = 0.94 kips

Steel strength of anchor in shear (17.7.1)

Built-up grout pads are used so nominal strength will be multiplied by 0.8 (17.7.1.2.1)

Effective number of anchors in shear; NboltV = 2

Nom strength of anchor in shear; Vsa = 0.8 × NboltV × 0.6 × Ase × futa = 18.62 kips

Steel strength of anchor in shear; φVsa = φv,s × Vsa = 12.10 kips

PASS - Steel strength of anchor exceeds shear in bolts

CT5

JBLE Repair Dorm Facility 131

Job Ref.

22.066

Section

Cooling Tower Platform

Sheet no./rev.

Calc. by

DFS

Date

1/27/2025

Chk'd by Date App'd by Date

Concrete breakout strength in shear perpendicular to edge - Case 2. All shear resisted by rear bolts (17.7.2)

.0

.0

' 3

.0

1' 3.0" 6.0" 1' 3.0"

Plan on foundation

AA

Concrete breakout - shear

0.94 kips

3'

' 8

Section A-A

The anchors are influenced by three or more edges where any edge distance is less than 1.5ca1 so value of ca1 is limited to c'a1 (17.7.2.1.2).

Bolt offset for limiting shear; xV,r = 11.00 in

Limiting edge distance; c’a1 = 10 in

Applied shear; Vapp = V = 0.94 kips

Edge distance x for shear near corner; ca1 = 21 in

Edge distance y for shear near corner; ca2 = min(yce1, yce2) - (((Nbolty - 1)/2) × sbolty) = 15 in

Load bearing length of anchor; le = min(hef, 8 × da) = 6 in

Basic concrete breakout strength; Vb1 = 7 × (le / da)0.2 × √(da) × λa × √(f'c × 1psi) × (c'a1)1.5 = 15.92 kips

Vb2 = 9 × λa × √(f'c × 1psi × 1 in) × (c'a1)1.5 = 15.59 kips

Basic concrete breakout strength; Vb = Min(Vb1, Vb2) = 15.59 kips

Projected area of a single anchor; AVco = 4.5 × c'a1 2 = 450 in2

Projected area of a group of anchors; AVc = 432 in2

Mod factor for edge effect; ψed.V = 1.000 = 1.000

Eccentricity of loading; e’V = 0 in

Modification factor of eccentric loading; ψec,V = min(1, 1 / (1 + ((2 × e'V) / (3 × c'a1)))) = 1.000

Modification factor for cracking; ψc,V = 1.000

Modification factor for edge distance; ψh,V = max(√(1.5 × c'a1 / ha), 1) = 1.118

Nominal concrete break out strength in shear; Vcbg = AVc / AVco × ψec,V × ψed,V × ψc,V × ψh,V × Vb = 16.73 kips

Concrete break out strength in shear; φVcbg = φv,c ×Vcbg = 11.71 kips

PASS - Shear breakout perpendicular to edge strength exceeds shear in bolts

CT6

JBLE Repair Dorm Facility 131

Job Ref.

22.066

Section

Cooling Tower Platform

Sheet no./rev.

Calc. by

DFS

Date

1/27/2025

Chk'd by Date App'd by Date

Concrete breakout strength in shear perpendicular to edge - Case 3. All shear resisted by front bolts (17.7.2)

.0

.0

' 3

.0

1' 3.0" 6.0" 1' 3.0"

Plan on foundation

AA

Concrete breakout - shear

0.94 kips

3'

' 8

The anchors are influenced by three or more edges where any edge distance is less than 1.5ca1 so value of ca1 is limited to c'a1 (17.7.2.1.2).

Bolt offset for limiting shear; xV,f = 5.00 in

Limiting edge distance; c’a1 = 10 in

Applied shear; Vapp = V = 0.94 kips

Edge distance x for shear near corner; ca1 = 15 in

Edge distance y for shear near…