MAPLE VALLEY ASPHALT PLANT - King County

MAPLE VALLEY ASPHALT PLANT

B. STEWART STRUCTURAL CALCULATIONS 04/10/19

FOR

LAKESIDE INDUSTRIES

18-183B Rev. 1

CONTENTS: SHT. NO.

PROJECT DESCRIPTION & DESIGN LOADING A1-A24

AGG. STORAGE & RAP CRUSHER BUILDINGS 1-3 B1-B165

EQUIPMENT STORAGE BUILDING C1-C62

ASPHALT TANK SUPPORT & CONTAINMENT D1-D9

RELOCATED SILO E1-E2

VAPORIZER, LNG, & SOUND WALLS F1-F31

DESIGN REFERENCES:

AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

AISC STEEL SEISMIC DESIGN MANUAL

ASCE 7-14 MINIMUM DESIGN LOADS FOR BUILDINGS

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

IBC 2015

8625 SW CASCADE AVE., SUITE 600BEAVERTON, OREGON 97008

PHONE 503.643.8595 FAX 503.643.8610

PROJECT DESCRIPTION:PROVIDE STRUCTURAL DESIGNS FOR MISCELLANEOUS ASPHALT PLANT STRUCTURES.

ASPHALT PLANT BUILDINGS:- AGGREGATE STORAGE BUILDING (BUILDING #1 & #2)- RECYCLED ASHPHALT CRUSHER ENCLOSURE (BUILDING #3)- EQUIPMENT STORAGE BUILDING

NON-BUILDING STRUCTURES:- ASPHALT STORAGE TANK SECONDARY CONTAINMENT- SILO FOUNDATION (*RELOCATED STRUCTURE)- VAPORIZER FOUNDATION- LIQUID NATURAL GAS TANK FOUNDATION- SOUND ATTENUATION WALL

PROJECT LOCATION: MAPLE VALLEY HIGHWAY (RENTON, KING COUNTY, WA)

Created with PTC Mathcad Express. See www.mathcad.com for more information.SHEET A1

DESIGN CRITERIA & LOADING:

CONTROLLING STANDARD: 2015 IBC & 2015 WASHINGTON STATE BUILDING CODE

RISK II STRUCTURES- AGGREGATE STORAGE BUILDING (BUILDING #1 & #2)- RECYCLED ASHPHALT CRUSHER ENCLOSURE (BUILDING #3)- EQUIPMENT STORAGE BUILDING- VAPORIZER FOUNDATION- SOUND ATTENUATION WALL

RISK III STRUCTURES- ASPHALT STORAGE TANK SECONDARY CONTAINMENT

RISK IV STRUCTURES- SILO FOUNDATION (*RELOCATED STRUCTURE)- LIQUID NATURAL GAS TANK FOUNDATION

ASPHALT MATERIAL LOADANGLE OF REPOSE = 37 DEG.MATERIAL DENSITY = 105 PCF

LIVE LOAD DESIGN CRITERIAROOF LIVE LOAD = 20 PSFEQUIPMENT BUILDING LIVE LOAD = 125 PSF (LIGHT STORAGE)

SNOW GROUND SNOW LOAD,

EXPOSURE FACTOR,THERMAL FACTOR,

SNOW IMPORTANCE,

FLAT ROOF SNOW LOAD,

≔pg 20

≔Ce 1.0

≔Ct 1.0

≔IsII 1.00 RISK II STRUCTURESRISK III STRUCTURESRISK IV STRUCTURES

≔IsIII 1.10

≔IsIV 1.20

RISK II STRUCTURESRISK III STRUCTURESRISK IV STRUCTURES

≔pf =⋅⋅⋅⋅0.7 Ce Ct IsII pg 14

≔pf =⋅⋅⋅⋅0.7 Ce Ct IsIII pg 15.4

≔pf =⋅⋅⋅⋅0.7 Ce Ct IsIV pg 16.8

Created with PTC Mathcad Express. See www.mathcad.com for more information.

MINIMUM SNOW LOAD PER CITY REQUIREMENTS = 25 PSF

CALCULATED AS RISK III IS CONSERVATIVE.

RISK II ACTUAL

SHEET A2


WIND EXPOSURE = C

≔Vult_II 110 RISK II STRUCTURESRISK III STRUCTURESRISK IV STRUCTURES

≔Vult_III 115

≔Vult_IV 115

INTERNAL PRESSURE COEFFICIENT, ≔GCpi 0.55

COMPONENT & CLADDING DESIGN WIND PRESSURE,RISK IV STRUCTURE, EXPOSURE C

≔qz 26

SEISMICSITE DESIGN PARAMETERS:SITE CLASS DSEISMIC DESIGN CATEGORY DANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

≔Ss 1.325

≔S1 0.495

≔SDS 0.883

≔SD1 0.496


SHEET A4

SHEET A5

SHEET A6

SHEET A7

Building Code Reference Document

Site Coordinates

Site Soil Classification

Risk Category

Design Maps Summary ReportUser–Specified Input

2012/2015 International Building Code(which utilizes USGS hazard data available in 2008)

47.462°N, 122.09°W

Site Class D – “Stiff Soil”

I/II/III

USGS–Provided Output

SS = 1.325 g SMS = 1.325 g SDS = 0.883 g

S1 = 0.495 g SM1 = 0.745 g SD1 = 0.496 g

For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) anddeterministic ground motions in the direction of maximum horizontal response, please return to the application andselect the “2009 NEHRP” building code reference document.

Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to theaccuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.

SHEET A8

https://www.usgs.gov/

From Figure 1613.3.1(1) [1]

From Figure 1613.3.1(2) [2]

Design Maps Detailed Report2012/2015 International Building Code (47.462°N, 122.09°W)

Site Class D – “Stiff Soil”, Risk Category I/II/III

Section 1613.3.1 — Mapped acceleration parameters

Note: Ground motion values provided below are for the direction of maximum horizontalspectral response acceleration. They have been converted from corresponding geometricmean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided forSite Class B. Adjustments for other Site Classes are made, as needed, in Section1613.3.3.

SS = 1.325 g

S1 = 0.495 g

Section 1613.3.2 — Site class definitions

The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/orthe default has classified the site as Site Class D, based on the site soil properties inaccordance with Section 1613.

2010 ASCE-7 Standard – Table 20.3-1 SITE CLASS DEFINITIONS

Site Class vS N or Nch su

A. Hard Rock >5,000 ft/s N/A N/A

B. Rock 2,500 to 5,000 ft/s N/A N/A

C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf

D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf

E. Soft clay soil <600 ft/s <15 <1,000 psf

Any profile with more than 10 ft of soil having thecharacteristics:

Plasticity index PI > 20,Moisture content w ≥ 40%, andUndrained shear strength su < 500 psf

F. Soils requiring site responseanalysis in accordance with Section21.1

See Section 20.3.1

For SI: 1ft/s = 0.3048 m/s 1lb/ft² = 0.0479 kN/m²

SHEET A9

https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf

https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(2).pdf

https://www.usgs.gov/

Section 1613.3.3 — Site coefficients and adjusted maximum considered earthquake spectralresponse acceleration parameters

TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa

Site Class Mapped Spectral Response Acceleration at Short Period

SS ≤ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ≥ 1.25

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.2 1.2 1.1 1.0 1.0

D 1.6 1.4 1.2 1.1 1.0

E 2.5 1.7 1.2 0.9 0.9

F See Section 11.4.7 of ASCE 7

Note: Use straight–line interpolation for intermediate values of SS

For Site Class = D and SS = 1.325 g, Fa = 1.000

TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv

Site Class Mapped Spectral Response Acceleration at 1–s Period

S1 ≤ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ≥ 0.50

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.7 1.6 1.5 1.4 1.3

D 2.4 2.0 1.8 1.6 1.5

E 3.5 3.2 2.8 2.4 2.4

F See Section 11.4.7 of ASCE 7

Note: Use straight–line interpolation for intermediate values of S1

For Site Class = D and S1 = 0.495 g, Fv = 1.505

SHEET A10

Equation (16-37):

Equation (16-38):

Equation (16-39):

Equation (16-40):

SMS = FaSS = 1.000 x 1.325 = 1.325 g

SM1 = FvS1 = 1.505 x 0.495 = 0.745 g

Section 1613.3.4 — Design spectral response acceleration parameters

SDS = ⅔ SMS = ⅔ x 1.325 = 0.883 g

SD1 = ⅔ SM1 = ⅔ x 0.745 = 0.496 g

SHEET A11

Section 1613.3.5 — Determination of seismic design category

TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION

VALUE OF SDS

RISK CATEGORY

I or II III IV

SDS < 0.167g A A A

0.167g ≤ SDS < 0.33g B B C

0.33g ≤ SDS < 0.50g C C D

0.50g ≤ SDS D D D

For Risk Category = I and SDS = 0.883 g, Seismic Design Category = D

TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION

VALUE OF SD1

RISK CATEGORY

I or II III IV

SD1 < 0.067g A A A

0.067g ≤ SD1 < 0.133g B B C

0.133g ≤ SD1 < 0.20g C C D

0.20g ≤ SD1 D D D

For Risk Category = I and SD1 = 0.496 g, Seismic Design Category = D

Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E forbuildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespectiveof the above.

Seismic Design Category ≡ “the more severe design category in accordance withTable 1613.3.5(1) or 1613.3.5(2)” = D

Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic DesignCategory.

References

1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf

2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(2).pdf

SHEET A12

SEISMIC BASE SHEARUsing IBC 2012 and ASCE 7-10 CodesFor the Equivalent Lateral Force Procedure for Regular Single-Level Building/Structural Systems

Input:Risk Category = II ASCE 7-10 Table 1.5-1 F

Importance Factor, I = 1.00 ASCE 7-10 Table 1.5-2Soil Site Class = D ASCE 7-10 Table 20.3-1

Location = 39.95 °N 120.96 °WSpectral Accel., SS = 0.976 ASCE 7-10 Chapter 22 MapsSpectral Accel., S1 = 0.327 ASCE 7-10 Chapter 22 Maps

Long. Trans. Period, TL = 16.000 sec. ASCE 7-10 Fig's. 22-12 to 22-16Structure Height, hn = 27.000 ft. V = Cs*W

Total Seismic Weight, W = 1.00 kips ASCE 7-10 Section 12.7.2 Seismic Base ShearActual Calc. Period, Tc = 0.000 sec. From independent analysis

Seismic Resist. System = B3

Calculations:

Site Coefficients:Fa = 1.000 ASCE 7-10 Table 11.4-1 1.110Fv = 1.510 ASCE 7-10 Table 11.4-2 1.746

Maximum Spectral Response Accelerations for Short and 1-Second Periods:SMS = 1.325 SMS = Fa*SS, ASCE 7-10 Eqn. 11.4-1 1.083SM1 = 0.745 SM1 = Fv*S1, ASCE 7-10 Eqn. 11.4-2 0.571

Design Spectral Response Accelerations for Short and 1-Second Periods :SDS = 0.883 SDS = 2*SMS/3, ASCE 7-10 Eqn. 11.4-3 0.722SD1 = 0.496 SD1 = 2*SM1/3, ASCE 7-10 Eqn. 11.4-4 0.381

Seismic Design Category:Category(for SDS) = D ASCE 7-10 Table 11.6-1Category(for SD1) = D ASCE 7-10 Table 11.6-2

Use Category = D The most critical of the two categories.

Fundamental Period:Period Coefficient, CT = 0.020 ASCE 7-10 Table 12.8-2

Period Exponent, x = 0.75 ASCE 7-10 Table 12.8-2Approximate Period, Ta = 0.237 sec., Ta = CT*hn^(x), ASCE 7-10 Section 12.8.2.1, Eqn. 12.8-7

Upper Limit Coef., Cu = 1.400 ASCE 7-10 Table 12.8-1Period max., T(max) = 0.332 sec., T(max) = Cu*Ta, ASCE 7-10 Section 12.8.2

Fundamental Period, T = 0.237 sec., T = Ta <= Cu*Ta, ASCE 7-10 Section 12.8.2

Seismic Design Coefficients and Factors:Response Mod. Coef., R = 3.25 ASCE 7-10 Table 12.2-1Overstrength Factor, o = 2 ASCE 7-10 Table 12.2-2

Defl. Amplif. Factor, Cd = 3.25 ASCE 7-10 Table 12.2-3CS = 0.272 CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2

CS(max) = 0.644 For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3CS(min) = 0.039 CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-10 Eqn. 12.8-5

Use: CS = 0.272 CS(min) <= CS <= CS(max)

Seismic Base Shear:V = 0.27 kips, V = CS*W, ASCE 7-10 Section 12.8.1, Eqn. 12.8-1

Steel ordinary concentrically braced frames(ASCE 7-10, Table 12.2-1)

hn

THIS SPREADSHEET IS INCOMPLIANCE WITH IBC 2015

SHEET A13







Seismic Resist. System = C4

Calculations:Warning: Seismic Resisting System which was selected is NOT Permitted!










Seismic Design Coefficients and Factors:Response Mod. Coef., R = 3.5 ASCE 7-10 Table 12.2-1Overstrength Factor, o = 3 ASCE 7-10 Table 12.2-2

Defl. Amplif. Factor, Cd = 3 ASCE 7-10 Table 12.2-3CS = 0.252 CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2




Steel ordinary moment frames(ASCE 7-10, Table 12.2-1)

hn

ALLOWED FOR ROOF DL < 20 PSF, OK

SHEET A14







Seismic Resist. System = A1

Calculations:










Seismic Design Coefficients and Factors:Response Mod. Coef., R = 5 ASCE 7-10 Table 12.2-1Overstrength Factor, o = 2.5 ASCE 7-10 Table 12.2-2

Defl. Amplif. Factor, Cd = 5 ASCE 7-10 Table 12.2-3CS = 0.177 CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2




Special reinforced concrete shear walls(ASCE 7-10, Table 12.2-1)

hn

SHEET A15

SEISMIC BASE SHEARUsing IBC 2012 and ASCE 7-10 CodesFor Nonbuilding Structures Not Similar to Buildings

Input:Risk Category = II IBC 2012, Table 1604.5

Importance Factor, I = 1.00 ASCE 7-10 Table 1.5-2Soil Site Class = D ASCE 7-10 Chapter 20


Long, Trans. Period, TL = 16.000 sec. ASCE 7-10 Fig's. 22-12 to 22-16Height, h = 43.000 ft.

Total Seismic Weight, W = 1.00 kips ASCE 7-10 Section 12.7.2Actual Calc. Period, Tc = 0.000 sec. From independent analysis

Structure Type = 04a

Results:

Site Coefficients:Fa = 1.000 IBC 2012 Table 1613.3.3(1)Fv = 1.510 IBC 2012 Table 1613.3.3(2)

Maximum Spectral Response Accelerations for Short and 1-Second Periods:SMS = 1.325 SMS = Fa*Ss, IBC 2012 Eqn. 16-37SM1 = 0.745 SM1 = Fv*S1, IBC 2012 Eqn. 16-38

Design Spectral Response Accelerations for Short and 1-Second Periods :SDS = 0.883 SDS = 2*SMS/3, IBC 2012 Eqn. 16-39SD1 = 0.496 SD1 = 2*SM1/3, IBC 2012 Eqn. 16-40

Seismic Design Category:Category(for SDS) = D IBC 2012 Table 1613.3.5(1)Category(for SD1) = D IBC 2012 Table 1613.3.5(2)

Use Category = D Most critical of either category case above controls


Period Exponent, x = 0.75 ASCE 7-10 Table 12.8-2Approx. Period, Ta = 0.336 sec., Ta = CT*hn^(x), ASCE 7-10 Eqn. 12.8-7

Upper Limit Coef., Cu = 1.4 ASCE 7-10 Table 12.8-1Period max., T(max) = 0.470 sec., T(max) = Cu*Ta, ASCE 7-10 Section 12.8-2

Fundamental Period, T = 0.470 sec., T = SD1/SDS <= Cu*Ta, ASCE 7-10 Section 12.8.2Rigid or Flexible? Flexible Criteria: If T < 0.06, then Rigid, else if T >= 0.06, then Flexible

Seismic Design Coefficients and Factors:Response Mod. Coef., R = 3 ASCE 7-10 Table 15.4-2Overstrength Factor, o = 2 ASCE 7-10 Table 15.4-2Defl. Amplif. Factor, Cd = 2.5 ASCE 7-10 Table 15.4-2

CS = 0.294 CS = SDS/(R/I), ASCE 7-10 Eqn. 12.8-2CS(max) = 0.352 For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-10 Eqn. 12.8-3CS(min) = 0.039 Cs(min) = 0.044*SDS*I >= 0.03, ASCE 7-10 Eqn. 15.4-1


Seismic Base Shear:V = 0.29 kips, for Flexible: V = CS*W, ASCE 7-10 Eqn. 12.8-1

Elevated tanks, vessels, bins or hoppers on symmetrically braced legs (not similar to buildings)(ASCE 7-10 Table 15.4-2)

SHEET A16

SEISMIC BASE SHEARUsing IBC 2012 and ASCE 7-10 CodesFor Nonbuilding Structures Not Similar to Buildings

Input:Risk Category = IV IBC 2012, Table 1604.5





Structure Type = 04a

Results:










Seismic Design Coefficients and Factors:Response Mod. Coef., R = 3 ASCE 7-10 Table 15.4-2Overstrength Factor, o = 2 ASCE 7-10 Table 15.4-2Defl. Amplif. Factor, Cd = 2.5 ASCE 7-10 Table 15.4-2




Elevated tanks, vessels, bins or hoppers on symmetrically braced legs (not similar to buildings)(ASCE 7-10 Table 15.4-2)

SHEET A17

SEISMIC BASE SHEARUsing IBC 2012 and ASCE 7-10 CodesFor Nonbuilding Structures Similar to Buildings

Input:Risk Category = II IBC 2012, Table 1604.5





Structure Type = 03i

Results:Warning: Seismic Resisting System which was selected is NOT Permitted!










Seismic Design Coefficients and Factors:Response Mod. Coef., R = 3.5 ASCE 7-10 Table 15.4-1Overstrength Factor, o = 3 ASCE 7-10 Table 15.4-1Defl. Amplif. Factor, Cd = 3 ASCE 7-10 Table 15.4-1




Ordinary moment frames of steel(ASCE 7-10 Table 15.4-1)

ALLOWED FOR ROOF DL < 20 PSF

SHEET A18


GEOTECH PARAMETERS:

- ALLOWABLE SOIL BEARING PRESSURE = 3000 PSF- 1/3 ALLOWABLE INCREASE FOR SHORT TERM (WIND OR SEISMIC LOADS)- 350 PSF ALLOWABLE PASSIVE RESISTANCE- COEFFICIENT OF FRICTION = 0.5

CONCRETE REQUIREMENTS

MINIMUM COMPRESSIVE STRENGTH,

EXPOSURE CLASSES (MINIMUM f'c PER IBC TABLE 19.3.2.1)FREEZING & THAWING, Fx = F2 4500 psiSULFATE, Sx = S1 4000 psiWATER, Wx= W1 4000 psiCORROSION, Cx = C1 2500 psi

≔f'c 4500


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SHEET A21

SHEET A22

SHEET A23

IBC CODE REVIEW

CH. 3 - USE AND OCCUPANCY

*ASSUME ALL STRUCTURES FALL UNDER "LOW-HAZARD STORAGE", GROUP S-2

CH. 5 - GENERAL BUILDING HEIGHTS & AREAS

TYPE OF CONSTRUCTION: TYPE II B

MAX ALLOWABLE HEIGHT = 55' (TABLE 504.3) < MAX HEIGHT = 45', OK!!

ALLOWABLE AREA:

≔NS 26000 2 (ALLOWABLE AREA FACTOR, W/O SPRINKLER, GROUP S-2)

≔At =NS ⎛⎝ ⋅2.6 104 ⎞⎠2 TABULAR ALLOWABLE AREA FACTOR

≔F 100 ≔P =+⋅100 2 ⋅50 2 300 ≔W 60

≔If =⎛⎜⎝

−―F

P0.25

⎞⎟⎠

――W

300.167 FRONTAGE AREA FACTOR INCREASE, EQ. 5-5

*AGGREGATE STORAGE BUILD #2 CONTROLS

≔Aa =+At⎛⎝ ⋅NS If

⎞⎠ 30333 2 ALLOWABLE AREA, EQ. 5-1

≔Ab =⋅362 79 28598 2 AGGREGATE STORAGE MAIN BUILDING CONTROLS, Ab < Aa, OK!!!


AGGREGATE STORAGE (BUILDING #1 & #2) & RAP CRUSHER/STORAGE (BUILDING #3) DESIGN

*SEE PROJECT DESIGN CRITERIA FOR INFORMATION NOT SHOWN HERE

BUILDING #1, #2, & #3 ARE RISK II STRUCTURES

LATERAL FORCE RESISTING SYSTEMS:BUILDING #1 - ORDINARY CONCENTRIC BRACED FRAME (EA. DIRECTION)BUILDING #2 & #3 - ORDINARY CONCENTRIC BRACED FRAME (LONGITUDINAL)

ORDINARY MOMENT FRAME (TRANSVERSE)

CONVEYOR LOADING ASSUMPTIONS:

CV CAPACITY PER LAKESIDE = 300 TPHMATERIAL DENSITY = 105 PCF W/ 20 DEG SURCHARGE ANGLE

TRIPPER BELT SPEED = 300 TO 500 FPM (*ASSUME 300 FPM)

ASSUME 30" BELT @ 300 FPM W/ 20 DEG IDLERS (CONSERVATIVE)PER CEMA,

CONVEYOR OUTPUT , ≔wmatl =⋅⋅⋅As ――――((105 ))

2000300 ――

min60 min 494.235

TYPICAL CONVEYOR LOADING

MATERIAL WEIGHT = 60 PLF30" BELT = 25 PLF

IDLER = 35 PLFRETURN IDLER = 10 PLF

CONDUIT = 30 PLFWALKWAY = 20 PLF

TOTAL CONVEYOR LOAD (DL + MATERIAL) = 180 PLF

≔As 0.523 2

Created with PTC Mathcad Express. See www.mathcad.com for more information.

BUILDINGS 1, 2, & 3 HAVE BEEN DESIGNED ASSUMING A STEEL FRAMEDBUILDING (OCBF & OMF) SUPPORTED BY REINFORCED CONCRETE BIN WALLS(SPECIAL REINFORCED CONCRETE WALL).

THE BUILDING ROOF WAS ASSUMED FLEXIBLE AND NEGLECTED FORSTRENGTH & STABILITY CALCULATIONS IN THE MODEL. A CONSERVATIVEDIAPHRAGM WAS ADDED TO A SPEARATE MODEL TO DETERMINECONSERVATIVE OVERALL DEFLECTIONS IN ACCORDANCE WITH IBCDEFLECTION LIMITS.

THESE TWO STRUCTURES WERE ANALYZED SEPARATELY WITH THE WORSTCASE COLUMN REACTIONS ADDED TO THE BIN WALL DESIGN.

SHEET B1

AGGREGATE STORAGE & RAP CRUSHER STRUCTURES (PLAN VIEW)

AGGREGATE STORAGE & RAP CRUSHER STRUCTURES (OPEN FACE ELEVATION VIEW)

Created with PTC Mathcad Express. See www.mathcad.com for more information.SHEET B2

AGGREGATE STORAGE & RAP CRUSHER STRUCTURES (ELEVATION SIDE VIEW)

AGGREGATE STORAGE & RAP CRUSHER STRUCTURES (TYPICAL SECTION VIEW)

Created with PTC Mathcad Express. See www.mathcad.com for more information.SHEET B3

MAXIMUM SERVICE LEVELCOMBINED LOADING (ASD) = 30 PSF(32 PSF IS CONSERVATIVE)

UNIFORM LOAD FOR L/360 = 216 PLFx 360/240 = 324 PLF

SHEET B4

UNIFORM LOAD FOR L/360 = 227 PLFx 360/240 = 340 PLF

SHEET B5

SHEET B6

SHEET B7

SECTIONWEIGHT AREA Ix Sx Rx Iy Sy

D X B GA LB/LF IN2 IN4 IN3 IN IN4 IN3

6 X 2.5 Z 16 2.4534 0.72158 4.1433 1.3811 2.3962 1.237 0.412314 3.0522 0.89769 5.1248 1.7083 2.3893 1.5253 0.509612 4.2387 1.2467 7.0351 2.345 2.3755 2.0806 0.6987

8 X 2.5 Z 16 2.86 0.84118 8.0884 2.0221 3.1009 1.237 0.412314 3.5601 1.0471 10.021 2.5053 3.0936 1.525 0.509612 4.95 1.4559 13.802 3.4506 3.079 2.081 0.6987

8 X 3.5 Z 14 4.0681 1.1965 12.367 3.0918 3.215 3.528 0.883612 5.6613 1.6651 17.063 4.2657 3.2011 4.843 1.2175

10 X 2.5 Z 14 4.0681 1.1965 17.012 3.4023 3.7707 1.525 0.509712 5.6613 1.6651 23.481 4.6963 3.7553 2.081 0.6988

10 X 3.5 Z 14 4.576 1.3459 20.691 4.1382 3.9209 3.528 0.883612 6.3726 1.8743 28.603 5.7205 3.9065 4.844 1.2176

12 X 2.5 Z 14 4.576 1.3459 26.395 4.3992 4.4285 1.525 0.509712 6.3726 1.8743 36.491 6.0817 4.4124 2.081 0.6989

12 X 3.5 Z 14 5.084 1.4953 31.707 5.2845 4.6048 3.528 0.883712 7.0839 2.0835 43.891 7.3152 4.5898 4.844 1.2176

Flexospan - 253 Railroad St. Sandy Lake, PA 16145 - 1-800-245-0396

1.53611.5247

1.21271.207

1.1955

1.71721.7055

1.06461.0538

1.1179

1.61911.6076

1.1291

1.3093

1.29191.3035

Ry

IN

FLEXOSPAN Z PURLIN AND GIRT SECTION PROPERTIES

SECTION PROPERTIES (ZEES)

AXIS X-X AXIS Y-Y

DX X

R = .25" TYP.

B

L = .75"

SHEET B8

SHEET B9

SHEET B10

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SHEET B11

Company : SMG ENGINEERS Apr 6, 20194:08 PMDesigner : BS

Job Number : 18-183B Checked By:_____Model Name : AGGREGATE STORAGE BUILDING

Hot Rolled Steel Section SetsLabel Shape Type Design List Material Design ... A [in2] Iyy [in4] Izz [in4] J [in4]

1 TYP COLUMN W12X65 Column Wide Flange A572 Gr.... Typical 19.1 174 533 2.182 MAIN COLUMN W24X104 Column Wide Flange A572 Gr.... Typical 30.7 259 3100 4.723 LONG BEAM W12X65 Beam Wide Flange A572 Gr.... Typical 19.1 174 533 2.184 TRANS BEAM W24X104 Beam Wide Flange A572 Gr.... Typical 30.7 259 3100 4.725 TB STRUT L4X3X4 HBrace Single Angle A36 Gr.36 Typical 1.69 1.33 2.75 .0396 TB DIAG L4X3X5 HBrace Single Angle A36 Gr.36 Typical 2.09 1.62 3.36 .0737 B1 TRUSS CV SUPPO... W6X12 Beam Wide Flange A572 Gr.... Typical 3.55 2.99 22.1 .098 SHUTTLE SUPPORT W12X40 Beam Wide Flange A572 Gr.... Typical 11.7 44.1 307 .9069 B3 TALL COLUMN W36X194 Column Wide Flange A572 Gr.... Typical 57 375 12100 22.210 BLDG TIE - STRUT W12X40 Beam Wide Flange A572 Gr.... Typical 11.7 44.1 307 .90611 BLDG TIE - DIAG L4X3X4 VBrace Single Angle A36 Gr.36 Typical 1.69 1.33 2.75 .03912 ROOF TRUSS BRACE LL4x3x4x6 VBrace Double Angle (3/...A36 Gr.36 Typical 3.38 6.72 5.5 .07713 ROOF JOIST BRIDGING L2x2x3 HBrace Single Angle A36 WT... Typical .722 .271 .271 .00914 TRUSS CHORD W8X31 Beam Wide Flange A572 Gr.... Typical 9.13 37.1 110 .53615 TRUSS STRUT W8X31 Column Wide Flange A572 Gr.... Typical 9.13 37.1 110 .53616 TRUSS DIAG - S LL3x2x4x6 VBrace Double Angle (3/...A36 Gr.36 Typical 2.4 2.55 2.18 .05417 TRUSS DIAG - MS LL4x3x4x6 VBrace Double Angle (3/...A36 Gr.36 Typical 3.38 6.72 5.5 .07718 TRUSS DIAG - ML LL4x3x5x6 VBrace Double Angle (3/...A36 Gr.36 Typical 4.18 8.55 6.72 .14619 TRUSS DIAG - L LL4x3.5x6x6 VBrace Double Angle (3/...A36 Gr.36 Typical 5.36 15.3 8.3 .26420 X-BRACE L4X3X4 VBrace Single Angle A36 WT... Typical 1.69 1.33 2.75 .039

RISA-3D Version 17.0.2 Page 1 [Q:\...\...\...\...\Ben\BUILDING DESIGNS\BLDG 123 Model Rev0 11.1.18.r3d] SHEET B12



General Section SetsLabel Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4]

1 RIGID None RIGID 1e+6 1e+6 1e+6 1e+62 40LH14 40LH14 Beam gen_Steel 10.3 10 2570 103 32LH11 32LH11 Beam gen_Steel 7.1 10 1142 10


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TYP COLUMN


TYP COLUMN

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TYP COLUMN

X-BRACE

X-BRACE

TYP COLUMN

TYP COLUMN

MAIN COLUMN

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X-BRACE

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TRANS BEAM

ROOF JOIST BRIDGING

TRUSS STRUT

na

RO

OF

JOIS

T BR

IDG

ING

TRU

SS C

HO

RD

TRU

SS C

HO

RD

TRANS BEAM

na

32LH11

TYP COLUMN

32LH11

RO

OF

JOIS

T BR

IDG

ING

TRUSS DIAG - MS TRUSS STRUT

ROOF TRUSS BRACE

RO

OF

JOIS

T BR

IDG

ING

TRU

SS C

HO

RD

TRU

SS C

HO

RD

32LH11

TYP COLUMN

TRUSS STRUT

32LH11

RO

OF

JOIS

T BR

IDG

ING

32LH11

RO

OF

JOIS

T BR

IDG

ING

TRUSS DIAG - S

ROOF JOIST BRIDGING

TRUSS STRUT

ROOF TRUSS BRACE

TRU

SS C

HO

RD

TRU

SS C

HO

RD

32LH11

X-BRACE

TRUSS STRUT

32LH11 X-BRACE

32LH11

RO

OF

JOIS

T BR

IDG

ING

TRUSS DIAG - S

ROOF JOIST BRIDGING

TRUSS STRUT

ROOF TRUSS BRACE

MAIN COLUMN

TRU

SS C

HO

RD

TRU

SS C

HO

RD

32LH11

TRUSS STRUT

TRANS BEAM

RO

OF

JOIS

T BR

IDG

ING

32LH11

RO

OF

JOIS

T BR

IDG

ING

TRUSS DIAG - S

MAIN COLUMN

TRUSS STRUT

ROOF TRUSS BRACE

TRU

SS C

HO

RD

TRU

SS C

HO

RD

32LH11

TRUSS STRUT

32LH11

RO

OF

JOIS

T BR

IDG

ING

TRUSS DIAG - S TRUSS STRUT

ROOF TRUSS BRACE

MAIN COLUMN

TRU

SS C

HO

RD

TRU

SS C

HO

RD

32LH11

TRUSS STRUT

ROOF JOIST BRIDGING

32LH11MAIN COLUMN

TRANS BEAM


ROOF TRUSS BRACE

MAIN COLUMN

TRU

SS C

HO

RD

32LH11

TRUSS STRUT

ROOF JOIST BRIDGING

TRUSS DIAG - MS

ROOF TRUSS BRACE

MAIN COLUMN

TRU

SS C

HO

RD32LH11

TRUSS STRUT

TRANS BEAM

TRU

SS C

HO

RD MAIN COLUMN

Y

XZ

Sec

tion

Set

s

na TYP

CO

LUM

NM

AIN

CO

LUM

NLO

NG

BE

AM

TRA

NS

BE

AM

TB S

TRU

TTB

DIA

GB

1 TR

US

S C

V S

UP

PO

RT

SH

UTT

LE S

UP

PO

RT

BLD

G T

IE -

STR

UT

BLD

G T

IE -

DIA

GR

OO

F TR

US

S B

RA

CE

RO

OF

JOIS

T B

RID

GIN

GTR

US

S C

HO

RD

TRU

SS

STR

UT

TRU

SS

DIA

G -

STR

US

S D

IAG

- M

STR

US

S D

IAG

- M

LTR

US

S D

IAG

- L

X-B

RA

CE

RIG

ID40

LH14

32LH

11

Env

elop

e O

nly

Sol

utio

n

SHEET B14

SMG ENGINEERS

BS

18-183B

AGGREGATE STORAGE BUILDING

SK -

Apr 6, 2019 at 4:16 PMBLDG 123 Model Rev0 11.1.18.r3d

LONG BEAMLONG BEAMLONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAMLONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

LONG BEAM

TRA

NS

BE

AM

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

LONG BEAM

ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING

LONG BEAM

TRA

NS

BE

AM

32LH

11ROOF J

OIST B

RIDGIN

G32

LH11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

32LH

11

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

LONG BEAM

TRA

NS

BE

AMROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING

32LH

11

TRA

NS

BE

AM

32LH

11

ROOF JOIST BRIDGING

ROO

F JOIST BRIDG

ING

TRA

NS

BE

AM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JOIST BRIDGING

32LH

11 ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

32LH


ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

32LH


ROOF JOIST BRIDGING

TRA

NS

BE

AM

ROOF JOIST BRIDGING

ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING

TRA

NS

BE

AM

32LH

11 32LH

11

ROO

F JO

IST

BRID

GIN

G

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING

ROOF JO

IST

BRID

GING ROOF JOIST BRIDGING

ROOF JOIST BRIDGING

TRA

NS

BE

AM

32LH

11 32LH

11 32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

32LH

11LONG BEAMLONG BEAMTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD

Y X

Z

Section Sets

TYP COLUMNMAIN COLUMNLONG BEAMTRANS BEAMTB STRUTTB DIAGB1 TRUSS CV SUPPORTSHUTTLE SUPPORTB3 TALL COLUMNBLDG TIE - STRUTBLDG TIE - DIAGROOF TRUSS BRACEROOF JOIST BRIDGINGTRUSS CHORDTRUSS STRUTTRUSS DIAG - STRUSS DIAG - MSTRUSS DIAG - MLTRUSS DIAG - LX-BRACERIGID40LH1432LH11

SHEET B15

SMG ENGINEERS

BS

18-183B


SK -


TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

LONG BEAMLONG BEAM

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS CHORDTRUSS CHORD

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRU

SS

STR

UT

TRU

SS

STR

UT


TRU

SS

STR

UT

TRU

SS

STR

UT


TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - M

S

TRUSS DIAG - M

S

TRUSS DIAG - M

S

TRUSS DIAG - S

TRUS

S DI

AG -

MS

TRUS

S DI

AG -

MS

TRUS

S DI

AG -

S

TRUS

S DI

AG -

S

TRUSS DIAG - M

S

TRUSS DIAG - M

S TRUS

S DI

AG -

MS

TRUS

S DI

AG -

S

TRUS

S DI

AG -

S

TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD


B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

N

TRUSS DIAG - S

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRUSS DIAG - S

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

N

LONG BEAM

X-BRACE

X-BRACE

X-BRACE

X-BRACE

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DI

AG -

ML

TRUS

S DI

AG -

ML


TRUSS DIAG - S

TRUSS DIAG - S

TRUSS DIAG - S

Y

XZ

Section Sets


SHEET B16

SMG ENGINEERS

BS

18-183B


SK -


LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BR

ACE

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN X-BRACE

MA

IN C

OLU

MN

TYP

CO

LUM

N

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

N X-BRACEX-BR

ACE X-BRACEX-

BRAC

E

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

LONG BEAMLONG BEAMLONG BEAMLONG BEAMTY

P C

OLU

MN

TYP

CO

LUM

NX-BRACEX-BR

ACE

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAMLONG BEAMLONG BEAMLONG BEAMLONG BEAM

LONG BEAMLONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM

LONG BEAMLONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM

TYP

CO

LUM

N

MA

IN C

OLU

MN

BLDG TIE - STRUT

BLDG TIE - STRUT

BLDG

TIE - DIAG

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

N

Y

XZ

Section Sets


SHEET B17

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MNX-BRACE

TRANS BEAMTRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACE

LONG BEAM

X-BR

ACE

X-BRACE

LONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

LONG BEAM

X-BRACE

X-BR

ACE

LONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

Y

XZ

Section Sets


SHEET B18

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

TYP

CO

LUM

N

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACE

X-BRACE

X-BRACE

X-BR

ACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

BLDG TIE - STRUT

BLDG

TIE

- DI

AG

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

Y

XZ

Section Sets


SHEET B19

SMG ENGINEERS

BS

18-183B


SK -


32LH1132LH1132LH1132LH1132LH1132LH11

TRU

SS

STR

UT

TRU

SS

STR

UT

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

ROOF TRUSS BRACE

ROOF TRUSS BRACE

Y

XZ

Section Sets


SHEET B20

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAM

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

NB3

TA

LL C

OLU

MN

B3 T

ALL

CO

LUM

N

Y

XZ

Section Sets


SHEET B21

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

B3

TALL

CO

LUM

NB

3 TA

LL C

OLU

MN

B3

TALL

CO

LUM

NB

3 TA

LL C

OLU

MN

B3

TALL

CO

LUM

NTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAM

TYP

CO

LUM

N

TYP

CO

LUM

NX-BRACE

X-BR

ACE X-BRACE

X-BR

ACE

Y

XZ

Section Sets


SHEET B22

SM

G E

NG

INE

ER

S

BS

18-1

83B

AG

GR

EG

ATE

STO

RA

GE

BU

ILD

ING

SK

-

Nov

2, 2

018

at 3

:00

PM

BLD

G 1

23 M

odel

Rev

0 11

.1.1

8.r3

d

MAIN COLUMN MAIN COLUMN


MAIN COLUMN

TYP COLUMN

MAIN COLUMN

TYP COLUMN

MAIN COLUMN

TYP COLUMN

MAIN COLUMN

TYP COLUMNLO

NG

BEA

M X-BRACE

X-BR

ACE

TYP COLUMNLO

NG

BEA

M

TYP COLUMN

TYP COLUMN

LON

G B

EAM

TYP COLUMN

ROOF TR

USS BRACE

X-BRACE

TRANS BEAM

X-BR

ACE

40LH14

LON

G B

EAM

TYP COLUMN

TYP COLUMN

LON

G B

EAM

ROOF TR

USS BRACE

TYP COLUMN

40LH14LON

G B

EAM

TYP COLUMN

TYP COLUMN

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OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

40LH

14ROO

F JOIST BRIDG

ING

40LH

14

40LH

14

40LH

14

ROO

F JOIST BRIDG

ING

40LH

14

40LH

14

40LH

14ROO

F JOIST BRIDG

ING

40LH

14

ROO

F JOIST BRIDG

ING

40LH

14

40LH

14

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

40LH

14ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

ROO

F JOIST BRIDG

ING

ROO

F JOIST BRIDG

ING

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGING ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING

TRA

NS

BE

AM

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JO

IST

BRIDGIN

G

ROOF JO

IST

BRIDGIN

G

ROOF JO

IST

BRIDGIN

G

ROOF JO

IST

BRIDGIN

G

ROOF JO

IST

BRIDGIN

G

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JO

IST

BRIDGIN

G

ROOF JO

IST

BRIDGIN

G

ROOF JO

IST

BRIDGIN

G

TRA

NS

BE

AM

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

GRO

OF

JOIS

T BR

IDG

ING

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

G

ROO

F JOIST BRIDG

ING

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

TRA

NS

BE

AM

BLDG TIE - STRUT BLDG TIE - STRUTTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORD

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TB S

TRU

T

TRA

NS

BE

AM

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

40LH

14

BLDG TIE - STRUT BLDG TIE - STRUTTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORD TRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORDTRUSS CHORD

Y X

Z

Section Sets


SHEET B24

SMG ENGINEERS

BS

18-183B


SK -


TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT



TRUSS DIAG - L

TRUSS DIAG - ML

TRUSS DIAG - MS

TRUSS DIAG - MS

TRUSS DIAG - S TRUS

S DIA

G - L

TRUS

S DIA

G - M

L

TRUS

S DIA

G - M

S

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TRUS

S DIA

G - M

S

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DIA

G - S

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - ML

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - MS

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - MS TR

USS

DIAG -

MS

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DIA

G - S

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DIA

G - S

TRUSS DIAG - M

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN TRUS

S DIA

G - L

TRUS

S DIA

G - M

L

TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHO


TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS CHORDTRUSS CHO

TRU

SS

STR

UT

TRU

SS

STR

UT

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRUSS DIAG - S

BLDG TIE - STRUT

BLDG TIE - STRUT

BLD

G T

IE -

DIA

G

Y

XZ

Section Sets


SHEET B25

SMG ENGINEERS

BS

18-183B


SK -


TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT



TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - MS

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - MS

TRU

SS

STR

UT

TRU

SS

STR

UTTRUSS DIAG - S

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DIA

G - M

L

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DIA

G - M

S

TRUS

S DIA

G - S

TRU

SS

STR

UT

TRU

SS

STR

UT TRUSS DIAG - L

TRU

SS

STR

UT

TRUSS DIAG - ML

TRUSS DIAG - MS

TRUSS DIAG - S

TRUSS DIAG - S TRUS

S DIA

G - L

TRUS

S DIA

G - M

L

TRUS

S DIA

G - M

S

TRUS

S DIA

G - S

TRUS

S DIA

G - S

BLDG TIE - STRUT

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MNRUS

S DIA

G - M

L

RUSS CHORDTRUSS CHORD

RUSS CHORDTRUSS CHORD

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRUSS DIAG - S

BLDG TIE - STRUT

BLDG

TIE - DIAGTR

USS

DIAG -

S

Y

XZ

Section Sets


SHEET B26

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

LONG BEAMLONG BEAM LONG BEAMLONG BEAM

LONG BEAM

LONG BEAMLONG BEAM

LONG BEAMLONG BEAMLONG BEAMLONG BEAMLONG BEAM

LONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MNX-BRACE

LONG BEAMLONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACE

LONG BEAMLONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN X-BRACE

LONG BEAMLONG BEAM

LONG BEAMLONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACE

LONG BEAMLONG BEAM

LONG BEAMLONG BEAMLONG BEAMLONG BEAM

X-BRACE

LONG BEAMLONG BEAM

LONG BEAMLONG BEAMLONG BEAMLONG BEAM

X-BRACE

LONG BEAM

LONG BEAMLONG BEAM

LONG BEAMLONG BEAM

LONG BEAMLONG BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

Y

XZ

Section Sets


SHEET B27

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACEX-BRACE X-BRACEX-BRACE

LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM

LONG BEAMLONG BEAM

LONG BEAMLONG BEAMLONG BEAM

LONG BEAM

LONG BEAMLONG BEAM LONG BEAMLONG BEAM

X-BRACE

LONG BEAMLONG BEAM

X-BRACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

Y

XZ

Section Sets


SHEET B28

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

N

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACE

TYP

CO

LUM

N

TYP

CO

LUM

N

TYP

CO

LUM

N

TYP

CO

LUM

NTY

P C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N


TYP

CO

LUM

N

MA

IN C

OLU

MNX-BRACE

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TRANS BEAM

MA

IN C

OLU

MNX-BRACE

BLDG TIE - STRUT

MA

IN C

OLU

MN

X-BRACE

TRANS BEAMTRANS BEAMBLDG TIE - DIAG

TYP

CO

LUM

N

TRANS BEAMTRANS BEAMTRANS BEAM

SHUTTLE SUPPORTSHUTTLE SUPPORTSHUTTLE SUPPORT

TRANS BEAM

MA

IN C

OLU

MN

TYP

CO

LUM

N

MA

IN C

OLU

MN

Y

XZ

Section Sets


SHEET B29

SMG ENGINEERS

BS

18-183B


SK -


TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACEX-BRACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACEBLDG TIE - STRUT

BLDG TIE - DIAG

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACE


Y

XZ

Section Sets


SHEET B30

SMG ENGINEERS

BS

18-183B


SK -


TRANS BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TRANS BEAMTRANS BEAMTRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N


MA

IN C

OLU

MN

LONG BEAM

MA

IN C

OLU

MN

X-BRACEX-BRACE

B1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORT

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACEX-BRACE


MA

IN C

OLU

MN

Y

XZ

Section Sets


SHEET B31

SMG ENGINEERS

BS

18-183B


SK -


40LH14

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

40LH1440LH14

TRU

SS

STR

UT

TRU

SS

STR

UT 40LH14

ROOF TRUSS BRACE

ROOF TRUSS BRACE

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

40LH14

TB STRUT

40LH14

TB STRUT

TYP

CO

LUM

NTY

P C

OLU

MNB1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORT

Y

XZ

Section Sets


SHEET B32

SMG ENGINEERS

BS

18-183B


SK -


TYP COLUMN

B1

TRU

SS

CV

SU

PP

OR

T

B1

TRU

SS

CV

SU

PP

OR

T

TYP COLUMN


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACEX-BRACE

TRANS BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

LONG BEAM

B1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORT

X-BRACEX-BRACE


Y

XZ

Section Sets


SHEET B33

SMG ENGINEERS

BS

18-183B


SK -


TRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAMTRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACEX-BRACE

TYP

CO

LUM

NTY

P C

OLU

MN

X-BRACEX-BRACE

LONG BEAM


Y

XZ

Section Sets


SHEET B34

SMG ENGINEERS

BS

18-183B


SK -


TRU

SS

STR

UT

TRU

SS

STR

UT

40LH1440LH1440LH1440LH14

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

40LH1440LH14

ROOF TRUSS BRACE

ROOF TRUSS BRACE

Y

XZ

Section Sets


SHEET B35

SM

G E

NG

INE

ER

S

BS

18-1

83B

AG

GR

EG

ATE

STO

RA

GE

BU

ILD

ING

SK

-

Nov

2, 2

018

at 2

:59

PM

BLD

G 1

23 M

odel

Rev

0 11

.1.1

8.r3

d

MA MA

X-BRACE

X-BR

ACE

TYP COLUMN TYP COLUMN TYP COLUMN

SHUTTLE SUPPORTTYP COLUMN

SHUTTLE SUPPORT

40

TYP COLUMN

TYP COLUMN

DGING

TRANS BEAM

40LH

TYP COLUMNSHUTTLE SUPPORT

TYP COLUMN

T BRIDGING

TYP COLUMN

RID

GIN

G

TYP COLUMN

T BRIDGING

BRID

GIN

GO

F JO

IST

BRID

GIN

G

TRANS BEAM

TYP COLUMN

RO

OF

JOIS

T BR

IDG

ING

TRUSS STRUTR

OO

F JO

IST

BRID

GIN

G

TRU

SS C

HO

RD

BRID

GIN

G

TYP COLUMN

JOIST BRIDGING

S SUPPORT

TRANS BEAM

RUTR

OO

F JO

IST

BRID

GIN

G

TRUSS STRUT

40

TRUSS STRUT TB D

IAG

TRU

SS C

HO

RD

TRUSS DIAG - S

B1 TRUSS CV SUPPORT

TRUSS BRAC

TB STRUT

TRUSS STRUTRO

OF

JOIS

T BR

IDG

ING

TRUSS STRUT

40LH

TRUSS STRUT

X-BRACE

TRU

SS C

HO

RD

X-BR

ACE

TB D

IAG

TRU

SS C

HO

RD

RO

OF

JOIS

T BR

IDG

ING

B1 TRUSS CV SUPPORTB1 TRUSS CV SUPPORT

ROOF JOIST BRIDGING

TRUSS DIA

G - S

ROOF TRUSS BRACE

TB STRUT

TRU

SS C

HO

RD

TRUSS STRUT

TRUSS STRUT

TRUSS STRUTR

OO

F JO

IST

BRID

GIN

G

B1 TRUSS CV SUPPORT

TRUSS STRUT

TRANS BEAM

TRU

SS C

HO

RD

TB D

IAG

TRU

SS C

HO

RD

RUT

B1 TRUSS CV SUPPORT

TYP COLUMN

B1 TRUSS CV SUPPORT

TRUSS DIAG - S

TRUSS DIA

G - S

ROOF TRUSS BRACE

MAIN COLUMN

TB STRUT

TRU

SS C

HO

RD

TRUSS STRUT

TRUSS STRUT

TRUSS STRUT

B1 TRUSS CV SUPPORT

RO

OF

JOIS

T BR

IDG

ING

TRUSS STRUT

TYP COLUMN

TRUSS STRUT

TRU

SS C

HO

RD

B1 TRUSS CV SUPPORT

TB D

IAG

TRU

SS C

HO

RD

TB STRUT

B1 TRUSS CV SUPPORT

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN

40

TRUSS DIA

G - S

TRUSS DIA

G - MS

ROOF TRUSS BRACE

TB STRUT

TRU

SS C

HO

RD

B1 TRUSS CV SUPPORT

TRUSS STRUT

TRU

SS C

HO

RD

TRUSS STRUT

RO

OF

JOIS

T BR

IDG

ING


TRUSS STRUT

B1 TRUSS CV SUPPORT

TRU

SS C

HO

RD

TYP COLUMN

TB D

IAG

TRU

SS C

HO

RD

TB STRUT

MAIN COLUMN

TYP COLUMN

40LH

TRUSS DIA

G - S

TRUSS DIA

G - ML

MAIN COLUMN

TRANS BEAM

TYP COLUMN

ROOF TRUSS BRACE

B1 TRUSS CV SUPPORT

TRUSS STRUT

TRUSS STRUT

TRU

SS C

HO

RD

TRU

SS C

HO

RD

40

BLD

G T

IE -

STR

UT


MAIN COLUMN

TRUSS STRUT

TYP COLUMN

TRU

SS C

HO

RD

TB D

IAG

TB STRUT


TRUSS DIA

G - MS

TRUSS DIA

G - L

X-BRACE

X-BRACE

B1 TRUSS CV SUPPORT

ROOF TRUSS BRACE

MAIN COLUMN

BLDG TIE - STRUT

TRU

SS C

HO

RD

TRU

SS C

HO

RD

40LH

TRUSS STRUT

TRANS BEAM

BLDG TIE - STRUT

TRUSS STRUT

TYP COLUMN

MAIN COLUMNBLDG TIE - DIAG

TRU

SS C

HO

RD

TYP COLUMN

TB STRUT

TYP COLUMN

TRUSS DIA

G - ML

MAIN COLUMN

TYP COLUMN

TRU

SS C

HO

RD

TRU

SS C

HO

RD

TYP COLUMN

BLD

G T

IE -

STR

UT

TRUSS STRUT

BLDG TIE - DIAG

MAIN COLUMN

X-BRACE

X-BRACE

MAIN COLUMN

TB STRUT

BLDG TIE - DIAG

TYP COLUMN

LON

G B

EAM

BLD

G T

IE -

STR

UT

MAIN COLUMN

TRUSS DIA

G - L

TYP COLUMN

TYP COLUMN

TRU

SS C

HO

RD

TYP COLUMN

LON

G B

EAM

BLDG TIE - DIAG

LON

G B

EAM

TYP COLUMN

TRANS BEAM

TYP COLUMN

ROOF TR

USS BRACE

MAIN COLUMN

TRANS BEAM

TYP COLUMN

TRU

SS C

HO

RD

LON

G B

EAM

32LH11

TYP COLUMN

TYP COLUMN

LON

G B

EAM

ROOF TR

USS BRACE

TYP COLUMN

X-BRACE

TYP COLUMNBLD

G T

IE -

STR

UT

MAIN COLUMN

X-BRACE

TYP COLUMN

LON

G B

EAM

32LH11

ROOF JOIST BRIDGING

LON

G B

EAM

TYP COLUMN

TYP COLUMN

MAIN COLUMN

ROOF TR

USS BRACE

TRANS BEAM

LON

G B

EAM

32LH11

32LH11

TYP COLUMN

X-BRACE

X-BRACE

TYP COLUMN

LON

G B

EAM

ROOF TR

USS BRACE

MAIN COLUMN

TYP COLUMN

MAIN COLUMN

LON

G B

EAM

32LH11

ROOF JOIST BRIDGING

32LH11

RO

OF

JOIS

T BR

IDG

ING

LON

G B

EAM

TYP COLUMN

MAIN COLUMN

ROOF TR

USS BRACE

LON

G B

EAM

32LH11

32LH11

TYP COLUMN

X-BRACE

X-BRACE

TYP COLUMN

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN

LON

G B

EAM

ROOF TR

USS BRACE

TRANS BEAM

MAIN COLUMN

LON

G B

EAM

32LH11

ROOF JOIST BRIDGING

32LH11

RO

OF

JOIS

T BR

IDG

ING

LON

G B

EAM

ROOF JOIST BRIDGING

MAIN COLUMN

TYP COLUMN

ROOF TR

USS BRACE

32LH11

LON

G B

EAM

32LH11

32LH11

MAIN COLUMN

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN

TYP COLUMN

LON

G B

EAM

32LH11

LON

G B

EAM

TRANS BEAM

ROOF JOIST BRIDGING

32LH11

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN

RO

OF

JOIS

T BR

IDG

ING

X-BRACE

32LH11

X-BRACE

MAIN COLUMN

LON

G B

EAM

TYP COLUMN

32LH11

X-BRACE

RO

OF

JOIS

T BR

IDG

ING

X-BRACE

MAIN COLUMN

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN

32LH11

TYP COLUMN

TRANS BEAM

ROOF JOIST BRIDGING

TRANS BEAM

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

ROOF JOIST BRIDGING

MAIN COLUMN

32LH11

32LH11

32LH11

TRANS BEAMROOF JOIST BRIDGING

RO

OF

JOIS

T BR

IDG

ING

TYP COLUMN

RO

OF

JOIS

T BR

IDG

ING

32LH11

MAIN COLUMN

32LH11

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

ROOF JOIST BRIDGING

TYP COLUMN

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN

TRANS BEAM

32LH11

32LH11

TRANS BEAM

RO

OF

JOIS

T BR

IDG

ING

TRU

SS C

HO

RD

MAIN COLUMN

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

TRANS BEAM

TYP COLUMN

32LH11

TRU

SS C

HO

RD

ROOF JOIST BRIDGINGR

OO

F JO

IST

BRID

GIN

G

TRANS BEAM

TYP COLUMN

MAIN COLUMN

ROOF JOIST BRIDGING

RO

OF

JOIS

T BR

IDG

ING

32LH11

ROOF JOIST BRIDGING

TRANS BEAM

32LH11

TYP COLUMN

32LH11

TRUSS DIAG - MS TRUSS STRUT

TRU

SS C

HO

RD

TYP COLUMNROOF JOIST BRIDGING

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

32LH11

MAIN COLUMN

32LH11

TRUSS DIAG - S

TRUSS STRUT

TRU

SS C

HO

RD

ROOF TRUSS BRACER

OO

F JO

IST

BRID

GIN

G

ROOF JOIST BRIDGING

TRANS BEAM

RO

OF

JOIS

T BR

IDG

ING

TYP COLUMN

32LH11

RO

OF

JOIS

T BR

IDG

ING

32LH11

TRU

SS C

HO

RD

TRUSS STRUT

32LH11

TRUSS DIAG - S

TRUSS STRUT

TRU

SS C

HO

RD

ROOF TRUSS BRACE

RO

OF

JOIS

T BR

IDG

ING

RO

OF

JOIS

T BR

IDG

ING

32LH11

MAIN COLUMN

32LH11

TRU

SS C

HO

RD

TRUSS STRUT

TYP COLUMN

TRANS BEAM

TRUSS DIAG - S

TRUSS STRUTTR

USS

CH

OR

D

ROOF TRUSS BRACE

ROOF JOIST BRIDGING

MAIN COLUMN

RO

OF

JOIS

T BR

IDG

ING

32LH11

RO

OF

JOIS

T BR

IDG

ING

32LH11

TRU

SS C

HO

RD

TRUSS STRUT

32LH11

TRUSS DIAG - STRUSS STRUT

TYP COLUMN

TRU

SS C

HO

RD

TRANS BEAM

ROOF TRUSS BRACE

ROOF JOIST BRIDGING

RO

OF

JOIS

T BR

IDG

ING

32LH11

MAIN COLUMN

32LH11

TRU

SS C

HO

RD

TRUSS STRUT

MAIN COLUMN

TRUSS DIAG - S

X-BRACE

X-BRACE

X-BR

ACE

TRUSS STRUT

X-BRACE

TRU

SS C

HO

RD

TYP COLUMN

ROOF TRUSS BRACE

MAIN COLUMN

RO

OF

JOIS

T BR

IDG

ING

MAIN COLUMN32LH11

RO

OF

JOIS

T BR

IDG

ING

32LH11

TRU

SS C

HO

RD

TRUSS STRUT

TRUSS DIAG - STRUSS STRUT

MAIN COLUMN

ROOF TRUSS BRACE

TRANS BEAM

RO

OF

JOIS

T BR

IDG

ING

32LH11

TRU

SS C

HO

RD

LON

G B

EAM

TRUSS STRUT

MAIN COLUMN

TRUSS DIAG - MS

TRANS BEAM

ROOF TRUSS BRACE

MAIN COLUMN

MAIN COLUMN

ROOF JOIST BRIDGING

TRANS BEAM

32LH11

TRU

SS C

HO

RD

TRUSS STRUT

32LH11

MAIN COLUMN

X-BR

ACE

X-BRACE

ROOF JOIST BRIDGING

MAIN COLUMN

TRU

SS C

HO

RD

MAIN COLUMN

LON

G B

EAM

TRANS BEAM

MAIN COLUMN

LON

G B

EAM

Y

XZ

Sec

tion

Set

s

na TYP

CO

LUM

NM

AIN

CO

LUM

NLO

NG

BE

AM

TRA

NS

BE

AM

TB S

TRU

TTB

DIA

GB

1 TR

US

S C

V S

UP

PO

RT

SH

UTT

LE S

UP

PO

RT

BLD

G T

IE -

STR

UT

BLD

G T

IE -

DIA

GR

OO

F TR

US

S B

RA

CE

RO

OF

JOIS

T B

RID

GIN

GTR

US

S C

HO

RD

TRU

SS

STR

UT

TRU

SS

DIA

G -

STR

US

S D

IAG

- M

STR

US

S D

IAG

- M

LTR

US

S D

IAG

- L

X-B

RA

CE

RIG

ID40

LH14

32LH

11

Env

elop

e O

nly

Sol

utio

n

SHEET B36

SMG ENGINEERS

BS

18-183B


SK -


LONG BEAMLONG BEAMLONG BEAM LONG BEAM LONG BEAMLONG BEAMLONG BEAMLONG BEAMLONG BEAMLONG BEAM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

32LH

11

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

TRA

NS

BE

AM

TRA

NS

BE

AM

ROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGINGROOF JOIST BRIDGING

TRA

NS

BE

AM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

32LH

11

TRA

NS

BE

AM RO

OF

JOIS

T BR

IDG

ING

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

G ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

TRA

NS

BE

AM

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E

RO

OF

TRU

SS

BR

AC

E


TRA

NS

BE

AM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

32LH

11

TRA

NS

BE

AM

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

TRA

NS

BE

AM


TRA

NS

BE

AM

TRA

NS

BE

AM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRA

NS

BE

AM

32LH

11

ROOF JO

IST BRIDGINGRO

OF

JOIS

T BR

IDG

ING

ROO

F JO

IST

BRID

GIN

G

ROO

F JO

IST

BRID

GIN

GROOF JO

IST BRIDGING

ROOF JO

IST BRIDGING

TRA

NS

BE

AM

TRA

NS

BE

AM

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

32LH

11

TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD LONG BEAMLONG BEAM

Y X

Z

Section Sets


SHEET B37

SMG ENGINEERS

BS

18-183B


SK -


TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUSS DIAG - M

S

TRUSS DIAG - S

TRUSS DIAG - S

TRUSS DIAG - S

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DI

AG -

MS

TRU

SS

STR

UT

TRU

SS

STR

UT

TRUS

S DI

AG -

S

TRUS

S DI

AG -

S

TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD LONG BEAMLONG BEAM

TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD TRUSS CHORDTRUSS CHORD LONG BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACE

X-BRACEX-BRACE

TRUS

S DI

AG -

S

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

Y

XZ

Section Sets


SHEET B38

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

BLDG TIE - STRUT

LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAMLONG BEAM LONG BEAM

BLDG TIE - STRUT

BLD

G T

IE -

DIA

G

X-BR

ACEX-BRACE X-

BRAC

EX-BRACEX-BR

ACEX-BRACE X-

BRAC

EX-BRACE

Y

XZ

Section Sets


SHEET B39

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MNX-BRACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BRACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BR

ACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAM

X-BR

ACE


TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

NTY

P C

OLU

MN

Y

XZ

Section Sets


SHEET B40

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

N

TYP

CO

LUM

N

TYP

CO

LUM

N

MA

IN C

OLU

MN

MA

IN C

OLU

MN

X-BR

ACE

TYP

CO

LUM

NTY

P C

OLU

MN

TYP

CO

LUM

N

TRANS BEAM

X-BRACE

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TYP

CO

LUM

N

TYP

CO

LUM

NTY

P C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAM

TYP

CO

LUM

N

TRANS BEAM

TYP

CO

LUM

NX-BRACE


TYP

CO

LUM

N

TRANS BEAM

BLDG TIE - STRUT

MA

IN C

OLU

MN

MA

IN C

OLU

MNX-BRACE

BLDG

TIE

- DI

AG

Y

XZ

Section Sets


SHEET B41

SMG ENGINEERS

BS

18-183B


SK -


MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

TRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN


MA

IN C

OLU

MN

TRANS BEAM

MA

IN C

OLU

MN

MA

IN C

OLU

MN

MA

IN C

OLU

MN

Y

XZ

Section Sets


SHEET B42



Load CombinationsDescription S... PDelta S...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...

1 DEAD + MATL Y DL 12 LIVE Y LL 13 SNOW LOAD Y 3 14 WIND TRANS1 (WINDWARD + GCpi) Y 5 15 WIND TRANS1 (WINDWARD - GCpi) Y 6 16 WIND TRANS2 (LEEWARD + GCpi) Y 7 17 WIND TRANS2 (LEEWARD - GCpi) Y 8 18 WIND LONG + GCpi) Y 9 19 WIND LONG - GCpi) Y 10 110 SEISMIC - LONG Y 16 111 SEISMIC - TRANS Y 17 11213 ASD LOAD COMBINATIONS14 D + L Y DL 1 LL 115 D + S Y DL 1 3 116 D + 0.75L + 0.75S Y DL 1 LL .75 3 .7517 D + 0.6W TRANS1 (WINDWARD) Y DL 1 5 .618 -GCpi Y DL 1 6 .619 D + 0.6W TRANS2 (LEEWARD) Y DL 1 7 .620 -GCpi Y DL 1 8 .621 D + 0.6W (LONG) Y DL 1 9 .622 -GCpi Y DL 1 10 .623 D + 0.6W (75% TRANS1 + 75% LONG) Y DL 1 5 .45 9 .4524 -GCpi Y DL 1 6 .45 10 .4525 D + 0.6W (75% TRANS2 + 75% LONG) Y DL 1 7 .45 9 .4526 -GCpi Y DL 1 8 .45 10 .4527 D + 0.75L + 0.75(0.6W[T1+]) + 0.75S Y DL 1 LL .75 3 .75 5 .4528 D + 0.75L + 0.75(0.6W[T1-]) + 0.75S Y DL 1 LL .75 3 .75 6 .4529 D + 0.75L + 0.75(0.6W[T2+]) + 0.75S Y DL 1 LL .75 3 .75 7 .4530 D + 0.75L + 0.75(0.6W[T2-]) + 0.75S Y DL 1 LL .75 3 .75 8 .4531 D + 0.75L + 0.75(0.6W[L+]) + 0.75S Y DL 1 LL .75 3 .75 9 .4532 D + 0.75L + 0.75(0.6W[L-]) + 0.75S Y DL 1 LL .75 3 .75 10 .4533 D + 0.75L + 0.75(0.6W[0.75T1+L+]) + ... Y DL 1 LL .75 3 .75 5 .338 9 .338

34 D + 0.75L + 0.75(0.6W[0.75T1-L-]) + 0... Y DL 1 LL .75 3 .75 6 .338 10 .338

35 D + 0.75L + 0.75(0.6W[0.75T2+L+]) + ... Y DL 1 LL .75 3 .75 7 .338 9 .338

36 D + 0.75L + 0.75(0.6W[0.75T2-L-]) + 0... Y DL 1 LL .75 3 .75 8 .338 10 .338

37 D + 0.7Ex (LONG) + Ey Y DL 1 16 .7 18 -.738 D + 0.7Ex (LONG) - Ey Y DL 1 16 .7 18 .739 D - 0.7Ex (LONG) + Ey Y DL 1 16 -.7 18 -.740 D - 0.7Ex (LONG) - Ey Y DL 1 16 -.7 18 .741 D + 0.7Ez (TRANS) + Ey Y DL 1 17 .7 18 -.742 D + 0.7Ez (TRANS) - Ey Y DL 1 17 .7 18 .743 D - 0.7Ez (TRANS) + Ey Y DL 1 17 -.7 18 -.744 D - 0.7Ez (TRANS) - Ey Y DL 1 17 -.7 18 .745 D + 0.75L + 0.75(0.7Ex+ Ey) + 0.75S Y DL 1 LL .75 16 .525 3 .75 18 -.5...

46 D + 0.75L + 0.75(0.7Ex- Ey) + 0.75S Y DL 1 LL .75 16 .525 3 .75 18 .525

47 D + 0.75L - 0.75(0.7Ex+ Ey) + 0.75S Y DL 1 LL .75 16 -.5... 3 .75 18 -.5...

48 D + 0.75L - 0.75(0.7Ex- Ey) + 0.75S Y DL 1 LL .75 16 -.5... 3 .75 18 .525

49 D + 0.75L + 0.75(0.7Ez + Ey) + 0.75S Y DL 1 LL .75 17 .525 3 .75 18 -.5...

50 D + 0.75L + 0.75(0.7Ez -Ey) + 0.75S Y DL 1 LL .75 17 .525 3 .75 18 .525

51 D + 0.75L - 0.75(0.7Ez + Ey) + 0.75S Y DL 1 LL .75 17 -.5... 3 .75 18 -.5...

52 D + 0.75L - 0.75(0.7Ez -Ey) + 0.75S Y DL 1 LL .75 17 -.5... 3 .75 18 .525

5354 LRFD LOAD COMBINATIONS55 1.4D Y... DL 1.456 1.2D + 1.6L + 0.5S Y... DL 1.2 LL 1.6 3 .5

RISA-3D Version 17.0.2 Page 1 [Q:\...\...\...\CALCS\Ben\BUILDING DESIGNS\BLDG 123 Model Rev1.r3d] SHEET B43



Load Combinations (Continued)Description S... PDelta S...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...

57 1.2D + 1.6S + 0.5W (DOES NOT CON...Y...

58 *1.2D + L+ 0.5S Y... DL 1.2 LL 1 3 .559 1.2D + 1.0W (TRANS1) + L + 0.5S Y... L... 1 5 160 -GCpi Y... L... 1 6 161 TRANS2 Y... L... 1 7 162 -GCpi Y... L... 1 8 163 LONG Y... L... 1 9 164 -GCpi Y... L... 1 10 165 COMB1 Y... L... 1 5 .75 9 .7566 -GCpi Y... L... 1 6 .75 10 .7567 COMB2 Y... L... 1 7 .75 9 .7568 -GCpi Y... L... 1 8 .75 10 .7569 (1.2+Ev)D + 1.0Ex + L + 0.2S Y... DL 1.38 E... 1 2 1 3 .270 (1.2+Ev)D - 1.0Ex + L + 0.2S Y... DL 1.38 E... -1 2 1 3 .271 (1.2+Ev)D +1.0Ez + L + 0.2S Y... DL 1.38 E... 1 2 1 3 .272 (1.2+Ev)D - 1.0Ez + L + 0.2S Y... DL 1.38 E... -1 2 1 3 .273 (0.9-Ev)D + 1.0Ex Y... DL .72 E... 174 (0.9-Ev)D - 1.0Ex Y... DL .72 E... -175 (0.9-Ev)D + 1.0Ey Y... DL .72 E... 176 (0.9-Ev)D - 1.0Ey Y... DL .72 E... -1

RISA-3D Version 17.0.2 Page 2 [Q:\...\...\...\CALCS\Ben\BUILDING DESIGNS\BLDG 123 Model Rev1.r3d] SHEET B44



Basic Load CasesBLC Description Category X Gr... Y Gr... Z Gra... Joint Point Distri...Area(...Surfa...

1 DEAD LOAD DL -1.05 232 LIVE LOAD LL3 ROOF SNOW LOAD None 45 WIND TRANS 1 +GCpi None 216 -GCpi None 217 WIND TRANS 2 +GCpi None 218 -GCpi None 219 WIND LONG +GCpi None 1810 -GCpi None 1811 None 70716 SEISMIC LONG ELX -.27 171 2317 SEISMIC TRANSVERSE ELZ -.27 171 2318 SEISMIC VERTICAL ELY -.18 171 2319 CV DL DL 9020 CV MATL + IMPACT DL 6221 CV LL LL 2722 CV CHUTE DL DL 8


SMG ENGINEERS

BS

18-183B


SK -


-5psf

-5psf

-5psf

-5psf

-5psf

Y

XZ

Loads: BLC 1, DEAD LOAD

SHEET B46

SMG ENGINEERS

BS

18-183B


SK -


-25psf

Y

XZ

Loads: BLC 3, ROOF SNOW LOAD

SHEET B47

SMG ENGINEERS

BS

18-183B


SK -


-4psf

-11psf34psf

2psf

-4psf-2psf

Y

XZ

Loads: BLC 5, WIND TRANS 1 +GCpi

SHEET B48

SMG ENGINEERS

BS

18-183B


SK -


27psf

36psf

4psf

32psf

27psf

-32psf

Y

XZ

Loads: BLC 6, -GCpi

SHEET B49

SMG ENGINEERS

BS

18-183B


SK -


-11psf

-34psf

4psf

-2psf

2psf

-34psf

Y

XZ

Loads: BLC 7, WIND TRANS 2 +GCpi

SHEET B50

SMG ENGINEERS

BS

18-183B


SK -


-4psf

27psf-27psf

32psf

-4psf

-32psf

Y

XZ

Loads: BLC 8, -GCpi

SHEET B51

SMG ENGINEERS

BS

18-183B


SK -


-9psf

-34psf

11psf

-2psf

2psf

Y

XZ

Loads: BLC 9, WIND LONG +GCpi

SHEET B52

SMG ENGINEERS

BS

18-183B


SK -


22psf

-4psf

-20psf

32psf

-32psf

Y

XZ

Loads: BLC 10, -GCpi

SHEET B53

SMG ENGINEERS

BS

18-183B


SK -


-1.35psf

-1.35psf

-1.35psf

-1.35psf

-1.35psf

Y

XZ

Loads: BLC 16, SEISMIC LONG

SHEET B54

SMG ENGINEERS

BS

18-183B


SK -


-1.35psf

-1.35psf

-1.35psf

-1.35psf

-1.35psf

Y

XZ

Loads: BLC 17, SEISMIC TRANSVERSE

SHEET B55

SMG ENGINEERS

BS

18-183B


SK -


-.9psf

-.9psf

-.9psf

-.9psf

-.9psf

Y

XZ

Loads: BLC 18, SEISMIC VERTICAL

SHEET B56

SMG ENGINEERS

BS

18-183B


SK -


-.75k

-.6k-.75k-.75k

-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k

-.6k-.75k-.75k

-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-.75k-.75k

-1.63k

-1.63k

-1.63k

-1.63k

-6.6k

-6k

-11.4k

-9k

-10.2k

-6.6k

-6k

-11.4k

-9k

-10.2k

Y

XZ

Loads: BLC 19, CV DL

SHEET B57

SMG ENGINEERS

BS

18-183B


SK -


-.75k

-.3k -.3k-.3k

-.3k

-.3k-.3k

-.3k-.75k

-.3k-.3k

-.3k-.3k

-.3k-.3k

-.3k -.3k

-.75k

-.3k -.3k-.3k

-.3k

-.3k-.3k

-.3k-.75k

-.3k-.3k

-.3k-.3k

-.3k-.3k

-.3k -.3k

-1.55k

-.65k

-1.55k

-.65k

-1.65k

-1.5k

-2.85k

-3.15k

-2.55k

-1.65k

-1.5k

-2.85k

-3.15k

-2.55k

Y

XZ

Loads: BLC 20, CV MATL + IMPACT

SHEET B58

SMG ENGINEERS

BS

18-183B


SK -


-.5k

-.5k -.5k-.5k

-.5k

-.5k-.5k

-.5k-.5k

-.5k-.5k

-.5k-.5k

-.5k-.5k

-.5k -.5k

-1.1k

-1.1k

-2.75k

-2.5k

-4.75k

-3.75k

-4.25k

Y

XZ

Loads: BLC 21, CV LL

SHEET B59

SMG ENGINEERS

BS

18-183B


SK -


-.75k

-1.5k

-.75k-.75k

-1.5k

-.75k

-1.5k-1.5k

Y

XZ

Loads: BLC 22, CV CHUTE DL

SHEET B60

Company : SMG ENGINEERS Nov 2, 20182:29 PMDesigner : BS


Envelope AISC 14th(360-10): ASD Steel Code ChecksMemb... Shape Code Check Loc[ft] LC Sh... Loc[ft] Dir LC Pnc/...Pnt/o... Mnyy/... Mnzz/om... Cb Eqn

1 M107... LL4x3x5x6 .977 9.237 33 .019 0 y 27 24.2...90.108 7.281 7.024 1 H1...2 M109... L4x3x4 .962 0 38 .001 0 y 20 3.675 36.431 1.227 1.979 1 H2...3 M908A LL4x3.5x... .952 8.782 33 .017 0 y 27 33.8...115.545 11.349 8.52 1 H1...4 M249_1LL3x2x4x6 .940 10.22 24 .004 0 y 48 7.874 51.737 3.086 3.102 1 H1...5 M1047 LL3x2x4x6 .922 8.917 24 .007 0 y 20 10.1...51.737 3.086 3.102 1 H1...6 M109... L4x3x4 .917 0 38 .000 0 y 14 3.675 36.431 1.227 1.979 1 H2...7 M1082 L4x3x4 .917 0 38 .000 0 y 14 3.675 36.431 1.227 1.979 1 H2...8 M328... W8x31 .913 10 33 .025 10 z 17 191....273.353 35.124 75.767 1.58 H1...9 M847B LL3x2x4x6 .912 10.22 24 .005 0 y 20 7.874 51.737 3.086 3.102 1 H1...10 M780A LL4x3x5x6 .908 8.423 33 .015 0 y 33 27.4 90.108 7.281 7.024 1 H1...11 M978 LL3x2x4x6 .907 8.065 24 .008 17.205 y 33 8.889 51.737 3.086 3.102 1 H1...12 M143A LL3x2x4x6 .905 9.814 24 .004 0 y 48 7.874 51.737 3.086 3.102 1 H1...13 M1084 L4x3x4 .899 0 38 .000 0 y 36 3.675 36.431 1.227 1.979 1 H2...14 M203_1 W8x31 .861 20 33 .141 20 y 35 191....273.353 35.124 75.767 1.572 H1...15 M1041 LL3x2x4x6 .860 8.917 24 .007 0 y 17 10.1...51.737 3.086 3.102 1 H1...16 M781A LL4x3x4x6 .848 8.423 33 .007 0 y 33 22.4...72.862 5.723 5.686 1 H1...17 M256_1LL4x3x4x6 .843 9.237 33 .017 0 y 27 19.8...72.862 5.723 5.686 1 H1...18 M242_1LL4x3x4x6 .836 9.237 33 .008 0 y 33 19.8...72.862 5.723 5.686 1 H1...19 M1043 LL4x3x5x6 .832 8.217 33 .006 16.785 y 16 24.8...90.108 7.281 7.024 1 H1...20 M247_1LL4x3x4x6 .824 9.237 33 .007 18.868 y 20 19.8...72.862 5.723 5.686 1 H1...21 M107... LL4x3x5x6 .823 9.237 33 .004 0 y 34 24.2...90.108 7.281 7.024 1 H1...22 M1044 LL4x3.5x... .819 8.217 33 .026 0 y 33 30.7...115.545 11.349 8.52 1 H1...23 M1045 LL4x3x5x6 .810 8.217 33 .011 0 y 20 24.8...90.108 7.281 7.024 1 H1...24 M1140 W12x40 .805 6.5 38 .344 12 y 46 234....350.299 41.916 142.216 1.265 H1...25 M776B LL4x3x5x6 .797 8.423 33 .008 0 y 27 27.4 90.108 7.281 7.024 1 H1...26 M775B LL4x3.5x... .789 8.423 33 .009 0 y 33 33.8...115.545 11.349 8.52 1 H1...27 M1042 LL4x3x4x6 .783 8.217 33 .005 16.785 y 16 20.3...72.862 5.723 5.686 1 H1...28 M396A W24x104 .781 49.03 21 .044 0 z 21 45.4...919.162155.689 145.79 1.239 H1...29 M329_1 W8x31 .759 0 27 .018 10 z 17 191....273.353 35.124 71.309 1 H1...30 M107... L4x3x4 .758 0 37 .000 0 y 14 5.002 36.431 1.227 2.163 1 H2...

RISA-3D Version 16.0.5 Page 1 [Q:\...\...\...\CALCS\Ben\BLDG 123 Model Rev0 11.1.18.r3d] SHEET B61

SM

G E

NG

INE

ER

S

BS

18-1

83B

AG

GR

EG

ATE

STO

RA

GE

BU

ILD

ING

SK

-

Nov

2, 2

018

at 2

:58

PM

BLD

G 1

23 M

odel

Rev

0 11

.1.1

8.r3

d

.29 .29

.36 .36

.29

.55 .55

.09

.36

.29

.41

.42.50

.09

.55

.41

.46

.29

.36

.23

.56

.09

.46

.29

.28

.55

.41

.36

.42

.23

.38

NC

.48

.37

.09

.36

.43

.46

.42

.28

.41

.36

.09

.55

NC

.37

.09

.

.43

.46

.28

.42

.41

.37

.10

NC

.

.43

NC

.04

.37

.41

.37

.25

.46

.42

.12

.52

.45NC

.30

.73

NC.43

NC

.29

.46

.25

.37

.42

.30

.03

.21

.07

NC

.13

NC

.29

.19

.42

.33

.40

.21

.28

.37

.00

.37

NC

.49

NC

.19

.07

NC

NC

.56.23

.45

.52

.33

NC

.33

.28

.07

.21

.37

.19

.37

.12

.08

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NC

NC

.33

.47

NC

.45

.19

.37

.61

.12

.38

.32

.21

.47

.38.1

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NC

.24

NC

NC

.20

NC

.19

.33

.70

.00

.30

.52

.38

.12

.13

.21

.26

.32

.10

.33

.20

NC

.47

NC

.24

NC

.19

.70

.04

.21

.33

.11

.12

.32

.36

NC

.20

.22

.12

NC

.62

NC

.14

NC

.07

.20

.40

.08

.32.33

.11

.36

NC

.32

.22

.12

.32

.38

.07

NC

.84

NC

.52

NC

.20

.45

.41

NC

.40

.14

.12

.33

.33

.39

.58

NC

.20

.38

.50

.53

NC.2

9

.32

NC

.20

.69

.18

NC

.41

.13

.20

.27

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.55

.43

.21

.44

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NC

.52

.50

.41

NC

.03

.38

NC

.32

.63

.63

.40

.08

.18

.54

NC

NC

.07

.39

.19

NC

.43

.16

.32

.44

.41

NC

.50

.40

.22

.41

NC

NC

.33

.38

.63

.10

.39

.34

.11

.72

.27

.27

.66

NC

.24

.21

NC

.27

.23

.91

.41

NC

.22

.39

NC

.64

.40

NC

.38

.48

.17

.04

.30

.52

.49

NC

.58

.07

.35

.10

.16

NC

.27

.20

.01

.38

.91

.39

NC

.66

.17

.27

.24

NC

NC

NC

.18

.40

.45

.10

.35

.27

.62

NC

.46

NC

.24

.21

NC

.59.25

.39

.02

.76

.39

NC

.27

.35

NC

.14

.17

NC

.40

NC

.22

.54

.08

.32

.50

NC

.10.32

.36

.34

.16

NC

.39

.15

.01

.40

.76

.18

NC

.22

.51

.26

.24

NC

.07

.27

NC

.51

.17 .32

.47

.33

.94

NC

.42

NC

.10

.37

.21

NC

.01

.30

.17 .08

.52

.36

.74

.18

NC

.01

.26

.34

.58

.22

.02

.32

.09

NC

.17

.76

.07

.29

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NC

NC

.36

.46

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.17

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.74

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.08

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.08

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.22

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.26

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.49

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.61

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.52

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.60.64

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.74

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.36

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.50

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.16

.19

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.11

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.15

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.61

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.18

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.09

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.10

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Y

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Mem

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Che

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ion

SHEET B62

SM

G E

NG

INE

ER

S

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18-1

83B

AG

GR

EG

ATE

STO

RA

GE

BU

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ING

SK

-

Nov

2, 2

018

at 2

:58

PM

BLD

G 1

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odel

Rev

0 11

.1.1

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d

.09 .09

.39 .39

.09

.39

.09

.42

.09

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.60

.19

.42

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5

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.33

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.19

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.41

.41

.52

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5

NC

.07

.19

.42

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.41

.47

.42

.19

.41

.26

NC

.41

.69

.43

.47

.19

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.36

.20.19

.41

.41

.26

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.52

.06

.20

.18

.41

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.47

.36

.19

.41

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.27

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.07

.30

.20

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8NC

.29

.20

.07

.32

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.28

.42

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.05

NC

.31

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.52

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.29

.20

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.07

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.40

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.29

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.07

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.52

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3

NC

.34

.07

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.40

.07

.40

.51

NC

.39

.18

.63

.10

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.31

.27

.40

.39

.07

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.51

NC

.08

.31

.50

.17

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.28

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.40

.43

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.40

.10

.20

.40

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NC

.40

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.17

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.51

NC

.10

.26

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.27

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.05

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.26

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.05

.17

NC

.52

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.23

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.10

NC

.27

.32

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.01

.25

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.05

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.07

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.17

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0

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.35

.10

.81

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.52

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.42

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.31

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.06

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.17

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.32

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.40

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.35

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03

.05

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NC

.51

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.49

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.26

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.81

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.74

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.31

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.30

NC

.37

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.08

.19

NC

NC

.31

.21

.05

.26

NC

.52

.58

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.37

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.05

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.49

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.01

NC

.50

.18

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.32

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2

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.15

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.43

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.25

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.50

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.29

.18

NC

.30

.38

.44

NC

.40

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.36

.43

.64

.14

.17

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.25

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.24

.51

.50

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.05

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.43

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.27

.37

.55

.56

NC

.40

.16

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.40

.37

.13

.36

.25

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.06

.36

.62

NC

.32

.23

.24

NC.3

4.28

NC

.25

.55

.15

NC

.40

.31

NC

.06

.57

.14

.15

.06

.36

.25

.41.29

NC

.21

.62

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.05

.23

.23

.23

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.32

.51

.36

.42

NC

.31

.17

.66

NC

.74

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.36

NC

.13

.06

.32

NC

.25

.37

.25

.67

NC

.30

.25

.21

NC

.26

.66

NC

.17

.42

NC

.25

NC

.37

.05

.48

.15

.16

.59

.06

.32

NC

.31

.56

.67

NC

.06

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.25

NC

.21

.24

.23

.06

.43

NC

.66

.25

.36

NC

.39

.72

.06

.12

.37

.32

NC

.43

.42

.26

.59

NC

.21

NC

.31

NC

.24

.22

.43

.52

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.42

.80

.16

.24

.30

.37

.32

NC

.51

.00

.59

.51

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.08

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.43

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.10

NC

.31

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.44

.56

.73

NC

.15

.52

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.24

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.79

.37

.12

.42

NC

.24

NC

.62

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.34.3

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NC

NC

.32

.35

.51

NC

.10

NC

.30

.72

.55

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.36

.30

.24

NC

.41

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.56

.39

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.05

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.62

NC

.29

.36

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.29

.42

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.24

NC

.51.3

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NC

.46

.91

.42

.41

.25

NC

.48

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.52

.34

.40

.53

NC

.41

.25

NC

.28

.53

NC

.33

.31

.17

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.72

NC

.39

.85

.17

.14

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NC

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.06

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NC

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.17

NC

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NC

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.64

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.12

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.26

NC

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.08

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.22

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NC

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NC

.08

.91

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0

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NC

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NC

.18

.16

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.32

NC

.24

.35

NC

.51

.60

NC

.39

.12

.08

.29

NC

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.17

NC

.31

NC

.34

.17

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NC

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NC

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NC

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NC

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NC

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NC

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.08

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NC

.60

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.15

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NC

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.23

NC

NC

.46

.44

NC

.22

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.78

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NC

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.03

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.46

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NC

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.58

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.58

.19

NC

.23

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NC

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.28

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NC

.10

NC

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NC

.31

.48

.19.63

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.16.81

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NC

.10

.31

NC

.63.27

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NC

.30

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.28

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.27NC

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NC

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NC

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NC

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NC

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5.13.3 .42.3

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.78

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.71

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.49 .29

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.08

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.49

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.21

.10

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.17

.08

.28

.44NC

.30

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.49 .28

.90

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.44

.14

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.58

.51

.13

.44

.08

.38

.71

NC

.33 .42

NC

.08

.00.20

.48

.44

.33

.08

.17

.71

.08

.17

Y

XZ

Cod

e C

heck

( Env

)

No

Cal

c >

1.0

.90-

1.0

.75-

.90

.50-

.75

0.-.

50

Mem

ber C

ode

Che

cks

Dis

play

ed (E

nvel

oped

)E

nvel

ope

Onl

y S

olut

ion

SHEET B64

SHEET B65

SHEET B66

SHEET B67

WIND DEMAND FAR EXCEEDSSEISMIC, NO OVERSTRENGTHFACTOR REQUIRED

SHEET B68

Column: M918

Shape:Material:Length:I Joint:J Joint:

Code Check:Report Based On 97 Sections

W24x104 A572 Gr.5028 ftN668 N91

Envelope0.314 (LC 27)

149.606 at 0 ft

-41.605 at 28 ft

A k

2.482 at 28 ft

-2.246 at 28 ftVy k

1.703 at 28 ft

-1.654 at 0 ftVz k

.002 at 0 ft

-.005 at 0 ftT k-ft

15.625 at 14 ft

-21.711 at 14 ft

My k-ft

11.604 at 18.667 ft

-26.611 at 14 ft

Mz k-ft

.287 at 28 ft

-.186 at 28 ft

Dy in

.733 at 17.792 ft

-.758 at 21.583 ft

Dz in

4.873 at 0 ft

-1.355 at 28 ft

fa ksi

1.241 at 14 ft

-1.241 at 14 ftf(y) ksi

6.438 at 14 ft

-6.438 at 14 ft

f(z) ksi

AISC 14th(360-10): ASD Code CheckDirect Analysis MethodMax Bending Check Max Shear CheckLocation LocationEquation Max Defl Ratio

0.314 (LC 27)14 ftH1-1a

0.010 (y) (LC 24)28 ftL/1170

Bending Flange Compression FlangeBending Web Compression Web

Compact Non-SlenderCompact Slender

Qs=1Qa=.97

Fy 50 ksiPnc/omPnt/omMny/omMnz/omVny/omVnz/om

703.449 k919.162 k155.689 k-ft667.527 k-ft241 k344.91 k

Cb 1

y-y z-zLbKL/r

14 ft 14 ft57.84 16.719

L Comp Flange 14 ftL-torque 28 ftTau_b 1

MAIN COLUMN

SHEET B69

www.hilti.us Profis Anchor 2.7.8

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:Address:Phone I Fax:E-Mail:

|

Page:Project:Sub-Project I Pos. No.:Date:

1

10/1/2018

Specifier's comments:

1 Input dataAnchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1

Effective embedment depth: hef = 10.000 in.

Material: ASTM F 1554

Proof: Design method ACI 318-14 / CIP

Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.000 in.

Anchor plate: lx x ly x t = 29.000 in. x 16.000 in. x 1.000 in.; (Recommended plate thickness: not calculated

Profile: W shape (AISC); (L x W x T x FT) = 24.100 in. x 12.800 in. x 0.500 in. x 0.750 in.

Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 96.000 in.

Reinforcement: tension: condition B, shear: condition B;

edge reinforcement: >= No. 4 bar with stirrups

R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...)

Geometry [in.] & Loading [lb, in.lb]

ANCHORAGE DESIGN FOR WORST CASE LOADING

STEEL DEMANDS ARESUFFICIENTLY LOW,ANCHORS & BASEPLATE ARESUFFICIENT FOR ASIC 341.

SHEET B70

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2 Load case/Resulting anchor forcesLoad case: Design loads

Anchor reactions [lb]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 7,000 791 750 -250

2 7,000 791 750 -2503 7,000 791 750 -2504 7,000 791 750 -2505 7,000 791 750 -2506 7,000 791 750 -250

max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 42,000 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces based on a rigid base plate assumption!

Tension

1 2 3

4 5 6

x

y

3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status

Steel Strength* 7,000 26,361 27 OK

Pullout Strength* 7,000 33,622 21 OK

Concrete Breakout Strength** 42,000 44,554 95 OK

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength

Nsa = Ase,N futa ACI 318-14 Eq. (17.4.1.2)f Nsa ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi] 0.61 58,000

Calculations

Nsa [lb] 35,148

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 35,148 0.750 26,361 7,000

SHEET B71

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3

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3.2 Pullout Strength

NpN = y c,p Np ACI 318-14 Eq. (17.4.3.1)Np = 8 Abrg f'c ACI 318-14 Eq. (17.4.3.4)f NpN ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

y c,p Abrg [in.2] l a f'c [psi] 1.000 1.50 1.000 4,000

Calculations

Np [lb] 48,032

Results

Npn [lb] f concrete f Npn [lb] Nua [lb] 48,032 0.700 33,622 7,000

3.3 Concrete Breakout Strength

Ncbg = (ANcANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b)

f Ncbg ≥ Nua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)

y cp,N = MAX(ca,mincac

, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h1.5ef ACI 318-14 Eq. (17.4.2.2a)

Variables

hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 8.667 0.000 0.000 9.000 1.000

cac [in.] kc l a f'c [psi] - 24 1.000 4,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1,224.00 676.00 1.000 1.000 0.908 1.000 38,727

Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 63,649 0.700 44,554 42,000

SHEET B72

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4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status

Steel Strength* 791 13,708 6 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 4,743 89,109 6 OK

Concrete edge failure in direction x+** 4,743 19,859 24 OK

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = 0.6 Ase,V futa ACI 318-14 Eq. (17.5.1.2b)f Vsteel ≥ Vua ACI 318-14 Table 17.3.1.1

Variables

Ase,V [in.2] futa [psi] 0.61 58,000

Calculations

Vsa [lb] 21,089

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 21,089 0.650 13,708 791

4.2 Pryout Strength

Vcpg = kcp [(ANcANc0

) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1b)

f Vcpg ≥ Vua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)


Variables

kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 8.667 0.000 0.000 9.000

y c,N cac [in.] kc l a f'c [psi] 1.000 - 24 1.000 4,000

Calculations


Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 127,298 0.700 89,109 4,743

SHEET B73

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4.3 Concrete edge failure in direction x+

Vcbg = (AVcAVc0

) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1b)

f Vcbg ≥ Vua ACI 318-14 Table 17.3.1.1AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2

a1 ACI 318-14 Eq. (17.5.2.1c)

y ec,V = ( 1

1 + 2e'v

3ca1) ≤ 1.0 ACI 318-14 Eq. (17.5.2.5)

y ed,V = 0.7 + 0.3( ca21.5ca1

) ≤ 1.0 ACI 318-14 Eq. (17.5.2.6b)

y h,V = √1.5ca1ha

≥ 1.0 ACI 318-14 Eq. (17.5.2.8)

Vb = 9 l a √f'c c1.5a1 ACI 318-14 Eq. (17.5.2.2b)

Variables

ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 9.000 13.000 0.000 1.400 96.000

le [in.] l a da [in.] f'c [psi] y parallel,V 8.000 1.000 1.000 4,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] 486.00 364.50 1.000 0.989 1.000 15,369

Results

Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 28,369 0.700 19,859 4,743

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.943 0.239 1.000 99 OK

bNV = (bN + bV) / 1.2 <= 1

6 Warnings• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This

means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.

• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!

Fastening meets the design criteria!

SHEET B74

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6

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Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y

1 -6.000 -5.000 - 21.000 13.000 23.000

2 0.000 -5.000 - 15.000 13.000 23.0003 6.000 -5.000 - 9.000 13.000 23.000


4 -6.000 5.000 - 21.000 23.000 13.000

5 0.000 5.000 - 15.000 23.000 13.0006 6.000 5.000 - 9.000 23.000 13.000

7 Installation dataAnchor plate, steel: - Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1

Profile: W shape (AISC); 24.100 x 12.800 x 0.500 x 0.750 in. Installation torque: -Hole diameter in the fixture: df = 1.063 in. Hole diameter in the base material: - in.Plate thickness (input): 1.000 in. Hole depth in the base material: 10.000 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 11.172 in.


1 2 3

4 5 6

8.500 6.000 6.000 8.500

3.00

010

.000

3.00

0

x

y

14.500 14.500

8.00

08.

000

SHEET B75

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8 Remarks; Your Cooperation Duties• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and

security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

SHEET B76

www.hilti.us

WIND DEMAND FAR EXCEEDSSEISMIC, NO OVERSTRENGTHFACTOR REQUIRED

SHEET B77

Column: M846A



W36x194 A572 Gr.5031.123 ftN582A N158_1


111.633 at 0 ft

-16.362 at 31.123 ft

A k

5.944 at 31.123 ft

-8.703 at 31.123 ftVy k

.942 at 31.123 ft

-1.035 at 0 ftVz k

.017 at 14.265 ft

-.324 at 15.237 ftT k-ft

4.402 at 13.292 ft

-10.41 at 15.237 ftMy k-ft

237.127 at 31.123 ft

-128.864 at 31.123 ft

Mz k-ft

1.361 at 31.123 ft

-1.34 at 31.123 ft

Dy in

.281 at 19.452 ft

-.391 at 31.123 ft

Dz in

1.958 at 0 ft

-.287 at 31.123 ftfa ksi

4.292 at 31.123 ft

-4.292 at 31.123 ft

f(y) ksi

2.015 at 15.237 ft

-2.015 at 15.237 ft

f(z) ksi


0.367 (LC 27)31.123 ftH1-1a

0.027 (y) (LC 27)31.123 ftL/553



Qs=1Qa=1


404.108 k1706.587 k243.762 k-ft1710.808 k-ft558.45 k547.76 k

Cb 1.774

y-y z-zLbKL/r

31.123 ft 31.123 ft145.606 25.633

L Comp Flange 31.123 ftL-torque 31.123 ftTau_b 1

BUILDING 3 W36 COLUMN

SHEET B78




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edge reinforcement: >= No. 4 bar





SHEET B79

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Anchor Tension force Shear force Shear force x Shear force y1 0 5,676 333 5,667

2 0 5,676 333 5,6673 0 5,676 333 5,6674 0 5,676 333 5,6675 0 5,676 333 5,6676 0 5,676 333 5,667

max. concrete compressive strain: 0.01 [‰] max. concrete compressive stress: 36 [psi]resulting tension force in (x/y)=(0.000/0.000): 0 [lb]resulting compression force in (x/y)=(0.000/0.000): 23,800 [lb] Anchor forces based on a rigid base plate assumption!

Compression

1 2 3

4 5 6

x

y


Steel Strength* N/A N/A N/A N/A

Pullout Strength* N/A N/A N/A N/A

Concrete Breakout Strength** N/A N/A N/A N/A



SHEET B80

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4.1 Steel Strength


Variables

Ase,V [in.2] futa [psi] 0.61 58,000

Calculations

Vsa [lb] 21,089

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 21,089 0.650 13,708 5,676

4.2 Pryout Strength




ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = 16 l a √f'c h5/3ef ACI 318-14 Eq. (17.4.2.2b)

Variables



Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 2,460.00 1,296.00 1.000 1.000 0.917 1.000 63,648

Results


SHEET B81

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Vcbg = (AVcAVc0



a1 ACI 318-14 Eq. (17.5.2.1c)

y ec,V = ( 1

1 + 2e'v

3ca1) ≤ 1.0 ACI 318-14 Eq. (17.5.2.5)

y ed,V = 0.7 + 0.3( ca21.5ca1

) ≤ 1.0 ACI 318-14 Eq. (17.5.2.6b)

y h,V = √1.5ca1ha

≥ 1.0 ACI 318-14 Eq. (17.5.2.8)

Vb = 9 l a √f'c c1.5a1 ACI 318-14 Eq. (17.5.2.2b)

Variables



Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] 2,124.00 2,592.00 1.000 0.808 1.000 66,925

Results







SHEET B82

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1 -12.000 -5.000 24.000 48.000 13.000 -

2 0.000 -5.000 36.000 36.000 13.000 -3 12.000 -5.000 48.000 24.000 13.000 -


4 -12.000 5.000 24.000 48.000 23.000 -

5 0.000 5.000 36.000 36.000 23.000 -6 12.000 5.000 48.000 24.000 23.000 -




1 2 3

4 5 6

8.750 12.000 12.000 8.750

3.00

010

.000

3.00

0

x

y

20.750 20.750

8.00

08.

000

SHEET B83

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SHEET B84

www.hilti.us

WIND DEMAND FAREXCEEDS SEISMIC, NOOVERSTRENGTH REQUIRED

SHEET B85

Column: M976B



W12x65 A572 Gr.5027.481 ftN785A N786A


146.616 at 0 ft

-33.122 at 27.481 ft

A k

.654 at 0 ft

-.823 at 18.607 ftVy k

1.208 at 0 ft

-1.392 at 27.481 ftVz k

.002 at 18.607 ft

-.039 at 14.027 ftT k-ft

15.67 at 14.027 ft

-8.196 at 14.027 ft

My k-ft

5.926 at 14.027 ft

-9.141 at 14.027 ft

Mz k-ft

.264 at 27.481 ft

-.199 at 27.481 ft

Dy in

.603 at 21.183 ft

-.966 at 19.465 ft

Dz in

7.676 at 0 ft

-1.734 at 27.481 ft

fa ksi

1.245 at 14.027 ft

-1.245 at 14.027 ftf(y) ksi

6.484 at 14.027 ft

-6.484 at 14.027 ft

f(z) ksi


0.479 (LC 33)14.027 ftH1-1a

0.013 (z) (LC 38)27.481 ftL/3123


Non-Compact Non-SlenderCompact Non-Slender


393.304 k571.856 k106.985 k-ft229.525 k-ft94.38 k260.838 k

Cb 1

y-y z-zLbKL/r

14 ft 14 ft55.661 31.803

L Comp Flange 14 ftL-torque 27.481 ftTau_b 1

TYP W12 COLUMN

SHEET B86




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edge reinforcement: >= No. 4 bar with stirrups





SHEET B87

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Anchor Tension force Shear force Shear force x Shear force y1 6,750 3,010 3,000 -250

2 6,750 3,010 3,000 -2503 6,750 3,010 3,000 -2504 6,750 3,010 3,000 -250

max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 27,000 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces based on a rigid base plate assumption!

Tension

1 2

3 4

x

y



Pullout Strength* 6,750 33,622 21 OK

Concrete Breakout Strength** 27,000 42,336 64 OK



3.1 Steel Strength

Nsa = Ase,N futa ACI 318-14 Eq. (17.4.1.2)f Nsa ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi] 0.61 58,000

Calculations

Nsa [lb] 35,148

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 35,148 0.750 26,361 6,750

SHEET B88

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3.2 Pullout Strength

NpN = y c,p Np ACI 318-14 Eq. (17.4.3.1)Np = 8 Abrg f'c ACI 318-14 Eq. (17.4.3.4)f NpN ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

y c,p Abrg [in.2] l a f'c [psi] 1.000 1.50 1.000 4,000

Calculations

Np [lb] 48,032

Results

Npn [lb] f concrete f Npn [lb] Nua [lb] 48,032 0.700 33,622 6,750

3.3 Concrete Breakout Strength

Ncbg = (ANcANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b)

f Ncbg ≥ Nua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)


Variables

hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 10.000 0.000 0.000 10.000 1.000

cac [in.] kc l a f'c [psi] - 24 1.000 4,000

Calculations


Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 60,480 0.700 42,336 27,000

SHEET B89

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4.1 Steel Strength


Variables

Ase,V [in.2] futa [psi] 0.61 58,000

Calculations

Vsa [lb] 21,089

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 21,089 0.650 13,708 3,010

4.2 Pryout Strength




ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)


Variables



Calculations


Results


SHEET B90

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10/1/2018


Vcbg = (AVcAVc0



a1 ACI 318-14 Eq. (17.5.2.1c)

y ec,V = ( 1

1 + 2e'v

3ca1) ≤ 1.0 ACI 318-14 Eq. (17.5.2.5)

y ed,V = 0.7 + 0.3( ca21.5ca1

) ≤ 1.0 ACI 318-14 Eq. (17.5.2.6b)

y h,V = √1.5ca1ha

≥ 1.0 ACI 318-14 Eq. (17.5.2.8)

Vb = 9 l a √f'c c1.5a1 ACI 318-14 Eq. (17.5.2.2b)

Variables



Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] 540.00 450.00 1.000 1.000 1.000 18,000

Results


5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.638 0.569 5/3 87 OK

bNV = bz N + bz

V <= 1






SHEET B91

www.hilti.us




|


6

10/1/2018



1 -5.000 -3.000 - 20.000 15.000 21.000

2 5.000 -3.000 - 10.000 15.000 21.0003 -5.000 3.000 - 20.000 21.000 15.0004 5.000 3.000 - 10.000 21.000 15.000




1 2

3 4

3.000 10.000 3.000

4.00

06.

000

4.00

0

x

y

8.000 8.000

7.00

07.

000

SHEET B92

www.hilti.us




|


7

10/1/2018




SHEET B93

www.hilti.us

SHEET B94

Smith Monroe Gray

E N G I N E E R S , I N C.

CLIENT

PROJECT

BY

JOB NO.

DATE REV.

SHEET OF

ABRAMS-KIEWIT JOINT VENTURE

LOOP 375 BORDER HIGHWAY WEST EXTENSION

MJA 10/06/2017 0

15-083AG X X

BRIDGE 9 TOP DECK FALSEWORK

USE CJP MOMENT FRAME CONNECTION PER AISC 341 E1.66. Connections

Beam-to-column connections are permitted to be fully restrained (FR) or partiallyrestrained (PR) moment connections in accordance with this section.

6b. FR Moment Connections

FR moment connections that are part of the seismic force resisting system (SFRS)shall satisfy at least one of the following requirements:

(c) FR moment connections between wide flange beams and the flange of wideflange columns shall either satisfy the requirements of Section E2.6 or E3.6, orshall satisfy the following requirements:

(1) All welds at the beam-to-column connection shall satisfy the requirements ofChapter 3 of ANSI/AISC 358.

(2) Beam flanges shall be connected to column flanges using complete-joint-penetration (CJP) groove welds.

(3) The shape of weld access holes shall be in accordance with subclause6.10.1.2 of AWS D1.8/D1.8M. Weld access hole quality requirements shallbe in accordance with subclause 6.10.2 of AWS D1.8/D1.8M.

(4) Continuity plates shall satisfy the requirements of Section E3.6f.

Exception: The welded joints of the continuity plates to the column flangesare permitted to be complete-joint-penetration groove welds, two-sided par-tial-joint-penetration groove welds with reinforcement, or two-sided filletwelds. The required strength of these joints shall not be less than the avail-able strength of the contact area of the plate with the column flange.

(5) The beam web shall be connected to the column flange using either a CJPgroove weld extending between weld access holes, or using a bolted singleplate shear connection designed for required shear strength per EquationE1-1.

(2) Continuity Plate ThicknessWhere continuity plates are required, the thickness of the plates shall be deter-mined as follows:

(a) For one-sided connections, continuity plate thickness shall be at least one-half of the thickness of the beam flange.

(b) For two-sided connections, the continuity plate thickness shall be at leastequal to the thicker of the two beam flanges on either side of the column.

Continuity plates shall also conform to the requirements of Section J10 of theSpecification.

(3) Continuity Plate WeldingContinuity plates shall be welded to column flanges using CJP groove welds.

Continuity plates shall be welded to column webs using groove welds or filletwelds. The required strength of the sum of the welded joints of the continuityplates to the column web shall be the smallest of the following:

(a) The sum of the design strengths in tension of the contact areas of the conti-nuity plates to the column flanges that have attached beam flanges

(b) The design strength in shear of the contact area of the plate with the columnweb

(c) The design strength in shear of the column panel zone

(d) The sum of the expected yield strengths of the beam flanges transmittingforce to the continuity plates

SHEET B95

Beam: M396A



W24x104 A572 Gr.5077.162 ftN12 N17


8.359 at 77.162 ft

-5.812 at 37.777 ft

A k

7.358 at 0 ft

-4.875 at 36.974 ft

Vy k

11.72 at 8.038 ft

-15.064 at 0 ft

Vz k

.009 at 37.777 ft

-.002 at 0 ftT k-ft

111.54 at 49.03 ft

-120.67 at 8.038 ft

My k-ft25.015 at 36.974 ft

-20.399 at 18.487 ftMz k-ft

.012 at 12.057 ft

-.079 at 17.683 ftDy in

.794 at 40.992 ft

-11.489 at 45.815 ft

Dz in

.272 at 77.162 ft

-.189 at 37.777 ftfa ksi

1.167 at 36.974 ft

-1.167 at 36.974 ftf(y) ksi

35.782 at 8.038 ft

-35.782 at 8.038 ft

f(z) ksi

AISC 14th(360-10): ASD Code CheckDirect Analysis MethodMax Bending Check Max Shear Check Max Defl RatioLocation Location LocationEquation Span

0.781 (LC 21)49.03 ftH1-1b

0.044 (z) (LC 21)0 ft

L/911420.094 ft2



Qs=1Qa=.945


45.406 k919.162 k155.689 k-ft145.788 k-ft241 k344.91 k

Cb 1.238

y-y z-zLbKL/r

77.162 ft 77.162 ft318.79 92.145


TRANS. BEAM

SHEET B96

MIN. 1/4" WELD LENGTH REQ'D = (48k + 16k)/3.71k/in = 17.3"(2) WEBS = ~20" WELD LENGTH, OK BY INSPECTION

SHEET B97

Beam: M912C



W12x65 A572 Gr.5020 ftN88 N97


7.646 at 20 ft

-.59 at 10 ftA k

7.107 at 0 ft

-7.111 at 20 ft

Vy k

3.295 at 10 ft

-3.295 at 0 ft

Vz k

.007 at 10 ft

0 at 0 ftT k-ft

19.873 at 10 ft

-32.955 at 10 ft

My k-ft

24.053 at 10 ft

-67.696 at 10 ft

Mz k-ft

.117 at 10 ft

-.353 at 10 ftDy in

3.429 at 20 ft

-3.679 at 20 ft

Dz in

.4 at 20 ft

-.031 at 10 ftfa ksi

9.221 at 10 ft

-9.221 at 10 ft

f(y) ksi

13.636 at 10 ft

-13.636 at 10 ft

f(z) ksi


0.597 (LC 27)10 ftH1-1b

0.075 (y) (LC 33)20 ft

L/71110 ft1




360.173 k571.856 k106.985 k-ft237.022 k-ft94.38 k260.838 k

Cb 1.305

y-y z-zLbKL/r

20 ft 20 ft79.516 45.432


LONGITUDINAL BEAM

SHEET B98

SHEET B99

VBrace: M1094A



L4x3x4 A36 WTLS29.394 ftN66_1 N608A


.782 at 0 ft

-35.078 at 0 ft

A k

Vy k Vz k

0 at 0 ft

0 at 0 ft

T k-ftMy' k-ftMz' k-ft

.243 at 29.394 ft

-.468 at 29.394 ft

Dy in.071 at 29.394 ft

-.164 at 29.394 ft

Dz in

.463 at 0 ft

-20.756 at 0 ft

fa ksi

f(y) ksi f(z) ksi


0.963 (LC 38)0 ftH2-1*

0.001 (y) (LC 20)0 ftL/10000


Compact Non-SlenderNon-Compact Slender

Qs=.912Qa=1

Fy 36 ksiPnc/omPnt/omMny'/omMnz'/omVny/omVnz/om

3.675 k36.431 k1.227 k-ft1.979 k-ft12.934 k9.701 k

Cb 1

y-y' z-z'LbKL/r

14 ft 14 ft262.911 118.62


TYP. X-BRACE

SHEET B100

SHEET B101

Beam: M806



W12x40 A572 Gr.503 ftN545A N16_1


18.305 at 3 ft

-52.5 at 3 ft

A k .07 at 0 ft

-.07 at 3 ftVy k

.011 at 3 ft

-.011 at 3 ftVz k

0 at 0 ft

-.009 at 0 ft

T k-ft.008 at 1.5 ft

-.008 at 1.5 ft

My k-ft

-.053 at 1.5 ft

Mz k-ft

.009 at 0 ft

-.054 at 0 ft

Dy in

.179 at 3 ft

-.115 at 0 ft

Dz in

1.565 at 3 ft

-4.487 at 3 ft

fa ksi .012 at 1.5 ft

-.012 at 1.5 ftf(y) ksi

.009 at 1.5 ft

-.009 at 1.5 ftf(z) ksi


0.075 (LC 38)1.531 ftH1-1b

0.004 (y) (LC 27)3 ft

L/100000 ft0



Qs=1Qa=.996


340.216 k350.299 k41.916 k-ft142.216 k-ft70.21 k148.209 k

Cb 1.136

y-y z-zLbKL/r

3 ft 3 ft18.543 7.028


BUILDING TIE - STRUT

SHEET B102

TRY 3/16" x 10" WELDASD CAPACITY = 2.78 k/inTallow = 10" x 2.78 k/in = 27.8 k/in

SHEET B103

VBrace: M1132C



L4x3x4 A36 Gr.3614.318 ftN11 N878C


3.279 at 14.318 ft

-13.469 at 0 ft

A k .018 at 0 ft

-.018 at 14.318 ftVy k

.008 at 14.318 ft

-.008 at 0 ftVz k

0 at 0 ft

0 at 0 ftT k-ft

.042 at 7.159 ft

-.01 at 7.159 ft

My' k-ft

-.056 at 7.159 ft

Mz' k-ft

.727 at 14.318 ft

-.822 at 0 ft

Dy in.157 at 14.318 ft

-.197 at 5.667 ft

Dz in

1.94 at 14.318 ft

-7.97 at 0 ft

fa ksi .535 at 7.159 ft

-.406 at 7.159 ftf(y) ksi

1.063 at 7.159 ft

-.896 at 7.159 ftf(z) ksi


0.370 (LC 35)0 ftH2-1*

0.002 (y) (LC 21)0 ftL/10000



Qs=.912Qa=1


3.514 k36.431 k1.227 k-ft2.091 k-ft12.934 k9.701 k

Cb 1.136

y-y' z-z'LbKL/r

14.318 ft 14.318 ft268.879 121.313


BUILDING TIE - BRACE

SHEET B104

SHEET B105

Beam: M328A_1



W8x31 A572 Gr.5020 ftN15_1 N55_1


85.834 at 10 ft

-22.324 at 10 ft

A k

.921 at 0 ft

-.416 at 20 ftVy k

2.722 at 10 ft

-2.963 at 10 ftVz k

.004 at 10 ft

-.002 at 10 ftT k-ft

18.746 at 10 ft

-16.216 at 10 ft

My k-ft

1.087 at 10 ft

-2.221 at 15.208 ftMz k-ft

.373 at 20 ft

-1.722 at 20 ft

Dy in

2.867 at 20 ft

-1.842 at 20 ft

Dz in

9.401 at 10 ft

-2.445 at 10 ftfa ksi

.969 at 15.208 ft

-.969 at 15.208 ftf(y) ksi

24.253 at 10 ft

-24.253 at 10 ft

f(z) ksi


0.925 (LC 33)10 ftH1-1a

0.025 (z) (LC 17)10 ft

L/685415 ft2




191.199 k273.353 k35.124 k-ft71.309 k-ft45.6 k125.03 k

Cb 1

y-y z-zLbKL/r

10 ft 10 ft59.529 34.572


TRUSS CHORD

SHEET B106

SHEET B107

VBrace: M1041



LL3x2x4x6 A36 Gr.3616.785 ftN804A N794A


8.23 at 16.785 ft

-35.956 at 0 ft

A k .058 at 0 ft

-.058 at 16.785 ftVy k

.013 at 0 ft

-.013 at 0 ftVz k

.001 at 0 ft

0 at 0 ftT k-ft

.054 at 8.392 ft

-.054 at 8.392 ft

My k-ft

-.245 at 8.392 ft

Mz k-ft

.207 at 0 ft

-1.455 at 9.791 ft

Dy in

5.133 at 16.785 ft

-1.496 at 6.994 ft

Dz in

3.429 at 16.785 ft

-14.982 at 0 ft

fa ksi 1.322 at 8.392 ft

-2.726 at 8.392 ft

f(y) ksi.607 at 8.392 ft

-.607 at 8.392 ftf(z) ksi


0.860 (LC 24)8.917 ftH1-1a

0.007 (y) (LC 44)0 ftL/819


Compact Non-SlenderCompact Non-Slender


10.113 k51.737 k3.086 k-ft3.102 k-ft19.401 k12.934 k

Cb 1

y-y z-zLbKL/r

15 ft 15 ft174.626 188.864


DIAG - S

SHEET B108

SHEET B109

VBrace: M781A



LL4x3x4x6 A36 Gr.3617.205 ftN43 N564


18.105 at 17.205 ft

-58.873 at 0 ft

A k .083 at 0 ft

-.083 at 17.205 ftVy k

.019 at 17.205 ft

-.019 at 17.205 ftVz k

.002 at 0 ft

0 at 0 ftT k-ft

.08 at 8.602 ft

-.08 at 8.602 ft

My k-ft

-.356 at 8.602 ft

Mz k-ft

.441 at 0 ft

-.786 at 8.602 ft

Dy in

4.56 at 17.205 ft

-2.197 at 17.205 ft

Dz in

5.357 at 17.205 ft

-17.418 at 0 ft

fa ksi .948 at 8.602 ft

-2.161 at 8.602 ftf(y) ksi

.485 at 8.602 ft

-.485 at 8.602 ftf(z) ksi


0.847 (LC 33)8.423 ftH1-1a

0.007 (y) (LC 33)0 ftL/1387



Qs=.912Qa=1


22.425 k72.862 k5.723 k-ft5.686 k-ft25.868 k19.401 k

Cb 1

y-y z-zLbKL/r

16 ft 16 ft136.168 150.514


DIAG - M/S

SHEET B110

SHEET B111

VBrace: M1078A



LL4x3x5x6 A36 Gr.3618.868 ftN158_1 N1142


18.012 at 18.868 ft

-84.112 at 0 ft

A k .105 at 0 ft

-.105 at 18.868 ftVy k

.025 at 0 ft

-.025 at 0 ftVz k

.009 at 0 ft

-.009 at 0 ftT k-ft

.12 at 9.434 ft

-.12 at 9.434 ft

My k-ft

-.496 at 9.434 ft

Mz k-ft

.322 at 0 ft

-.466 at 10.81 ftDy in

2.698 at 18.868 ft

-4.47 at 18.868 ft

Dz in

4.309 at 18.868 ft

-20.123 at 0 ft

fa ksi 1.107 at 9.434 ft

-2.435 at 9.434 ftf(y) ksi

.567 at 9.434 ft

-.567 at 9.434 ftf(z) ksi


0.977 (LC 33)9.237 ftH1-1a

0.017 (y) (LC 27)0 ftL/1110



Qs=.997Qa=1


24.271 k90.108 k7.281 k-ft7.024 k-ft32.335 k24.251 k

Cb 1

y-y z-zLbKL/r

17 ft 17 ft142.638 160.892


DIAG - M/L

SHEET B112

SHEET B113

VBrace: M908A



LL4x3.5x6x6 A36 Gr.3617.205 ftN24 N91


30.275 at 0 ft

-105.13 at 17.205 ft

A k .131 at 0 ft

-.131 at 17.205 ftVy k

.03 at 0 ft

-.03 at 0 ftVz k

.014 at 0 ft

-.007 at 0 ftT k-ft

.128 at 8.602 ft

-.128 at 8.602 ft

My k-ft

-.565 at 8.602 ft

Mz k-ft

.579 at 17.205 ft

-.842 at 4.122 ft

Dy in

3.212 at 0 ft

-1.231 at 0 ft

Dz in

5.648 at 0 ft

-19.614 at 17.205 ft

fa ksi .98 at 8.602 ft

-2.287 at 8.602 ftf(y) ksi

.388 at 8.602 ft

-.388 at 8.602 ftf(z) ksi


0.952 (LC 33)8.782 ftH1-1a

0.018 (y) (LC 27)0 ftL/1320


Compact Non-SlenderCompact Non-Slender


33.842 k115.545 k11.349 k-ft8.52 k-ft38.802 k33.952 k

Cb 1

y-y z-zLbKL/r

16 ft 16 ft113.642 154.292


DIAG - L

SHEET B114

SHEET B115

Column: M916A



W8x31 A572 Gr.5014 ftN24 N14


84.623 at 0 ft

-25.902 at 10.5 ft

A k

5.19 at 10.5 ft

-5.788 at 10.5 ftVy k

.127 at 14 ft

-.115 at 14 ftVz k

.027 at 0 ft

-.005 at 10.5 ftT k-ft

.398 at 7.146 ft

-.423 at 7.438 ftMy k-ft

16.914 at 10.5 ft

-18.632 at 10.5 ft

Mz k-ft

3.212 at 0 ft

-1.231 at 0 ft

Dy in

.741 at 0 ft

-.739 at 14 ft

Dz in

9.269 at 0 ft

-2.837 at 10.5 ft

fa ksi

8.13 at 10.5 ft

-8.13 at 10.5 ft

f(y) ksi.547 at 7.438 ft

-.547 at 7.438 ftf(z) ksi


0.616 (LC 29)10.5 ftH1-1a

0.129 (y) (LC 24)10.5 ftL/78




164.501 k273.353 k35.124 k-ft75.767 k-ft45.6 k125.03 k

Cb 1.551

y-y z-zLbKL/r

14 ft 14 ft83.341 48.4


TRUSS STRUT

SHEET B116

SHEET B117

Beam: M1001



W8x31 A572 Gr.5020 ftN797A N545A


58.26 at 0 ft

-18.664 at 0 ft

A k

.211 at 10 ft

-.259 at 10 ftVy k

.75 at 10.208 ft

-1.535 at 0 ftVz k

.001 at 10 ft

0 at 10 ftT k-ft

7.855 at 0 ft

-7.495 at 10 ft

My k-ft.487 at 0 ft

-1.184 at 2.917 ftMz k-ft

.221 at 0 ft

-.912 at 0 ft

Dy in

2.171 at 0 ft

-1.63 at 0 ft

Dz in

6.381 at 0 ft

-2.044 at 0 ftfa ksi

.517 at 2.917 ft

-.517 at 2.917 ftf(y) ksi

10.163 at 0 ft

-10.163 at 0 ft

f(z) ksi


0.365 (LC 35)0 ftH1-1a

0.013 (z) (LC 20)0 ft

L/100000 ft0




191.199 k273.353 k35.124 k-ft71.309 k-ft45.6 k125.03 k

Cb 1

y-y z-zLbKL/r

10 ft 10 ft59.529 34.572


REAR TRUSS TOP CHORD

SHEET B118

SHEET B119

Beam: M978C



W8x31 A572 Gr.5020 ftN790B N787A


71.381 at 10 ft

-21.7 at 10 ft

A k

.216 at 10 ft

-.181 at 10 ftVy k

.135 at 10.208 ft

-.613 at 10 ftVz k

.003 at 10 ft

-.002 at 10 ftT k-ft

6.374 at 0 ft

-1.072 at 10 ft

My k-ft

.564 at 0 ft

-.356 at 15.625 ftMz k-ft

.097 at 0 ft

-.39 at 0 ftDy in

2.146 at 0 ft

-1.65 at 0 ft

Dz in

7.818 at 10 ft

-2.377 at 10 ft

fa ksi

.246 at 0 ft

-.246 at 0 ftf(y) ksi

8.246 at 0 ft

-8.246 at 0 ft

f(z) ksi


0.398 (LC 33)10 ftH1-1a

0.007 (z) (LC 41)10 ft

L/100000 ft0




191.199 k273.353 k35.124 k-ft75.767 k-ft45.6 k125.03 k

Cb 2.01

y-y z-zLbKL/r

10 ft 10 ft59.529 34.572


REAR TRUSS BOTTOM CHORD - WEB CONNECTION

SHEET B120

Beam: M983B



W8x31 A572 Gr.5020 ftN798A N786B


18.297 at 20 ft

-40.872 at 10 ft

A k .219 at 10.208 ft

-.327 at 10 ftVy k

.385 at 0 ft

-.313 at 10.208 ftVz k

.004 at 10 ft

-.002 at 0 ftT k-ft

3.126 at 10 ft

-.873 at 10 ft

My k-ft

.51 at 0 ft

-1.229 at 0 ft

Mz k-ft

.213 at 0 ft

-.884 at 0 ft

Dy in

2.107 at 0 ft

-1.801 at 0 ft

Dz in

2.004 at 20 ft

-4.477 at 10 ft

fa ksi.536 at 0 ft

-.536 at 0 ftf(y) ksi

4.044 at 10 ft

-4.044 at 10 ft

f(z) ksi


0.135 (LC 25)10 ftH1-1b

0.008 (y) (LC 33)10 ft

L/100000 ft0




191.199 k273.353 k35.124 k-ft75.767 k-ft45.6 k125.03 k

Cb 1.737

y-y z-zLbKL/r

10 ft 10 ft59.529 34.572


REAR TRUSS BOTTOM CHORD - FLANGE CONNECTION

SHEET B121

SHEET B122

HBrace: M1085



L4x3x5 A36 Gr.3612.806 ftN141A N786B


4.113 at 0 ft

-15.164 at 12.806 ft

A k .054 at 0 ft

-.054 at 12.806 ftVy k

.007 at 12.806 ft

-.007 at 0 ftVz k

0 at 0 ft

0 at 0 ftT k-ft

.098 at 6.403 ft

My' k-ft

-.16 at 6.403 ft

Mz' k-ft

.005 at 12.806 ft

-.199 at 4.802 ft

Dy in

1.206 at 0 ft

-.684 at 0 ft

Dz in

1.968 at 0 ft

-7.256 at 12.806 ft

fa ksi 1.256 at 6.403 ft

-.954 at 6.403 ftf(y) ksi

1.991 at 6.403 ft

-1.746 at 6.403 ft

f(z) ksi


0.337 (LC 52)12.806 ftH2-1*

0.005 (y) (LC 40)0 ftL/10000



Qs=.997Qa=1


5.415 k45.054 k1.514 k-ft2.953 k-ft16.168 k12.126 k

Cb 1.136

y-y' z-z'LbKL/r

12.806 ft 12.806 ft240.87 109.33


TRUSS HORIZ BRACE

SHEET B123

NOTE: WIND LOAD FAR EXCEEDS SEISMIC

CONSERVATIVE, MODEL POLISHED TO 169 KIP RXN

MAX. COMPRESSIVE STRESS = 172000 LBS (12" x 36") = 398 psi, OK BYINSPECTION

WORST CASE LOADING IS BUILDING WIND REACTION + UNEQUAL SURCHARGEFROM THE ASPHALT STOCKPILE. THE WALL WAS MODELED AS A 40FT LONGCANTILEVER RETAINING WALL WITH FULL HEIGHT SURCHARGE FROM THEASPHALT MATERIAL. THIS IS VERY CONSERVATIVE AS THE STOCKPILE CANONLY REACH THE FULL HEIGHT OVER A SHORT LENGTH OF THE WALL AND THISNEGLECTS ANY OUT OF PLANE RESISTANCE FROM THE ADACENT WALL OR SOILEMBEDMENT ON THE OPPOSITE SIDE OF THE WALL.

SHEET B124

SHEET B125

SMG ENGINEERS

BS

18-183B


SK - 2


10.6

-4.928.2 / 0-9.6

4.7

-2.1

1.4

37 / 0-6.1

1.5

10.5

-1.234.4

-6.7-21.6

10

-14.3

0.6

36.9

-5.5 9-6.3

-.6

0.5

35.8

-7 9.2-8

-.6

0.5

36.2

-7.6-10.6

10.1

-.6

0.5

36.2

-7.7 10.2-9.9

-13.8

0.7

37.9

-6 9-7.9

8.9

-8.423 / 0-8.4

2

-1.9

1.9

33.4 / 0-14.1

2.6

8.5

-829 / 0

10.5-2.1

3.5

-3.544.1 / 0

15.6-2.7

-17

5.148.8

-9.7 4.5-3.4 -4

3.6

85.3

-9.5 7.7-.6

-4.1

2.7

9.5

-9.2-8.1

0.3

1.7

-.9

167.4

31.3 11.8-.6

Y

XZ

Envelope Only SolutionReaction and Moment Units are k and k-ft (Enveloped)

LATERAL LOAD REACTION TOBIN WALL ENVELOPE

SHEET B126

SMG ENGINEERS

BS

18-183B


SK - 3


10.5

-1.234.4

-6.7-21.6

10

1.9

-1.758.6 / 0

3.3-2.9

-.5

0.5

27.5

-4.5 6-3.1

-.5

0.5

35.8

-7.3 9.5-7.5

-14.3

0.6

36.9

-5.5 9-6.3

-.6

0.5

35.8

-7 9.2-8

-1.9

1.9

33.4 / 0-14.1

2.6

3.5

-3.544.1 / 0

15.6-2.7

10.3

-.727

-4.2-20.7

7.8

-1.9

1.7

77.2 / 0

-5.34.7

-3.4

0.9

39.4 / 0-14

2.2

3.1

-3.145.6 / 0

12-1.5

-.538.8-9.1

-14.6

0.6

39.9

-7.7 9.8-6.9

-2.5

1

71.8 / 0

10.1-1.1

1.7

-.9

167.4

-31.3 11.8-.6

Y

XZ


SHEET B127

SMG ENGINEERS

BS

18-183B


SK - 4


-.5

0.5

27.5

-4.5 6-3.1

10.2

-.734.2

-8-23.7

9.4

-2.1

1.5

169.1

-43.1-1.1

0.5

-2.1

2.1

28.5 / 0-16.1

2.9

3.8

-3.852.2 / 0

13.7-3

10.3

-.727

-4.2-20.7

7.8

-1.9

1.7

77.2 / 0

-5.34.7

-3.4

0.9

39.4 / 0-14

2.2

3.1

-3.145.6 / 0

12-1.5

0.5

-.538.7

-8.8 9.6-6.5

0.5

-.538.8

-9.1 11.1-9.1

-14.6

0.6

39.9

-7.7 9.8-6.9

0.6

-.539

-9.1 11.9-10

-14.8

0.6

39.8

-7.6 9.8-6.8

-2.5

1

71.8 / 0

10.1-1.1

0.3

-.330.4

-7.9 12.3-.3

Y

XZ


SHEET B128

SMG ENGINEERS

BS

18-183B


SK - 5


2.4

-1.291.7

-11.1-1.8

1

4.5

-1.212.9 / 0-12.3

2.6

10.2

-2.918.6 / 0-10.9

2.1

9.7

-2.735.1 / 0

7.1-2.2

6.4

-.538.7 / 0

6.7-4.66.6

-1.320.5 / 0

4.4-.35.4

-3.614.8

-4.9-3.5

0.3

10.2

-.734.2

-8-23.7

9.4

-2.1

1.5

169.1

-43.1-1.1

0.5

-2.1

2.1

28.5 / 0-16.1

2.9

3.8

-3.852.2 / 0

13.7-3

-14.6

0.5

31

-4.9 9.5-2.4

10

-.537.9

-9.9 12.8-8.1

0.6

-.539

-9.2 13-11.1

0.6

-.539

-9.1 11.9-10

-14.8

0.6

39.8

-7.6 9.8-6.8

0.3

-.330.4

-7.9 12.3-.3

Y

XZ


SHEET B129

SMG ENGINEERS

BS

18-183B


SK - 1


-2.1

1.4

37 / 0-6.1

1.5

8.9

-8.423 / 0-8.4

2

8.5

-829 / 010.5

-2.1

3.5

-.457.9 / 0

4.2-.9

-17

5.1

48.8

-9.7 4.5-3.4

26.3

-3.128.8

-22.7-5.8

5.2

18.7

-.6

-26.5

24.9

12.6-3.6

27.8

-1326

-2.4 10.7-7

26.5

-.233.5

-2310.4-8.8

-12.8

1.6

56.2

-2.5 9.9-8.6

25.7

-12.831.7

-2.8-12.5

11.1

-4

3.6

85.3

-9.5 7.7-.6

13.7

-3.915.1 / 0-9.6

3.6

-4.1

2.7

9.5

-9.2-8.1

0.3

-15.4

0.7

85.1 / 0

-9.33.5

9.5

-924.1 / 0-3.3

0.6

9.2

-8.613.7

-10.2 12.6-.6

Y

XZ

Envelope Only SolutionMember Axial Forces (k) (Enveloped)Reaction and Moment Units are k and k-ft (Enveloped)

SHEET B130

SMG ENGINEERS

BS

18-183B


SK - 6


-18.7

0.628.2

-8.5 12.3-10

0.8

-.840

-16.6-26

11.9

-18

0.6

26.8

-7.4 10.6-9.1

6.5

-.851.5

-.9 16.6-13

13.8

-8.828.4

-1.1-19.2

12.5

0.6

-.631.4

-513.2-11.8

24.4

-9.220.8 / 0-20.6

17.3 18

-.732.9

-26.5-15.9

5.2

6.2

-.651.5

-7.4 12.3-10.9

-18.7

0.6

26.5

-8.1 7.7-5.5

-29.2

0.9

132.1

-.7-10.4

7.4

31

-1.288.4

-16 15.7-5.1

-.3

0.3

34.7

-14.3 12.8-1.3

-.3

0.3

26.5

-19.1-14.3

0.3

Y

XZ


SHEET B131

SMG ENGINEERS

BS

18-183B


SK - 7


2.4

-1.291.7

-11.1-1.8

1

6.4

-.538.7 / 0

6.7-4.6

2.7

-2.546.8

-7.4 11.8-1.2

-18.728.2-10

0.8

-.840

-16.6-26

11.9

-18

0.6

26.8

-7.4 10.6-9.1

6.4

-.652

-6.8-11.6

10.6

-19.3

0.625.3

-9-12.6

9.7

6.5

-.851.5

-.916.6-13

11.9

-11.215.3 / 0

9.8-4.5

6.6

-1.320.5 / 0

4.4-.35.4

-3.614.8

-4.9-3.5

0.3

31

-1.288.4

-16 15.7-5.1

-.3

0.3

34.7

-14.3 12.8-1.3

-.3

0.3

26.5

-19.1-14.3

0.3

Y

XZ


SHEET B132


SHEET B133


SHEET B134


SHEET B135


SHEET B136


SHEET B137


SHEET B138

SHEET B139

IN COMPLIANCE W/ACI 318-14

SHEET B140

IN COMPLIANCE W/ACI 318-14

SHEET B141

SHEET B142

SHEET B143

SHEET B144

SHEET B145

SHEET B146

SHEET B147

SHEET B148

SHEET B149

Documents

MAPLE VALLEY ASPHALT PLANT - King County