Atch 5_Calculations_MUHJ 23 4038_Convert Old Steam Plant_Facility 655.pdf

Calculations

CONVERT STEAM PLANT

FACILITY 655

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

100% DESIGN SUBMITTAL

11 OCTOBER 2024

TASK ORDER NUMBER: FA480023F0286

PROJECT NUMBER: MUHJ-23-4038 DA No. 22042

Design by:

Dills Architects, P.C.

1432 N. Great Neck Road, Suite 204

Virginia Beach, Virginia 23454-1342 dillsarchitects.com

TABLE OF CONTENTS

STRUCTURAL CALCULATIONS………………………………...……....PG 3-143

PLUMBING CALCULATIONS………………………………………….PG 144-153

MECHANICAL CALCULATIONS………………………………..……..PG 154-159

ELECTRICAL CALCULATIONS………………………………….....…PG 160-173

MUHJ-23-4038

Repair Steam Plant Facility 655 JBLE – Langley, VA

STRUCTURAL CALCULATIONS

100% Submittal

Engineer (s) Peyton D. Mulé , PE

Paul Masterman, EIT

Table of Contents Page Design Criteria

StruWare Structural Calculations

Existing Steel Truss Analysis

Existing High Flat Roof Analysis

One-Way Slab Calculations

Main Roof Calculations

North Addition Roof Calculations

Comms Room Addition Roof Calculations

Concrete Masonry Unit Wall Calculations

Front Entrance Column Calculations

3-4

Grade Beam Calculations

Elevated Storage Floor Calculations

5-12

13-22

23-25

26-32

33-38

39-76

77-84

85-96

97-105

106-116

117-141

Design Criteria

• UFC 3-301-01, Change 1 (OCT 2023)

• IBC 2021

Design Loads

• Roof Live Load 20 psf

• First Floor Live Load 100 psf

• First Floor Storage Area 125 psf

• Second Floor Live Load 125 psf

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StruWare Structural Calculations

NRW Engineering, P.C JOB TITLE REPAIRS TO FACILITY 655

748 Lord Dunmore Drive, Suite 101

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE 1/8/24

CHECKED BY PDM DATE 1/8/24

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = B

Risk Category & Importance Factors:

Risk Category = II

Wind factor = 1.00

Snow factor = 1.00

Seismic factor = 1.00

Type of Construction:

Fire Rating:

Roof = 0.0 hr

Floor = 0.0 hr

Building Geometry:

Roof angle (θ) 6.00 / 12 26.6 deg

Building length 91.0 ft

Least width 53.0 ft

Mean Roof Ht (h) 21.8 ft

Parapet ht above grd 0.0 ft

Minimum parapet ht 0.0 ft

Live Loads:

Roof 0 to 200 sf: 18 psf use 20.0 psf

200 to 600 sf: 20 psf over 600 sf: 20 psf

Roofs used for roof gardens 100 psf

Floor:

Typical Floor 125 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

Business

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE 1/8/24

CHECKED BY PDM DATE 1/8/24

Wind Loads : ASCE 7- 16

Ultimate Wind Speed 117 mph

Nominal Wind Speed 90.6 mph

Risk Category II

Exposure Category C

Enclosure Classif. Enclosed Building

Internal pressure +/-0.18

Directionality (Kd) 0.85

Kh case 1 0.918

Kh case 2 0.918

Type of roof Gable

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 = 0.14 K3 = 1.000

At Mean Roof Ht:

Kzt = (1+K1K2K3)^2 = 1.00

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

h = 21.8 ft If building h/B>4 then may be flexible and should be investigated.

B = 53.0 ft h/B = 0.41 Rigid structure (low rise bldg)

/z (0.6h) = 15.0 ft

G = 0.85 Using rigid structure formula

Rigid Structure Flexible or Dynamically Sensitive Structure ē = 0.20 Natural Frequency (η1) = 0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin = 15 ft /b = 0.65 c = 0.20 /α = 0.15 gQ, gv = 3.4 Vz = 98.8

Lz = 427.1 ft N1 = 0.00

Q = 0.91 Rn = 0.000

Iz = 0.23 Rh = 28.282 η = 0.000 h = 21.8 ft

G = 0.88 use G = 0.85 RB = 28.282 η = 0.000

RL = 28.282 η = 0.000 gR = 0.000

R = 0.000

Gf = 0.000

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE 1/8/24

CHECKED BY PDM DATE 1/8/24

Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings

Kz = Kh (case 1) = 0.92 Edge Strip (a) = 5.3 ft Base pressure (qh) = 27.4 psf End Zone (2a) = 10.6 ft

GCpi = +/-0.18 Zone 2 length = 26.5 ft

Wind Pressure Coefficients

CASE A CASE B

Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi

1 0.55 0.73 0.37 -0.45 -0.27 -0.63 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47

1E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61

Ultimate Wind Surface Pressures (psf)

1 20.0 10.1 -7.4 -17.2 2 2.2 -7.6 -14.0 -23.8 3 -7.3 -17.2 -5.2 -15.0 4 -5.8 -15.6 -7.4 -17.2 5 15.9 6.0 6 -3.0 -12.9

1E 24.8 15.0 -8.2 -18.1 2E -0.3 -10.1 -24.3 -34.2 3E -11.1 -20.9 -9.6 -19.4 4E -9.7 -19.6 -8.2 -18.1 5E 21.6 11.8 6E -6.8 -16.7

Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Windward roof

Leeward parapet = 0.0 psf (GCpn = -1.0) overhangs = 19.1 psf (upward) add to windward roof pressure

Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 25.7 psf

Roof 9.5 psf End Zone: Wall 34.5 psf

Roof 10.8 psf

Longitudinal direction (parallel to L) Interior Zone: Wall 18.9 psf

End Zone: Wall 28.5 psf θ = 26.6 deg

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE

CHECKED BY PDM DATE

Ultimate Wind Pressures

Wind Loads - Components & Cladding : h ≤ 60' Kh (case 2) = 0.92 h = 21.8 ft

Base pressure (qh) = 27.4 psf a = 5.3 ft

Minimum parapet ht = 0.0 ft GCpi = +/-0.18

Roof Angle (θ) = 26.6 deg qi = qh = 27.4 psf

Type of roof = Gable

Roof Surface Pressure (psf) User input

Area 2 sf 4 sf 10 sf 20 sf 50 sf 100 sf 150 sf 300 sf 350 sf 10 sf 150 sf

Negative Zone 1 & 2e -46 -46 -46 -46 -39.5 -34.6 -31.7 -26.8 -26.8 -46.0 -31.7

Negative Zone 2n, 2r &3e -73.3 -73.3 -73.3 -64.2 -52.2 -43.1 -37.8 -37.8 -37.8 -73.3 -37.8

Negative Zone 3r -103.4 -103.4 -85.5 -72 -54.2 -54.2 -54.2 -54.2 -54.2 -85.5 -54.2 Positive All Zones 24.1 22.1 19.6 17.6 16.0 16.0 16.0 16.0 16.0 19.6 16.0

Overhang Zone 1 & 2e -54.7 -54.7 -54.7 -54.7 -52.9 -51.5 -50.6 -49.2 -49.2 -54.7 -50.6

Overhang Zone 2n & 2r -82.1 -82.1 -82.1 -76.5 -69.1 -63.5 -60.2 -60.2 -60.2 -82.1 -60.2

Overhang Zone 3e -98.5 -98.5 -98.5 -85.2 -67.6 -54.3 -46.5 -46.5 -46.5 -98.5 -46.5 Overhang Zone 3r -128.6 -128.6 -104.8 -86.7 -62.9 -62.9 -62.9 -62.9 -62.9 -104.8 -62.9

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 4.9 psf)

Parapet qp = 0.0 psf Surface Pressure (psf) User input

Solid Parapet Pressure 4 sf 10 sf 20 sf 50 sf 150 sf 300 sf 500 sf 20 sf

CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Zone 3r : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

CASE B: Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 20 sf 55 sf

Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -35.0 -30.2 -28.7 -26.8 -33.6 -31.4

Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -43.2 -33.6 -30.7 -26.8 -40.3 -36.1

Positive Zone 4 & 5 1.18 1.00 0.95 0.88 32.3 27.4 26.0 24.1 30.8 28.7

User input

1/8/24

1/8/24

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE

CHECKED BY PDM DATE

1/8/24

1/8/24

Location of C&C Wind Pressure Zones - ASCE 7-16

Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90' Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'

Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27°

10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90'

Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90'

Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90'

Note: The stepped roof zones above are as shown in ASCE 7-16 (except the upper roof zones 1 and

2 are shown at the inside edge per the notes). Prior editions didn't show zones, but the notes sent you to the low slope gable figure. The note in ASCE 7-16 still sends you to the low slope gable figure, but for some reasons the zones shown are per editions prior to ASCE 7-16. Therefore, the above zones may be a code mistake and the correct zone locations may be per the low slope gable roof shown at the top of this page.

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE

CHECKED BY PDM DATE

Snow Loads : ASCE 7- 16 Nominal Snow Forces

Roof slope = 26.6 deg Horiz. eave to ridge dist (W) = 26.5 ft

Roof length parallel to ridge (L) = 91.0 ft

Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 10.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.2

Pf = 0.7*Ce*Ct*I*Pg = 8.4 psf Unobstructed Slippery Surface no

Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 8.4 psf Near ground level surface balanced snow load = 10.0 psf

Rain on Snow Surcharge Angle 0.53 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 8.4 psf Minimum Snow Load Pm = 0.0 psf

Uniform Roof Design Snow Load = 8.4 psf

1/8/24 1/8/24

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..

Virginia Beach, Virginia 23464 JOB NO. 23.066 SHEET NO.

Phone (757) 474-0612 CALCULATED BY PTM DATE 1/8/24

CHECKED BY PDM DATE 1/8/24

Seismic Loads: IBC 2021 Strength Level Forces

Risk Category : II Importance Factor (Ie) : 1.00

Site Class : D

Ss (0.2 sec) = 9.40 %g

S1 (1.0 sec) = 4.00 %g

Site specific ground motion analysis performed:

Fa = 1.600 Sms = 0.150 SDS = 0.100 Design Category = A

Fv = 2.400 Sm1 = 0.096 SD1 = 0.064 Design Category = A

Seismic Design Category = A ASCE7 Section 11.4.1 Exception Applies

Redundancy Coefficient ρ = 1.00

Number of Stories: 1

Structure Type: All other building systems

Horizontal Struct Irregularities: No plan Irregularity

Vertical Structural Irregularities: No vertical Irregularity

Flexible Diaphragms: No

Building System: Bearing Wall Systems

Seismic resisting system: Ordinary reinforced masonry shear walls

System Structural Height Limit: Height not limited

Actual Structural Height (hn) = 21.8 ft

DESIGN COEFFICIENTS AND FACTORS

Response Modification Coefficient (R) = 2 Over-Strength Factor (Ωo) = 2.5

Deflection Amplification Factor (Cd) = 1.75

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 = 2.5Qe +/-0.020D D = dead load

PERMITTED ANALYTICAL PROCEDURES

Index Force Analysis (Seismic Category A only) - Minimum lateral force Fx = 0.01Wx at each floor level

Simplified Analysis - Use Equivalent Lateral Force Analysis

Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.70

Approx fundamental period (Ta) = CThn x = 0.202 Tmax = CuTa = 0.343 sec

User calculated fundamental period = T = 0.202 sec

Long Period Transition Period (TL) = ASCE7 map = 8 sec

Seismic response coef. (Cs) = SdsI/R = 0.050 need not exceed Cs = Sd1 I /RT = 0.159 but not less than Cs = 0.010

USE Cs = 0.050

Design Base Shear V = 0.050W

Model & Seismic Response Analysis - Permitted (see code for procedure) sec x= 0.75

Existing Steel Truss Analysis

JOB:

CALC. BY: dfs DATE: 1/8/2024

CHECKED BY: pdm DATE:

Determine Load Capacity of Existing Steel Trusses

Assumed Dead Loads:

Cementitious Panels (4 in thick) = 50 psf

Asphalt Shingles = 2 psf

5/8" Plywood Sheathing = psf

1/2" Rigid Insulation = 0.75 psf

W10x22 Purlin = 22 lb/ft

W8x13 Purlin = 13 lb/ft

C8x11.5 Purlin = 12 lb/ft

See RISA truss analysis on the following pages

23.066 - Repair Old Steam Plant FAC 655

Existing truss members are at capacity and cannot support any additional loads. Recommend removing existing cementitious panels to install new roof deck and roofing. By inspection, the existing truss members have the necessary capacity to support a typical lighter roof system.

CHECKED BY: pdm DATE:

Determine Load Capacity of Existing Steel Trusses

Existing High Flat Roof Analysis

JOB: 23.066 - Repair Old Steam Plant FAC 655

CALC. BY: ptm DATE:

CHECKED BY: pdm DATE:

Existing roof framing is W5x16 steel beams (assume Fy=36 ksi)

Design Loads:

Dead Loads 20 psf

Live Roof 20 psf

Uplift -54 psf

MAX SPAN = 15'

- Trib Width for Uniform Load to Wide Flange Beams = 6'

Therefore, use Enercalc Analysis Software to design Steel Beam

Check existing high roof for new loads

Worst case load combination = D+Lr (ASD)

Existing W5x16 steel beams are OK. Refer to next page for analysis

Steel Beam LIC# : KW-06015901, Build:20.24.09.03 NRW ENGINEERING (c) ENERCALC, LLC 1982-2024

DESCRIPTION: Check existing steel beam at flat high roof

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, SDPWS 2021 Load Combination Set : IBC 2021

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling 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 calculated and added to loading

Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.416 : 1

Load Combination +D+Lr

Span # where maximum occurs Span # 1

1.920 k Mn / Omega : Allowable 17.299 k-ft Vn/Omega : Allowable

W5x16Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+Lr

17.315 k

Section used for this span W5x16 Ma : Applied

Maximum Shear Stress Ratio = 0.111 : 1

0.000 ft

7.200 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.221 in 813Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.472 in Ratio = >=240.

Max Upward Total Deflection 0 in

Span: 1 : Lr Only n/a Span: 1 : +D+Lr 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 = 15.00 ft 1 0.221 0.059 3.83 3.83 28.89 17.30 1.00 1.00 1.02 25.97 17.31 +D+Lr

Dsgn. L = 15.00 ft 1 0.416 0.111 7.20 7.20 28.89 17.30 1.00 1.00 1.92 25.97 17.31 +D+0.750Lr

Dsgn. L = 15.00 ft 1 0.367 0.098 6.36 6.36 28.89 17.30 1.00 1.00 1.70 25.97 17.31 +0.60D

Dsgn. L = 15.00 ft 1 0.133 0.035 2.30 2.30 28.89 17.30 1.00 1.00 0.61 25.97 17.31

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 1.920 1.920 Max Upward from Load Combinations 1.920 1.920 Max Upward from Load Cases 1.020 1.020 D Only 1.020 1.020 +D+Lr 1.920 1.920 +D+0.750Lr 1.695 1.695 +0.60D 0.612 0.612 Lr Only 0.900 0.900

Gade Beam Calculations

CHECKED BY: pdm DATE:

Worst case load on beam design storage area

Dead load = 8" slab = 100 psf

Live load = 125 psf

Trib area = 7.75'

**Refer to next pages for Enercalc Calculations**

Worst case load on beam design office area

Dead load = 6" slab = 75 psf

Live load = 100 psf

Trib area = 9'

**Refer to next pages for Enercalc Calculations**

Use 18"x24" concrete beam with (3) #6 top + bott

Use 18"x24" concrete beam with (3) #6 top + bott

Check loading for grade beam

Concrete Beam

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

CODE REFERENCES

Calculations per ACI 318-19, IBC 2021, SDPWS 2021 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

General Information 3.0

7.50 145.0

Elastic Modulus 3,122.02 ksi

60.0 29,000.0

40.0 29,000.0

3=

= 0.90 0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 410.792 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 18.0 in Span #1 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 2.330 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 2.330 ft in this span Span #2 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 5.750 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 5.750 ft in this span Span #3 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 5.750 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 5.750 ft in this span Span #4 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 5.750 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 5.750 ft in this span Span #5 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 5.750 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 5.750 ft in this span Span #6 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 5.750 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 5.750 ft in this span Span #7 Reinforcing

3-#6 at 7.0 in from Bottom, from 0.0 to 2.50 ft in this span 3-#6 at 3.0 in from Top, from 0.0 to 2.50 ft in this span

Beam self weight calculated and added to loads Loads on all spans...

D = 0.0980, L = 0.1250 Uniform Load on ALL spans : D = 0.0980, L = 0.1250 ksf, Tributary Width = 7.750 ft

Load for Span Number 1 Point Load : D = 0.50, L = 1.0 k @ 0.0 ft

Load for Span Number 7 Point Load : D = 3.40, L = 6.50 k @ 2.50 ft

Worst case grade beam in storage area

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.115 : 1

Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft

Mn * Phi : Allowable 115.306 k-ft

Typical SectionSection used for this span Mu : Applied -13.222 k-ft

Maximum Deflection

0 <360.0 42896

Ratio = 0 <240.0

Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in

L Only L Only Span: 7 : +D+L Span: 7 : +D+L

Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )

Bottom Top I gross Icr - TopIcr - Bottom

Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section

Section 1 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50 Section 2 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50 Section 3 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50 Section 4 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50 Section 5 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50 Section 6 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50 Section 7 3- #6 @ d=11",3- #6 @ d=3", 65.48 115.31 11,664.00 999.70 2,102.50

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Support 8 Vertical Reactions Support notation : Far left is #1

Max Upward from all Load Conditions 11.80112.43111.49113.510 12.678 12.232 Max Upward from Load Combinations 11.80112.43111.49113.510 12.678 12.232 Max Upward from Load Cases 6.5176.8796.5596.963 6.943 6.750 D Only 6.5176.8796.5596.963 6.943 6.750 +D+L 11.80112.43111.49113.510 12.678 12.232 +D+0.750L 10.48011.04310.25811.873 11.244 10.862 +0.60D 3.9104.1283.9354.178 4.166 4.050 L Only 5.2845.5514.9326.547 5.735 5.482

.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 2.330 -12.74 115.31 0.11 Span # 2 2 5.750 -13.22 115.31 0.11 Span # 3 3 5.750 4.62 65.48 0.07 Span # 4 4 5.750 -8.56 115.31 0.07 Span # 5 5 5.750 -8.20 115.31 0.07 Span # 6 6 5.750 -8.20 115.31 0.07 Span # 7 7 2.500 -9.32 115.31 0.08

+1.40D Span # 1 1 2.330 -5.93 115.31 0.05 Span # 2 2 5.750 -6.17 115.31 0.05 Span # 3 3 5.750 2.46 65.48 0.04 Span # 4 4 5.750 -4.71 115.31 0.04 Span # 5 5 5.750 -4.62 115.31 0.04 Span # 6 6 5.750 -4.59 115.31 0.04 Span # 7 7 2.500 -5.23 115.31 0.05

+1.20D+1.60L Span # 1 1 2.330 -12.74 115.31 0.11 Span # 2 2 5.750 -13.22 115.31 0.11 Span # 3 3 5.750 4.62 65.48 0.07 Span # 4 4 5.750 -8.56 115.31 0.07 Span # 5 5 5.750 -8.20 115.31 0.07 Span # 6 6 5.750 -8.20 115.31 0.07 Span # 7 7 2.500 -9.32 115.31 0.08

+1.20D+0.50L Span # 1 1 2.330 -7.48 115.31 0.06 Span # 2 2 5.750 -7.77 115.31 0.07

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

Span # Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong Beam Span # 3 3 5.750 2.89 65.48 0.04 Span # 4 4 5.750 -5.45 115.31 0.05 Span # 5 5 5.750 -5.29 115.31 0.05 Span # 6 6 5.750 -5.27 115.31 0.05 Span # 7 7 2.500 -5.99 115.31 0.05

+1.20D Span # 1 1 2.330 -5.08 115.31 0.04 Span # 2 2 5.750 -5.29 115.31 0.05 Span # 3 3 5.750 2.11 65.48 0.03 Span # 4 4 5.750 -4.04 115.31 0.03 Span # 5 5 5.750 -3.96 115.31 0.03 Span # 6 6 5.750 -3.94 115.31 0.03 Span # 7 7 2.500 -4.48 115.31 0.04

+0.90D Span # 1 1 2.330 -3.81 115.31 0.03 Span # 2 2 5.750 -3.97 115.31 0.03 Span # 3 3 5.750 1.58 65.48 0.02 Span # 4 4 5.750 -3.03 115.31 0.03 Span # 5 5 5.750 -2.97 115.31 0.03 Span # 6 6 5.750 -2.95 115.31 0.03 Span # 7 7 2.500 -3.36 115.31 0.03

Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections

+D+L+D+L 1 0.0013 0.000 -0.0000 2.591 +D+LD Only 2 0.0001 3.398 -0.0001 0.784

+D+L 3 0.0004 2.875 0.0000 0.784 +D+L 4 0.0003 2.875 0.0000 0.784 +D+L 5 0.0003 2.875 0.0000 0.784 +D+L 6 0.0002 2.875 0.0000 0.784 +D+L 7 0.0007 2.500 0.0000 0.784

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

CODE REFERENCES

Calculations per ACI 318-19, IBC 2021, SDPWS 2021 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

General Information 3.0

7.50 145.0

Elastic Modulus 3,122.02 ksi

60.0 29,000.0

40.0 29,000.0

3=

= 0.90 0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 410.792 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 18.0 in Span #1 Reinforcing

3-#5 at 7.0 in from Bottom, from 0.0 to 4.50 ft in this span 3-#5 at 3.0 in from Top, from 0.0 to 4.50 ft in this span Span #2 Reinforcing

3-#5 at 7.0 in from Bottom, from 0.0 to 13.0 ft in this span 3-#5 at 3.0 in from Top, from 0.0 to 13.0 ft in this span Span #3 Reinforcing

3-#5 at 7.0 in from Bottom, from 0.0 to 13.0 ft in this span 3-#5 at 3.0 in from Top, from 0.0 to 13.0 ft in this span Span #4 Reinforcing

3-#5 at 7.0 in from Bottom, from 0.0 to 5.0 ft in this span 3-#5 at 3.0 in from Top, from 0.0 to 5.0 ft in this span

Beam self weight calculated and added to loads Loads on all spans...

D = 0.0750, L = 0.10 Uniform Load on ALL spans : D = 0.0750, L = 0.10 ksf, Tributary Width = 9.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.508 : 1

Span # where maximum occurs Span # 3 Location of maximum on span 0.000 ft

Mn * Phi : Allowable 84.439 k-ft

Typical SectionSection used for this span Mu : Applied -42.879 k-ft

Maximum Deflection

0 <360.0 16180

Ratio = 81832 >=240.0

Max Downward Transient Deflection 0.004 in 36136Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio = >=240.0 Max Upward Total Deflection -0.001 in

L Only L Only Span: 4 : +D+L Span: 4 : +D+L

Worst case grade beam in office area. (Use design for comms room)

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )

Bottom Top I gross Icr - TopIcr - Bottom

Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section

Section 1 3- #5 @ d=11",3- #5 @ d=3", 49.90 84.44 11,664.00 751.21 1,588.25 Section 2 3- #5 @ d=11",3- #5 @ d=3", 49.90 84.44 11,664.00 751.21 1,588.25 Section 3 3- #5 @ d=11",3- #5 @ d=3", 49.90 84.44 11,664.00 751.21 1,588.25 Section 4 3- #5 @ d=11",3- #5 @ d=3", 49.90 84.44 11,664.00 751.21 1,588.25

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions Support notation : Far left is #1

Max Upward from all Load Conditions 27.41521.284 22.656 Max Upward from Load Combinations 27.41521.284 22.656 Max Upward from Load Cases 15.14011.754 12.512 D Only 15.14011.754 12.512 +D+L 27.41521.284 22.656 +D+0.750L 24.34618.901 20.120 +0.60D 9.0847.052 7.507 L Only 12.2759.530 10.144

.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 4.500 -27.48 84.44 0.33 Span # 2 2 13.000 -40.28 84.44 0.48 Span # 3 3 13.000 -42.88 84.44 0.51 Span # 4 4 5.000 -34.65 84.44 0.41

+1.40D Span # 1 1 4.500 -15.40 84.44 0.18 Span # 2 2 13.000 -22.58 84.44 0.27 Span # 3 3 13.000 -24.04 84.44 0.28 Span # 4 4 5.000 -19.42 84.44 0.23

+1.20D+1.60L Span # 1 1 4.500 -27.48 84.44 0.33 Span # 2 2 13.000 -40.28 84.44 0.48 Span # 3 3 13.000 -42.88 84.44 0.51 Span # 4 4 5.000 -34.65 84.44 0.41

+1.20D+0.50L Span # 1 1 4.500 -17.66 84.44 0.21 Span # 2 2 13.000 -25.90 84.44 0.31 Span # 3 3 13.000 -27.57 84.44 0.33 Span # 4 4 5.000 -22.27 84.44 0.26

+1.20D Span # 1 1 4.500 -13.20 84.44 0.16 Span # 2 2 13.000 -19.36 84.44 0.23 Span # 3 3 13.000 -20.60 84.44 0.24 Span # 4 4 5.000 -16.65 84.44 0.20

+0.90D Span # 1 1 4.500 -9.90 84.44 0.12 Span # 2 2 13.000 -14.52 84.44 0.17 Span # 3 3 13.000 -15.45 84.44 0.18 Span # 4 4 5.000 -12.49 84.44 0.15

Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections

+D+L+D+L 1 0.0006 4.842 -0.0013 1.776 +D+L 2 0.0096 5.816 0.0000 1.776

+D+L+D+L 3 0.0073 6.500 -0.0000 13.132 +D+L+D+L 4 0.0056 5.000 -0.0000 0.395

Worst case grade beam in office area. (Use design for comms room)

One-Way Slab Calculations

JOB: 23.066 - Repair Old Steam Plant FAC 65

CHECKED BY: pdm DATE:

Determine depth and reinforcement for one way slab:

Design Loads:

Dead Load: Weight of Floor

Live Load: 100 psf

(From UFC 3-301-01, Table G-1, Office Use)

Check slab at worst case span 11.5' & 2.5' Cantilever edge

From Enercalc analysis use a 6" slab reinforced with (1) #5 at 8" oc

First Floor One Way Slab Design - Office Area

LIC# : KW-06015901, Build:20.24.07.08 NRW ENGINEERING (c) ENERCALC INC 1983-2023

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

CODE REFERENCES

Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

General Information 4.0

7.50 145.0

Elastic Modulus 3,605.0 ksi

60.0 29,000.0

40.0 29,000.0

3=

= 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

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 6.0 in Span #1 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span Span #2 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span Span #3 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span

Beam self weight calculated and added to loads Loads on all spans...

L = 0.10 Uniform Load on ALL spans : L = 0.10 k/ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.845 : 1

Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft

Mn * Phi : Allowable 3.867 k-ft

Typical SectionSection used for this span Mu : Applied -3.267 k-ft

Maximum Deflection

88557 >=360.0

Ratio = 51337 >=240.0

Max Downward Transient Deflection 0.027 in 5182Ratio = >=360.0 Max Upward Transient Deflection -0.002 in Ratio = Max Downward Total Deflection 0.046 in Ratio = >=240.0 Max Upward Total Deflection -0.003 in

L Only L Only Span: 3 : +D+L Span: 3 : +D+L

Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )

Bottom Top I gross IcrIcr - Bottom

Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section

Section 1 1- #5 @ d=3", 3.87 3.87 216.00 13.91 13.91

Slab - Office Area

CHECKED BY: pdm DATE:

Determine depth and reinforcement for one way slab:

Design Loads:

Dead Load: Weight of Floor

Live Load: 125 psf

(From UFC 3-301-01, Table G-1, Light Storage)

Check slab at worst case span 8.75' & 3' Cantilever edge

From Enercalc analysis use a 8" slab reinforced with (1) #5 at 8" oc top and bottom

First Floor One Way Slab Design - Storage Area

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

CODE REFERENCES

Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

General Information 4.0

7.50 145.0

Elastic Modulus 3,605.0 ksi

60.0 29,000.0

40.0 29,000.0

3=

= 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

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 8.0 in Span #1 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 1.0 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 1.0 ft in this span Span #2 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 7.750 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 7.750 ft in this span Span #3 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 7.750 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 7.750 ft in this span Span #4 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 6.0 ft in this span Span #5 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 8.750 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 8.750 ft in this span Span #6 Reinforcing

1-#5 at 3.0 in from Bottom, from 0.0 to 3.0 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 3.0 ft in this span

Beam self weight calculated and added to loads Loads on all spans...

L = 0.1250 Uniform Load on ALL spans : L = 0.1250 k/ft

Load for Span Number 3 Point Load : D = 1.60, L = 2.40 k @ 4.830 ft

Slab - Storage Area

DESCRIPTION:

Project File: 23066.ec6

Project Title: FAC 655 Steam Plant Engineer: ptm Project ID: 23.066 Project Descr: Repair to FAC 655

Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.890 : 1

Span # where maximum occurs Span # 3 Location of maximum on span 4.756 ft

Mn * Phi : Allowable 8.493 k-ft

Typical SectionSection used for this span Mu : Applied 7.558 k-ft

Maximum Deflection

21230 >=360.0

Ratio = 12673 >=240.0

Max Downward Transient Deflection 0.011 in 8393Ratio = >=360.0 Max Upward Transient Deflection -0.003 in Ratio = Max Downward Total Deflection 0.019 in Ratio = >=240.0 Max Upward Total Deflection -0.006 in

L Only

Span: 6 : +D+L

Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )

Bottom Top I gross Icr - TopIcr - Bottom

Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section

Section 1 1- #5 @ d=5",1- #5 @ d=2", 8.49 11.28 512.00 44.15 69.55 Section 2 1- #5 @ d=5",1- #5 @ d=2", 8.49 11.28 512.00 44.15 69.55 Section 3 1- #5 @ d=5",1- #5 @ d=2", 8.49 11.28 512.00 44.15 69.55 Section 4 1- #5 @ d=5",1- #5 @ d=2", 8.49 11.28 512.00 44.15 69.55 Section 5 1- #5 @ d=5",1- #5 @ d=2", 8.49 11.28 512.00 44.15 69.55 Section 6 1- #5 @ d=5",1- #5 @ d=2", 8.49 11.28 512.00 44.15 69.55

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Vertical Reactions Support notation : Far left is #1

Max Upward from all Load Conditions 1.0873.5720.678 4.578 1.677 Max Upward from Load Combinations 1.0873.5720.678 4.578 1.677 Max Upward from Load Cases 0.5892.0710.374 2.698 0.948 D Only 0.4981.5010.304 1.879 0.729 +D+L 1.0873.5720.678 4.578 1.677 +D+0.750L 0.9393.0540.585 3.903 1.440 +0.60D 0.2990.9000.182 1.128 0.437 L Only 0.5892.0710.374 2.698 0.948

.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 1.000 -0.15 11.28 0.01 Span # 2 2 7.750 -4.31 11.28 0.38 Span # 3 3 7.750 7.56 8.49 0.89 Span # 4 4 6.000 -5.26 11.28 0.47 Span # 5 5 8.750 1.88 8.49 0.22 Span # 6 6 3.000 -1.42 11.28 0.13

+1.40D Span # 1 1 1.000 -0.06 11.28 0.01 Span # 2 2 7.750 -1.75 11.28 0.16 Span # 3 3 7.750 2.97 8.49 0.35 Span # 4 4 6.000 -2.08 11.28 0.18 Span # 5 5 8.750 0.79 8.49 0.09 Span # 6 6 3.000 -0.61 11.28 0.05

+1.20D+1.60L Span # 1 1 1.000 -0.15 11.28 0.01 Span # 2 2 7.750 -4.31 11.28 0.38 Span # 3 3 7.750 7.56 8.49 0.89 Span # 4 4 6.000 -5.26 11.28 0.47 Span # 5 5 8.750 1.88 8.49 0.22 Span # 6 6 3.000 -1.42 11.28 0.13

+1.20D+0.50L Span # 1 1 1.000 -0.09 11.28 0.01 Span # 2 2 7.750 -2.38 11.28 0.21 Span # 3 3 7.750 4.11 8.49 0.48 Span # 4 4 6.000 -2.87 11.28 0.25 Span # 5 5 8.750 1.05 8.49 0.12 Span # 6 6 3.000 -0.80 11.28 0.07

Slab - Storage Area

Elevated Storage Floor Calculations

CALC. BY: ptm DATE: 1/8/2024

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

Determine a Normal Weight Non-Composite Slab for new Storage Floor:

Design Loads:

Dead Loads: (Weight of Floor, Added in Design)

Live Loads: 125 psf

(From UFC 3-301-01, Table G-1, Light Storage)

Total Load = 190 psf

- Recommended Joist Spacing = 2.00 ft on centers

- From Vulcraft Steel Roof & Floor Deck Catalog;

23.066 - Repair Old Steam Plant FAC 655

**Refer to next pages for pages from

Vulcraft Catalog showing design**

USE a minimum 4" (Total Thickness) Non-Composite Slab on minimum 26 GA, 1" Form Deck. Reinforce slab with Welded Wire Fabric, minimum size is 6x6-

W4.0xW4.0.

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

JOB: JOB:

CALC. BY: CALC. BY: ptm DATE: 1/8/2024

CHECKED BY: CHECKED BY: pdm DATE:

Elevated Storage Floor Design

JOB: JOB:

CALC. BY: CALC. BY: ptm DATE: 1/8/2024

CHECKED BY: CHECKED BY: pdm DATE:

Elevated Storage Floor Design

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

Determine Typical Floor Joist Size Based on Maximum Span:

Design Loads:

Dead Loads: 65 psf

Live Loads: 125 psf

Total Load = 190 psf

- Recommended Joist Spacing = 2.00 ft on centers w, LL = 250.0 lb/ft w, TL = 380 lb/ft

Choose Joist values for a 18'-0" Maximum Span;

From Vulcraft Steel Joist & Joist Girder Systems Catalog:

- Uniform Allowable Live Load Value (Red Value) governs design of the joist

23.066 - Repair Old Steam Plant FAC 655

USE a minimum 12k5 based on Joist Span and Required Live Load.

**Refer to next pages for pages from

Vulcraft Catalog showing design**

LOAD TABLES

ASD - K-SERIES

V2020.1J154

70 71

Joist Designation Depth (in.) 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 Approx. Wt

(lbs./ft.)

Span (ft.)

10 550

11 550

12 550 550 550 550 455 550 550 550

13 479 550 550 550 363 510 510 510

14 412 500 550 550 550 550 550 550 289 425 463 463 550 550 550 550

15 358 434 543 550 511 550 550 550 234 344 428 434 475 507 507 507

16 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550

17 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550 159 234 291 366 324 404 443 443 488 526 526 526 526 526 526

18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 134 197 245 317 272 339 397 408 409 456 490 490 490 490 490

19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 113 167 207 269 230 287 336 383 347 386 452 455 455 455 455

20 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550 97 142 177 230 197 246 287 347 297 330 386 426 426 426 426

21 218 273 370 257 322 388 475 333 371 447 503 548 550 550 123 153 198 170 212 248 299 255 285 333 373 405 406 406

22 199 249 337 234 293 353 432 303 337 406 458 498 550 550 106 132 172 147 184 215 259 222 247 289 323 351 385 385

23 181 227 308 214 268 322 395 277 308 371 418 455 507 550 93 116 150 128 160 188 226 194 216 252 282 307 339 363

24 166 208 282 196 245 295 362 254 283 340 384 418 465 550 81 101 132 113 141 165 199 170 189 221 248 269 298 346

25 180 226 272 334 234 260 313 353 384 428 514 100 124 145 175 150 167 195 219 238 263 311

26 166 209 251 308 216 240 289 326 355 395 474 88 110 129 156 133 148 173 194 211 233 276

27 154 193 233 285 200 223 268 302 329 366 439 79 98 115 139 119 132 155 173 188 208 246

28 143 180 216 265 186 207 249 281 306 340 408 70 88 103 124 106 118 138 155 168 186 220

29 173 193 232 261 285 317 380 95 106 124 139 151 167 198

30 161 180 216 244 266 296 355 86 96 112 126 137 151 178

31 151 168 203 228 249 277 332 78 87 101 114 124 137 161

32 142 158 190 214 233 259 311 71 79 92 103 112 124 147

7.0 7.5 8.1

16K6

10.0

16K916K7

8.6

12K3 12K5 16K416K3 16K514K3 14K4 14K614K1

AASSDD

Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)

7.7 5.5 6.3

16K2

6.75.0 5.0 5.7 7.1 5.2 6.0

STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES

10K1 12K1

ASD

G eneral Inform ation B ridging & A

cc. Econom ic Joist G uide C ode of Standard Practice Standard Specification

K

K C

S

LH

D

LH

Joist G irders Fire R atings Page 45

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

Determine Typical Floor Joist Size Based on Maximum Span:

Design Loads:

Dead Loads: 65 psf

Live Loads: 125 psf

Total Load = 190 psf

- Recommended Joist Spacing = 2.00 ft on centers w, LL = 250.0 lb/ft w, TL = 380 lb/ft

Choose Joist values for a 14'-0" Maximum Span;

From Vulcraft Steel Joist & Joist Girder Systems Catalog:

- Uniform Allowable Live Load Value (Red Value) governs design of the joist

23.066 - Repair Old Steam Plant FAC 655

USE a minimum 12k1 based on Joist Span and Required Live Load.

**Refer to next pages for pages from

V2020.1J154

70 71

Joist Designation Depth (in.) 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 Approx. Wt

(lbs./ft.)

Span (ft.)

10 550

11 550

12 550 550 550 550 455 550 550 550

13 479 550 550 550 363 510 510 510

14 412 500 550 550 550 550 550 550 289 425 463 463 550 550 550 550

15 358 434 543 550 511 550 550 550 234 344 428 434 475 507 507 507

16 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550

17 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550 159 234 291 366 324 404 443 443 488 526 526 526 526 526 526

18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 134 197 245 317 272 339 397 408 409 456 490 490 490 490 490

19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 113 167 207 269 230 287 336 383 347 386 452 455 455 455 455

20 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550 97 142 177 230 197 246 287 347 297 330 386 426 426 426 426

21 218 273 370 257 322 388 475 333 371 447 503 548 550 550 123 153 198 170 212 248 299 255 285 333 373 405 406 406

22 199 249 337 234 293 353 432 303 337 406 458 498 550 550 106 132 172 147 184 215 259 222 247 289 323 351 385 385

23 181 227 308 214 268 322 395 277 308 371 418 455 507 550 93 116 150 128 160 188 226 194 216 252 282 307 339 363

24 166 208 282 196 245 295 362 254 283 340 384 418 465 550 81 101 132 113 141 165 199 170 189 221 248 269 298 346

25 180 226 272 334 234 260 313 353 384 428 514 100 124 145 175 150 167 195 219 238 263 311

26 166 209 251 308 216 240 289 326 355 395 474 88 110 129 156 133 148 173 194 211 233 276

27 154 193 233 285 200 223 268 302 329 366 439 79 98 115 139 119 132 155 173 188 208 246

28 143 180 216 265 186 207 249 281 306 340 408 70 88 103 124 106 118 138 155 168 186 220

29 173 193 232 261 285 317 380 95 106 124 139 151 167 198

30 161 180 216 244 266 296 355 86 96 112 126 137 151 178

31 151 168 203 228 249 277 332 78 87 101 114 124 137 161

32 142 158 190 214 233 259 311 71 79 92 103 112 124 147

7.0 7.5 8.1

16K6

10.0

16K916K7

8.6

12K3 12K5 16K416K3 16K514K3 14K4 14K614K1

AASSDD

Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)

7.7 5.5 6.3

16K2

6.75.0 5.0 5.7 7.1 5.2 6.0

STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES

10K1 12K1

ASD

G eneral Inform ation B ridging & A

cc. Econom ic Joist G uide C ode of Standard Practice Standard Specification

K

K C

S

LH

D

LH

Joist G irders atings Page 47

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

Determine Typical Floor Joist Size Based on Maximum Span:

Design Loads:

Dead Loads: 65 psf

Live Loads: 125 psf

Total Load = 190 psf

- Recommended Joist Spacing = 2.00 ft on centers w, LL = 250.0 lb/ft w, TL = 380 lb/ft

Choose Joist values for a 13'-0" Maximum Span;

From Vulcraft Steel Joist & Joist Girder Systems Catalog:

- Uniform Allowable Live Load Value (Red Value) governs design of the joist

23.066 - Repair Old Steam Plant FAC 655

USE a minimum 10k1 based on Joist Span and Required Live Load.

**Refer to next pages for pages from

V2020.1J154

70 71

Joist Designation Depth (in.) 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 Approx. Wt

(lbs./ft.)

Span (ft.)

10 550

11 550

12 550 550 550 550 455 550 550 550

13 479 550 550 550 363 510 510 510

14 412 500 550 550 550 550 550 550 289 425 463 463 550 550 550 550

15 358 434 543 550 511 550 550 550 234 344 428 434 475 507 507 507

16 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550

17 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550 159 234 291 366 324 404 443 443 488 526 526 526 526 526 526

18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 134 197 245 317 272 339 397 408 409 456 490 490 490 490 490

19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 113 167 207 269 230 287 336 383 347 386 452 455 455 455 455

20 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550 97 142 177 230 197 246 287 347 297 330 386 426 426 426 426

21 218 273 370 257 322 388 475 333 371 447 503 548 550 550 123 153 198 170 212 248 299 255 285 333 373 405 406 406

22 199 249 337 234 293 353 432 303 337 406 458 498 550 550 106 132 172 147 184 215 259 222 247 289 323 351 385 385

23 181 227 308 214 268 322 395 277 308 371 418 455 507 550 93 116 150 128 160 188 226 194 216 252 282 307 339 363

24 166 208 282 196 245 295 362 254 283 340 384 418 465 550 81 101 132 113 141 165 199 170 189 221 248 269 298 346

25 180 226 272 334 234 260 313 353 384 428 514 100 124 145 175 150 167 195 219 238 263 311

26 166 209 251 308 216 240 289 326 355 395 474 88 110 129 156 133 148 173 194 211 233 276

27 154 193 233 285 200 223 268 302 329 366 439 79 98 115 139 119 132 155 173 188 208 246

28 143 180 216 265 186 207 249 281 306 340 408 70 88 103 124 106 118 138 155 168 186 220

29 173 193 232 261 285 317 380 95 106 124 139 151 167 198

30 161 180 216 244 266 296 355 86 96 112 126 137 151 178

31 151 168 203 228 249 277 332 78 87 101 114 124 137 161

32 142 158 190 214 233 259 311 71 79 92 103 112 124 147

7.0 7.5 8.1

16K6

10.0

16K916K7

8.6

12K3 12K5 16K416K3 16K514K3 14K4 14K614K1

AASSDD

Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)

7.7 5.5 6.3

16K2

6.75.0 5.0 5.7 7.1 5.2 6.0

STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES

10K1 12K1

ASD

G eneral Inform ation B ridging & A

cc. Econom ic Joist G uide C ode of Standard Practice Standard Specification

K

K C

S

LH

D

LH

Joist G irders atings Page 49

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

Determine Typical Joist Substitute Based on Maximum Span:

Design Loads:

Dead Loads: 65 psf

Live Loads: 125 psf

Total Load = 190 psf

- Recommended Joist Spacing = 2.00 ft on centers w, LL = 250.0 lb/ft w, TL = 380 lb/ft

Choose Joist values for a 5'-0" Maximum Span;

From Vulcraft Steel Joist & Joist Girder Systems Catalog:

- Uniform Allowable Live Load Value (Red Value) governs design of the joist

23.066 - Repair Old Steam Plant FAC 655

USE a minimum 2.5K2 based on Joist Span and Required Live Load.

**Refer to next pages for pages from

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

CHECKED BY: pdm DATE:

Elevated Storage Floor Design

Determine Typical Joist Substitute Based on Maximum Span and Cantilever:

Design Loads:

Dead Loads: 65 psf

Live Loads: 125 psf

Total Load = 190 psf

- Recommended Joist Spacing = 2.00 ft on centers w, LL = 250 lb/ft w, TL = 380 lb/ft

Choose Joist values for a 3'-0" Maximum Span Cantilever;

From Vulcraft Steel Joist & Joist Girder Systems Catalog:

USE a 2.5K3 based on Joist Span and Required Load.

**Refer to next pages for pages from

Vulcraft Catalog showing design**

ASD+LRFD - JOIST SUBSTITUTES

V2020.1J176

110 111

LRFD

ASD

JOIST SUBSTITUTES, OUTRIGGERS LOAD TABLES

Joist substitutes may be used in an outrigger condition where the member is overhanging one support as illustrated below where a portion is the back span and the remainder is the cantilever span or outrigger.

Joist substitutes used in this configuration are 2.5 inch (64 mm) deep sections.

Backspan length Span = unsupported approximately equal cantilever length to cantilever span

The BLACK figures in the LRFD Load Table gives the TOTAL safe factored uniformly distributed load-carrying capacity in pounds per linear foot, of 2.5 Inch Joist Outriggers. The BLACK figures in the ASD Load Table gives the TOTAL safe uniformly distributed load-carrying capacity in pounds per linear foot, of

2.5 Inch Joist Outriggers.

Serviceability requirements must be checked by the specifying professional. When calculating the actual live load deflection at the end of the cantilever it is necessary to consider the length of the back span.

Minimum section properties shall be provided for the particular 2.5K type specified even at shorter spans where the developed load capacity may exceed 550 plf (ASD) or 825 plf (LRFD).

LLRRFFDD

LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES

OUTRIGGER TYPE

TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER, PLF

SPAN (ft-in) 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"

2.5K1 825 744 517 380 291 230 186 154 129 2.5K2 825 825 717 527 403 319 258 213 179 2.5K3 825 825 825 735 563 444 360 298 250

AASSDD

LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES

OUTRIGGER TYPE

TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER, PLF

SPAN (ft-in) 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"

2.5K1 550 496 344 253 194 153 124 102 86 2.5K2 550 550 478 351 269 212 172 142 119 2.5K3 550 550 550 490 375 296 240 198 167

The Joist Outriggers Load Tables list uniform loads based on LRFD and ASD methods of design and shown in U.S. Customary Units

JOIST SUBSTITUTES, OUTRIGGERS LOAD TABLES

Joist substitutes may be used in an outrigger condition where the member is overhanging one support as illustrated below where a portion is the back span and the remainder is the cantilever span or outrigger.

Joist substitutes used in this configuration are 2.5 inch (64 mm) deep sections.

Backspan length Span = unsupported approximately equal cantilever length to cantilever span

The BLACK figures in the LRFD Load Table gives the TOTAL safe factored uniformly distributed load-carrying capacity in pounds per linear foot, of 2.5 Inch Joist Outriggers. The BLACK figures in the ASD Load Table gives the TOTAL safe uniformly distributed load-carrying capacity in pounds per linear foot, of

2.5 Inch Joist Outriggers.

Serviceability requirements must be checked by the specifying professional. When calculating the actual live load deflection at the end of the cantilever it is necessary to consider the length of the back span.

Minimum section properties shall be provided for the particular 2.5K type specified even at shorter spans where the developed load capacity may exceed 550 plf (ASD) or 825 plf (LRFD).

LLRRFFDD

LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES

OUTRIGGER TYPE

TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER, PLF

SPAN (ft-in) 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"

2.5K1 825 744 517 380 291 230 186 154 129 2.5K2 825 825 717 527 403 319 258 213 179 2.5K3 825 825 825 735 563 444 360 298 250

AASSDD

LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES

OUTRIGGER TYPE

TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER, PLF

SPAN (ft-in) 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"

2.5K1 550 496 344 253 194 153 124 102 86 2.5K2 550 550 478 351 269 212 172 142 119 2.5K3 550 550 550 490 375 296 240 198 167

The Joist Outriggers Load Tables list uniform loads based on LRFD and ASD methods of design and shown in U.S. Customary Units

JOIST SUBSTITUTES, OUTRIGGERS LOAD TABLES

Joist substitutes may be used in an outrigger condition where the member is overhanging one support as illustrated below where a portion is the back span and the remainder is the cantilever span or outrigger.

Joist substitutes used in this configuration are 2.5 inch (64 mm) deep sections.

Backspan length Span = unsupported approximately equal cantilever length to cantilever span

The BLACK figures in the LRFD Load Table gives the TOTAL safe factored uniformly distributed load-carrying…