Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total...

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Lynde and Harry Bradley School of Technology & Trade Milwaukee, WI ____________________________________________________________________________________ ____________________________________________________________________________________ Appendix A ________________________________________________________________________________________________________________________________________________________________________ Gravity Design Description Page Floor Layout 1 Load Layout 6 Roof Model 16 Design Criteria 19 Floor Designs 23 Jonathan Hill 45 Structural

Transcript of Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total...

Page 1: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Lynde and Harry Bradley School of Technology & Trade Milwaukee, WI ____________________________________________________________________________________

____________________________________________________________________________________

Appendix A ________________________________________________________________________________________________________________________________________________________________________

Gravity Design

Description Page Floor Layout 1 Load Layout 6 Roof Model 16 Design Criteria 19 Floor Designs 23

Jonathan Hill 45 Structural

Page 2: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: FIRST FLOOR

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: SECOND FLOOR

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A A.4A.7B.1B.5B.8C.2C.6C.9D.3D.7 E

1515.315.716

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: THIRD FLOOR

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A A.4A.7B.1B.5B.8C.2C.6C.9D.3D.7 E

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: FOURTH FLOOR

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: ROOF

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: FIRST FLOOR

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Surface LoadsLabel DL CDL LL Reduction Mass DL

psf psf psf Type psfFirst Floor Lab 15.0 15.0 200.0 Reducible 15.0Classroom 15.0 15.0 105.0 Reducible 15.0Corridor 15.0 10.0 150.0 Reducible 15.0

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: SECOND FLOOR

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Surface LoadsLabel DL CDL LL Reduction Mass DL

psf psf psf Type psfTyp Floor Lab 15.0 15.0 150.0 Reducible 15.0Classroom 15.0 15.0 105.0 Reducible 15.0Admin 15.0 15.0 105.0 Reducible 15.0Bookstore 15.0 15.0 195.0 Reducible 15.0Corridor 15.0 10.0 150.0 Reducible 15.0

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: THIRD FLOOR

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Page 12: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Surface LoadsLabel DL CDL LL Reduction Mass DL

psf psf psf Type psfTyp Floor Lab 15.0 15.0 150.0 Reducible 15.0Classroom 15.0 15.0 105.0 Reducible 15.0Corridor 15.0 10.0 150.0 Reducible 15.0Flat Roof 30.0 15.0 30.0 Roof 30.0

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: FOURTH FLOOR

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Surface LoadsLabel DL CDL LL Reduction Mass DL

psf psf psf Type psfClassroom 15.0 15.0 105.0 Reducible 15.0Corridor 15.0 10.0 150.0 Reducible 15.0

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Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Floor Type: ROOF

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Page 16: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Floor MapRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 17:35:44Building Code: IBC

Surface LoadsLabel DL CDL LL Reduction Mass DL

psf psf psf Type psfFlat Roof 30.0 15.0 30.0 Roof 30.0Curved Roof 25.0 15.0 30.0 Roof 25.0

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Bradley Tech Roof Analysis

April 4, 2005Roof.r3d

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Loads: BLC 3, Dead Load

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Page 18: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Bradley Tech Roof Analysis

April 4, 2005Roof.r3d

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Loads: BLC 2, Wind

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Bradley Tech Roof Analysis

April 4, 2005Roof.r3d

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Loads: BLC 1, Snow

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Beam Design CriteriaRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 18:15:04Building Code: IBC Steel Code: AISC LRFD

TABLES SELECTED:Master Steel Table: ramaiscDefault Steel Table: ramaiscAlternate Steel Table: ramaisc

UNBRACED LENGTH:Check Unbraced LengthDo Not Consider Point of Inflection as Brace PointNoncomposite Beam Design:

Deck Perpendicular to Beam Braces flangeDeck Parallel to Beam does not Brace flange

Calculate Cb for all Simple Span BeamsUse Cb=1 for all Cantilevers

SPAN/DEPTH CRITERIA:Maximum Span/Depth Ratio (ft/ft): 0.00

DEFLECTION CRITERIA:Default Criteria L/d delta (in)

UnshoredInitial (Construction Load): 0.0 0.0Post Composite

Live Load: 360.0 0.0Total Superimposed: 240.0 0.0

Total (Init+Superimp-Camber): 240.0 0.0Shored

Dead Load: 0.0 0.0Live Load: 360.0 0.0Total Load: 240.0 0.0

NoncompositeDead Load: 0.0 0.0Live Load: 360.0 0.0Total Load: 240.0 0.0

Alternate Criteria L/d delta (in)Unshored

Initial (Construction Load): 0.0 0.0Post Composite

Live Load: 0.0 0.0Total Superimposed: 0.0 0.0

Total (Init+Superimp-Camber): 0.0 0.0Shored

Dead Load: 0.0 0.0Live Load: 0.0 0.0Total Load: 0.0 0.0

NoncompositeDead Load: 0.0 0.0 19

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Beam Design CriteriaRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 18:15:04Building Code: IBC Steel Code: AISC LRFD

Live Load: 0.0 0.0Total Load: 0.0 0.0

Note: 0.0 indicates No Limit

CAMBER CRITERIA FOR COMPOSITE BEAMS:Do not Camber Beams with Span < 0.0 ftDo not Camber Beams with Weight < 0.0 lbs/ftDo not Camber Beams with Weight > 1000.0 lbs/ftDo not Camber Beams with Depth < 0.0 inDo not Camber Beams with Depth > 100.0 inPercent of Dead Load used for Camber: 80.00

(For Unshored Composite the specified % of Construction DL is used)Camber Increment (in): 0.250Minimum Camber (in): 0.750Maximum Camber (in): 4.000

CAMBER CRITERIA FOR NON-COMPOSITE BEAMS:Do not Camber Beams with Span < 0.0 ftDo not Camber Beams with Weight < 0.0 lbs/ftDo not Camber Beams with Weight > 1000.0 lbs/ftDo not Camber Beams with Depth < 0.0 inDo not Camber Beams with Depth > 100.0 inPercent of Dead Load used for Camber: 80.00Camber Increment (in): 0.250Minimum Camber (in): 0.500Maximum Camber (in): 4.000

STUD CRITERIA:Stud Distribution: Use OptimumMaximum % of Full Composite Allowed: 100.00Minimum % of Full Composite Allowed: 25.00Maximum Rows of Studs Allowed: 3Minimum Flange Width for 2 Rows of Studs (in): 5.500Minimum Flange Width for 3 Rows of Studs (in): 8.500Maximum Stud Spacing: Per Code

SMARTBEAM CRITERIA:Castellated: Increment of e (in) : 0.125 Increment of dt (in) : 0.125Cellular: Increment of Do (in) : 0.125 Increment of S (in) : 0.125Connection Type at: Beams: Web Columns: Web Walls: Web

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Page 22: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Gravity Column Design CriteriaRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 18:15:04Building Code: IBC Steel Code: AISC LRFD

DEFAULT SPLICE LEVELS:Level SpliceRoof NFourth Floor NThird Floor NSecond Floor NFirst Floor N

DESIGN DEFAULTS:Maximum Angle from column axis at which beam reaction is not splitbetween column sides for calculating unbalanced moments: 30.0 deg.Skip-load the Live Load around Column

TRIAL GROUPS:Number of Trial Groups: 1Trial Group I Section Rect HS Round HS1 W14 HSS10X10 HSS10

COLUMN BRACING:Deck Braces ColumnMaximum Angle from column axis from which beam braces column: 60.0 deg.

BASE PLATES:Design Code: AISC LRFDPlate Fy (ksi) 36.000Plate f'c (ksi) 3.000Minimum Dimension From Face of Column to Edge of Plate (in) 1.000Minimum Dimension From Side of Column to Edge of Plate (in) 1.000Increment of Plate Dimensions (in) 0.250Increment of Plate Thickness (in) 0.125Minimum Footing Dimension Parallel to Web (ft) 10.00Minimum Footing Dimension Perpendicular to Web (ft) 10.00

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Foundation Design CriteriaRAM Foundation v8.1Bradley TechDataBase: BradleyTech Date: 04/06/05 23:49:45

REINFORCEMENT PROPERTIES TABLE: RAMASTM

CODEACI318-95Check ACI 318-95 Sec 15.4.4.2 (Center Strip Reinforcement)

DESIGN METHODOptimimum footing design selected for each column.

DESIGN OPTIONSInclude Moment Due to Shear in Column for Spread Footings TrueInclude Moment Due to Shear in Column for Continuous Footings TrueInclude Spread Footing Self-Weight When Checking Soil Stress TrueKeep Spread Footing Square During Optimization FalseIncrease Spread Footing Size to Prevent Uplift in Concrete Load Combinations TrueMax Width to Depth Ratio for Design of Continuous Footing as Beam Not Defined

REINFORCEMENTClear Bar Spacing-Shear (in) Max: CODE Min: CODEClear Bar Spacing-Flexure (in) Max: CODE Min: CODEReinforcement Ratio Max: CODE Min: CODEClear Bar Cover (in) Top: CODE Bottom: CODE Side: CODEBar Sizes Considered - Shear: #5: #6: #7: #8: #9: #10: #11: #14: #18Bar Sizes Considered - Flexure: #5: #6: #7: #8: #9: #10: #11: #14: #18

REINFORCEMENT SELECTIONMin. number of bars in footing 5Keep all bars in spread footing layer the same TrueAdjacent bars in continuous footing may differ in size by 1Segment Spacing Increment (in) 12.00Shear Bar Spacing Increment (in) 3.00Selection Method Min reinf areaFor Square Spread Footings Keep Same Quantity and Size Bars for Layer False

OPTIMIZATION CRITERIAMin. Dimensions Edge of Base Plate to Edge of Footing (in) 12.00Min. Plan Dimensions (in) 18.00Pan Dimension Increment (in) 6.00Min. Thickness (in) 18.00Thickness Increment (in) 6.00Uplift Safety Factor Minimum Ratio 1.00

SOIL DEFINITIONSFixed Capacities (ksf) : 5.00 22

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RAM Frame V8.1 - Analysis ModeDataBase: BradleyTech 04/02/05 18:15:04 Plan View Story: First Floor

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RAM Frame V8.1 - Analysis ModeDataBase: BradleyTech 04/02/05 18:15:04 Plan View Story: Second Floor

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24

Page 26: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

RAM Frame V8.1 - Analysis ModeDataBase: BradleyTech 04/02/05 18:15:04 Plan View Story: Third Floor

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25

Page 27: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

RAM Frame V8.1 - Analysis ModeDataBase: BradleyTech 04/02/05 18:15:04 Plan View Story: Fourth Floor

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Page 28: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

RAM Frame V8.1 - Analysis ModeDataBase: BradleyTech 04/02/05 18:15:04 Plan View Story: Roof

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27

Page 29: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Lynde and Harry Bradley School of Technology & Trade Milwaukee, WI ____________________________________________________________________________________

____________________________________________________________________________________

Appendix B ________________________________________________________________________________________________________________________________________________________________________

Lateral Design

Description Page Wind Load Calculations 1 Seismic Load Calculations 2 Spreadsheets 4

Jonathan Hill 46 Structural

Page 30: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Wind Load Calculations (ASCE 7-02)

Assumptions T= CThn

0.8 = 0.74 s f = 1/ T = 1.36 Hz > 1.0 Hz Therefore:

pw = qzGCppl = qnGCp

Exposure Category B – Case 2 Velocity Pressures

Windward: qz = 0.00256KzKztKdV2I = 20.27Kz (lb/ft2) Topographic Factor, Kzt = 1.0 Velocity Pressure Coefficient, Kz: FT (feet) Kz

0-15 0.57 20 0.62 25 0.66 30 0.70 40 0.76 50 0.81 60 0.85

Wind Directionality Factor, Kd = 0.85 Basic Wind Speed, V = 90 mph Importance Factor, I = 1.15

Leeward: qh = 17.20 (at mean roof height)

External Pressure Coefficients

Windward: Cp = 0.8

Leedward: N/S: Cp = -0.5 E/W: Cp = -0.45

Gust Factor Effect Gf = 0.85

Pressure (psf) Level Height Kz qz pw N/S pl E/W pl N/S E/W

2 16 0.58 11.76 7.99 -7.31 -6.58 15.30 14.57 3 32 0.712 14.43 9.81 -7.31 -6.58 17.12 16.39 4 44.667 0.783 15.87 10.79 -7.31 -6.58 18.10 17.37

Roof 59.584 0.848 17.19 11.69 -7.31 -6.58 19.00 18.27

1

Page 31: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Seismic Load Calculations (ASCE 7-02)

AssumptionsOccupancy Category: III (Table 1-1) Seismic Use Group: II (Table 9.1.3) Importance Factor: 1.25 (Table 9.1.4) Site Class: C – Dense Soil (Table 9.4.1.2)

Accelerations from Map

Ss = 0.021 (Figure 9.4.1.1a) S1 = 0.054 (Figure 9.4.2.4b)

Adjust for Site Class

Fa = 1.2 (Table 9.4.2.4a) Fv = 1.7 (Table 9.4.2.4b) SMS = FaSsSMS = 0.0252 SM1 = FvS1SM1 = 0.092

Design Spectral Response Acceleration Parameters

SDS = 2/3 SMSSDS = 0.017 SD1 = 2/3 SM1SD1 = 0.061

Seismic Design Category

Based on SDS A (Table 9.4.2.1a) Based on SD1 A (Table 9.4.2.1b) SDC = A

Procedure

Equivalent Lateral Force Analysis Ordinary Moment Frames N/S and E/W directions are braced in the same way

2

Page 32: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

AnalysisR = 3 (Table 9.5.2.2) I = 1.25 (Table 9.1.4) Approximate Period (9.5.5.3.2)

T= CThnx CT = 0.028

hn = 59.584 ft x = 0.8 T = 0.74 s

Seismic Response Coefficient

Cs = 25.1/3

017.0/

=IR

SDS = 0.00708 Controls

Cs (min) = 0.044SDSI = 0.000935

Cs (max) = )/(

1

IRTSD = 0.0343

Effective Seismic Weight of Structure (9.5.3) * calculated by RAM

W = 7378 k Seismic Base Shear (9.5.5.2)

V = CsW V = 52.2 k

Vertical Distribution of Seismic Forces

Fx = CvxV Cvx = ∑=

n

i

kii

kxx

hw

hw

1

k = 12.12

5.074.01 =−

+

Level wx hx wxhx1.12 Cvx Fx

Overturning Moment

(k) (ft) (k) (ft - k) Roof 566.08 59.584 55084 0.163117 9 507

4 995.52 44.667 70151 0.207736 11 484 3 3393.6 32 164600 0.487422 25 814 2 2144.64 16 47860 0.141725 7 118 Sum 337694 1 52 1924

3

Page 33: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Pressure (psf)Level Height Kz qz pw N/S pl E/W pl N/S E/W

2 16 0.58 11.76 7.99 -7.31 -6.58 15.30 14.573 32 0.712 14.43 9.81 -7.31 -6.58 17.12 16.394 44.667 0.783 15.87 10.79 -7.31 -6.58 18.10 17.37

Roof 59.584 0.848 17.19 11.69 -7.31 -6.58 19.00 18.27

N/S E/WLevel Trib Ht Length Force Length Force

1 8 180 22.0 542 63.22 16 180 44.1 542 126.43 14.335 180 44.2 318 74.74 13.792 180 44.9 180 43.1

Roof 7.458 180 25.5 180 24.5

4

Page 34: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

N/S

Height Kz Winward Pressure Leedward Pressure Shear(ft) Table 6-3 (psf) (psf) Level 1 Level 2 Level 3 Level 4 Roof

Effective Height Effective Length Force Effective Height Effective Length Force Effective Height Effective Length Force Effective Height Effective Length Force Effective Height Effective Length Force(ft) (ft) (k) (ft) (ft) (k) (ft) (ft) (k) (ft) (ft) (k) (ft) (ft) (k)

0-15 0.57 11.6 7.3 8 180 27 7 180 24 0 180 0 0 180 0 0 180 020 0.62 12.6 7.3 0 180 0 5 180 18 0 180 0 0 180 0 0 180 025 0.66 13.4 7.3 0 180 0 4 180 15 1 180 4 0 180 0 0 180 030 0.70 14.2 7.3 0 180 0 0 180 0 5 180 19 0 180 0 0 180 040 0.76 15.4 7.3 0 180 0 0 180 0 3.333 180 14 2.667 180 11 0 180 050 0.81 16.4 7.3 0 180 0 0 180 0 0 180 0 5 180 21 0 180 060 0.85 17.2 7.3 0 180 0 0 180 0 0 180 0 2.333 180 10 7.667 180 34

Total 27 57 37 43 34

E/W

Height Kz Winward Pressure Leedward Pressure Shear(ft) Table 6-3 (psf) (psf) Level 1 Level 2 Level 3 Level 4 Roof

Effective Height Effective Length Force Effective Height Effective Length Force Effective Height Effective Length Force Effective Height Effective Length Force Effective Height Effective Length Force(ft) (ft) (k) (ft) (ft) (k) (ft) (ft) (k) (ft) (ft) (k) (ft) (ft) (k)

0-15 0.57 11.6 6.6 8 542 79 7 542 69 0 542 0 0 270 0 0 240 020 0.62 12.6 6.6 0 542 0 5 542 52 0 542 0 0 270 0 0 240 025 0.66 13.4 6.6 0 542 0 4 542 43 1 542 11 0 270 0 0 240 030 0.70 14.2 6.6 0 542 0 0 542 0 5 542 56 0 270 0 0 240 040 0.76 15.4 6.6 0 542 0 0 542 0 3.333 542 40 2.667 270 16 0 240 050 0.81 16.4 6.6 0 542 0 0 542 0 0 542 0 5 270 31 0 240 060 0.85 17.2 6.6 0 542 0 0 542 0 0 542 0 2.333 270 15 7.667 240 44

Total 79 164 107 62 44

5

Page 35: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Seismic Analysis z (ft) Kz Winward Pressure Leeward PressureN/S E/W N/S E/W

0-15 0.57 7.3 7.0 4 7Seismic Shear Forces 20 0.62 8.0 7.7 4 7

25 0.66 8.5 8.1 4 7Level wx hx (wx)(hx)^1.12 Cvx Fx Overturning Moment 30 0.7 9.0 8.6 4 7

(k) (ft) (k) (ft - k) 40 0.76 9.8 9.4 4 7Roof 566.08 59.584 55084 0.163117 9 507 50 0.81 10.4 10.0 4 7

4 995.52 44.667 70151 0.207736 11 484 60 0.85 11.0 10.5 4 73 3393.6 32 164600 0.487422 25 8142 2144.64 16 47860 0.141725 7 118

Sum 337694 1 52 1924

Level Mass Weightk/ft^2 k

First Floor 8.68 277.76Second Floor 67.02 2144.64Third Floor 106.05 3393.6Fourth Floor 31.11 995.52Roof 17.69 566.08

W = 7377.6

6

Page 36: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Story Drift Building DriftLevel Height Allowable Calculated Allowable Calculated

2 16 0.48 0.483 16 0.48 0.964 12.667 0.38 1.34

Roof 14.917 0.45 1.79

7

Page 37: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Lynde and Harry Bradley School of Technology & Trade Milwaukee, WI ____________________________________________________________________________________

____________________________________________________________________________________

Appendix C ________________________________________________________________________________________________________________________________________________________________________

Design Checks

Description Page Beam Connection Check 1 Beam Framing Check 3 Foundation Detail 4

Jonathan Hill 47 Structural

Page 38: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Beam Connection CheckRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 18:15:04Building Code: IBC Steel Code: AISC LRFD

Connection Table File Name = c:\Ram\Tables\Dblangle-stclaire.con

User Defined Allowable Connection Values - Unfactored (kips):

W8 16.10W10 18.00W12 27.60W14 31.70W16 34.50W18 54.00W21 63.00W24 88.10W27 111.30W30 129.90W33 129.90

Floor Type: ROOF

Beams with cantilevers are not checked at supports under cantilevers.

Number of Warnings = 0

Floor Type: FOURTH FLOOR

Beams with cantilevers are not checked at supports under cantilevers.

Number of Warnings = 0

Floor Type: THIRD FLOORBeam # Location Beam Size Unfactored

X Y Reactionft ft kips

154 135.333 64.000 W10X12 19.84154 135.333 79.333 W10X12 19.84206 135.833 143.333 W10X12 19.84206 135.833 158.667 W10X12 19.84208 135.833 302.000 W10X12 19.84208 135.833 317.333 W10X12 19.84

Beams with cantilevers are not checked at supports under cantilevers.

Number of Warnings = 61

Page 39: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Beam Connection CheckRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 18:15:04Building Code: IBC Steel Code: AISC LRFD

Floor Type: SECOND FLOORBeam # Location Beam Size Unfactored

X Y Reactionft ft kips

288 135.667 143.333 W10X12 19.84288 135.667 158.667 W10X12 19.84290 135.667 302.000 W10X12 19.84290 135.667 317.333 W10X12 19.84241 135.833 64.000 W10X12 19.84241 135.833 79.333 W10X12 19.84

Beams with cantilevers are not checked at supports under cantilevers.

Number of Warnings = 6

Floor Type: FIRST FLOOR

Beams with cantilevers are not checked at supports under cantilevers.

Number of Warnings = 0

Page 2/2

2

Page 40: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Beam Framing CheckRAM Steel v8.1Bradley TechDataBase: BradleyTech 04/02/05 18:15:04Building Code: IBC

Floor Type: ROOF

Number of Warnings on the Floor = 0

Floor Type: FOURTH FLOORBm # Support Beam Framing Beam Location Unfactored

X Y Reactionft ft kips

96 W16X31 W24X62 225.00 79.33 23.0796 W16X31 W24X62 225.00 143.33 23.07167 W16X31 W24X62 225.00 158.67 23.07

Number of Warnings on the Floor = 3

Floor Type: THIRD FLOORBm # Support Beam Framing Beam Location Unfactored

X Y Reactionft ft kips

392 W18X35 W18X40 157.75 381.33 21.76391 W18X35 W18X40 157.75 541.33 21.76

Number of Warnings on the Floor = 2

Floor Type: SECOND FLOOR

Number of Warnings on the Floor = 0

Floor Type: FIRST FLOOR

Number of Warnings on the Floor = 0

3

Page 41: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Material Take OffRAM Foundation v8.1Bradley TechDataBase: BradleyTech Date: 04/06/05 23:49:45

SPREAD FOOTINGS TAKEOFF:

Concrete Strength, f'c (ksi): 3.00 Unit Wt (pcf): 150.00Size (ft) Quantity Volume (ft³) Weight (kips)

5.00x 4.00x 1.50 16 480.00 72.005.00x 5.00x 1.50 41 1537.50 230.636.00x 6.00x 1.50 25 1350.00 202.507.00x 7.00x 1.50 11 808.50 121.287.00x 7.00x 2.00 6 588.00 88.208.00x 8.00x 1.50 2 192.00 28.808.00x 8.00x 2.00 5 640.00 96.00

11.00x11.00x 1.50 2 363.00 54.4513.00x13.00x 1.50 2 507.00 76.0516.00x16.00x 1.50 4 1536.00 230.40

114 8001.99 1200.30

Reinforcement Grade, fy (ksi): 60.00Size Quantity Length (ft) Weight (kips)

#5 1924 10613.00 11.20#6 212 1936.00 2.90#7 248 3752.00 7.66

2384 16300.99 21.75

TOTAL FOOTING TAKEOFF:

Concrete Strength, f'c (ksi): 3.00 Unit Wt (pcf): 150.00Size (ft) Quantity Volume (ft³) Weight (kips)

5.00x 4.00x 1.50 16 480.00 72.005.00x 5.00x 1.50 41 1537.50 230.636.00x 6.00x 1.50 25 1350.00 202.507.00x 7.00x 1.50 11 808.50 121.287.00x 7.00x 2.00 6 588.00 88.208.00x 8.00x 1.50 2 192.00 28.808.00x 8.00x 2.00 5 640.00 96.00

11.00x11.00x 1.50 2 363.00 54.4513.00x13.00x 1.50 2 507.00 76.0516.00x16.00x 1.50 4 1536.00 230.40

114 8001.99 1200.30

Reinforcement Grade, fy (ksi): 60.00Size Quantity Length (ft) Weight (kips)

#5 1924 10613.00 11.20#6 212 1936.00 2.90

4

Page 42: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Material Take OffRAM Foundation v8.1Bradley TechDataBase: BradleyTech Date: 04/06/05 23:49:45

Size Quantity Length (ft) Weight (kips)#7 248 3752.00 7.66

2384 16300.99 21.75

Page 2/2

5

Page 43: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Lynde and Harry Bradley School of Technology & Trade Milwaukee, WI ____________________________________________________________________________________

____________________________________________________________________________________

Appendix D ________________________________________________________________________________________________________________________________________________________________________

Construction Management

Description Page Concrete System Estimate 1 Concrete System Schedule 2 Steel System Estimate 3 Steel System Schedule 4

Jonathan Hill 48 Structural

Page 44: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Estimate Detail - Bradley Tech - Concrete System

Detail - Without Taxes and Insurance Indirect Costs are Spread

Estimator : Jon Hill Project Size : 280,000 sqft

ItemCode Description Quantity UM Lab.Unit Mat.Unit Eqp.Unit Sub.Unit Lab.Total Mat.Total Eqp.Total Sub.Total Tot.UnitCost TotalCost

P:\Thesis\Semester 2\CM\Estimate\Concrete Estimate.est Page 1 4/4/2005 06:20 PM

03110.105 COLUMN FTG FORMS 14,793.00 SQFT 3.8412 1.472 56,822.87 21,775.30 5.313 78,598.1703110.205 SLAB ON GRADE EDGE FORMS 109,000.00 SQFT 2.3048 1.152 251,223.20 125,568.00 3.457 376,791.2003110.305 PAN SLAB SOFFIT FORMS 185,000.00 SQFT 4.6094 1.920 852,739.00 355,200.00 6.529 1,207,939.0003111.203 WOOD COLUMN FORMS, 12'-16' 73,222.00 SQFT 1.1524 1.227 84,381.03 89,828.75 2.379 174,209.7803210.150 COLUMN REBAR 87.40 CWT 24.7222 26.750 2,160.72 2,337.95 51.472 4,498.6703210.210 COLUMN FOOTING REBAR 4.80 CWT 31.7857 26.750 152.57 128.40 58.536 280.9703210.450 RE-STEEL @ PAN & WAFFLE SLAB 148.70 CWT 32.3636 26.750 4,812.47 3,977.73 59.114 8,790.1903210.901 RE-STEEL @ BEAMS W/SLAB 162.80 CWT 32.3636 26.750 5,268.79 4,354.90 59.114 9,623.6903220.010 6x6 W1.4/W1.4 MESH 3,010.00 SQS 18.8640 8.200 56,780.64 24,682.00 27.064 81,462.6403310.217 4000 PSI DIRECT - FOOTINGS 1,159.00 CUYD 11.0090 56.000 12,759.43 64,904.00 67.009 77,663.4303310.375 4000 PSI DIRECT - SOG 2,299.00 CUYD 11.0090 56.000 25,309.69 128,744.00 67.009 154,053.6903310.680 4000 PSI W/PUMP - COLUMNS 518.00 CUYD 16.7996 56.000 5.280 8,702.19 29,008.00 2,735.04 78.080 40,445.2303310.681 5000 PSI DIRECT - COLUMNS 99.00 CUYD 16.0131 60.000 1,585.30 5,940.00 76.013 7,525.3003310.686 5000 PSI W/PUMP - COLUMNS 58.00 CUYD 16.7996 60.000 5.280 974.38 3,480.00 306.24 82.080 4,760.6203311.125 4000 PSI DIRECT - BEAMS/JOISTS 545.00 CUYD 14.6787 56.000 7,999.89 30,520.00 70.679 38,519.8903311.130 4000 PSI W/PUMP - BEAMS/JOISTS 3,993.00 CUYD 15.1196 56.000 5.280 60,372.56 223,608.00 21,083.04 76.400 305,063.6003311.530 4000 PSI W/PUMP - SLABS 2,563.00 CUYD 12.5997 56.000 5.280 32,293.03 143,528.00 13,532.64 73.880 189,353.6703350.132 FLOAT FINISH 294,000.00 SQFT 0.2754 80,967.60 0.275 80,967.6003390.010 PROTECT & CURE 294,000.00 SQFT 0.1102 0.019 32,398.80 5,644.80 0.129 38,043.60

Total Estimate $1,577,704 $1,263,230 $37,657 $2,878,591

1

Page 45: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

ID Task Name Duration Start Finish

1 Concrete Building 186 days Thu 3/1/01 Thu 11/15/012 Order 1 day Thu 3/1/01 Thu 3/1/01

3 Material Delivery 10 days Fri 3/2/01 Thu 3/15/01

4 CIP 175 days Fri 3/16/01 Thu 11/15/015 FRP CIP Foundation & Cure 5 days Fri 3/16/01 Thu 3/22/01

6 FRP CIP SOG & Cure L0 10 days Fri 3/23/01 Thu 4/5/01

7 FRP CIP Beams/Columns & Cure - L1 SA-C 15 days Fri 4/6/01 Thu 4/26/01

8 FRP CIP Beams/Columns & Cure - L1 SD-E 15 days Fri 4/27/01 Thu 5/17/01

9 FRP CIP Slab & Cure L1 10 days Fri 5/18/01 Thu 5/31/01

10 FRP CIP Beams/Columns & Cure - L2 SA-C 15 days Fri 6/1/01 Thu 6/21/01

11 FRP CIP Beams/Columns & Cure - L2 SD-E 15 days Fri 6/22/01 Thu 7/12/01

12 FRP CIP Slab & Cure L2 10 days Fri 7/13/01 Thu 7/26/01

13 FRP CIP Beams/Columns & Cure - L3 SA-C 15 days Fri 7/27/01 Thu 8/16/01

14 FRP CIP Beams/Columns & Cure - L3 SD-E 15 days Fri 8/17/01 Thu 9/6/01

15 FRP CIP Slab & Cure L3 10 days Fri 9/7/01 Thu 9/20/01

16 FRP CIP Beams/Columns & Cure - L4 SA-C 15 days Fri 9/21/01 Thu 10/11/01

17 FRP CIP Beams/Columns & Cure - L4 SD-E 15 days Fri 10/12/01 Thu 11/1/01

18 FRP CIP Slab & Cure L4 10 days Fri 11/2/01 Thu 11/15/01

T W T F S S M T W T F S S M T W T F S S M TJan 21, '01 Feb 25, '01 Apr 1, '01 May 6, '01 Jun 10, '01 Jul 15, '01 Aug 19, '01 Sep 23, '01 Oct 28, '01 Dec 2,

Task

Split

Progress

Milestone

Summary

Project Summary

External Tasks

External Milestone

Deadline

Jon Hill Bradley TechConcrete System Schedule

Page 1

Project: Concrete ScheduleDate: Mon 4/4/05

2

Page 46: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

Estimate Detail - Bradley Tech - Steel System

Detail - Without Taxes and Insurance Indirect Costs are Spread

Estimator : Jon Hill Project Size : 280,000 sqft

ItemCode Description Quantity UM Lab.Unit Mat.Unit Eqp.Unit Sub.Unit Lab.Total Mat.Total Eqp.Total Sub.Total Tot.UnitCost TotalCost

P:\Thesis\Semester 2\CM\Estimate\Steel System.est Page 1 4/4/2005 06:18 PM

03110.105 COLUMN FTG FORMS 5,130.00 SQFT 3.8412 1.472 19,705.36 7,551.36 5.313 27,256.7203110.205 SLAB ON GRADE EDGE FORMS 109,000.00 SQFT 2.3048 1.152 251,223.20 125,568.00 3.457 376,791.2003110.209 EDGE FORMS 185,000.00 SQFT 2.3760 1.152 439,560.00 213,120.00 3.528 652,680.0003210.210 COLUMN FOOTING REBAR 0.01 CWT 31.7857 26.750 0.32 0.27 58.536 0.5903220.011 6x6 W2.1/W2.1 MESH 5,139.00 SQS 18.8640 8.200 96,942.10 42,139.80 27.064 139,081.9003310.120 4000 PSI W/PUMP - SLAB 2,819.00 CUYD 9.4497 56.000 5.280 26,638.70 157,864.00 14,884.32 70.730 199,387.0203310.217 4000 PSI DIRECT - FOUNDATION 296.00 CUYD 11.0090 56.000 3,258.66 16,576.00 67.009 19,834.6603310.375 4000 PSI DIRECT - SLAB 2,328.00 CUYD 11.0090 56.000 25,628.95 130,368.00 67.009 155,996.9503350.212 FLOAT FINISH 294,000.00 SQFT 0.2430 71,442.00 0.243 71,442.0003390.010 PROTECT & CURE 294,000.00 SQFT 0.1102 0.019 32,398.80 5,644.80 0.129 38,043.6005129.102 COLUMNS - I SHAPE 170.00 CWT 28.7300 35.000 5.000 4,884.10 5,950.00 850.00 68.730 11,684.1005129.122 BEAMS - I SHAPE 456.00 CWT 28.7300 35.000 5.000 13,100.88 15,960.00 2,280.00 68.730 31,340.8805129.125 COLUMNS - RECT HS 1.00 CWT 28.7300 35.000 5.000 28.73 35.00 5.00 68.730 68.7305129.126 COLUMNS - ROUND HS 1.00 CWT 28.7300 35.000 5.000 28.73 35.00 5.00 68.730 68.7305129.184 BRACING - DBL ANGLES 18.00 CWT 45.9680 35.000 10.000 827.42 630.00 180.00 90.968 1,637.4205129.404 SHEAR STUD, 3/4" 28,704.00 EACH 0.5434 0.717 0.300 15,597.75 20,575.03 8,611.20 1.560 44,783.9805310.017 1-1/2" METAL DECK 247,142.00 SQFT 0.4134 0.806 102,168.50 199,295.31 1.220 301,463.8107810.011 CEMENTITIOUS FIREPROOFING 59,625.00 BDFT 0.381 22,740.98 0.381 22,740.98

Total Estimate $1,103,434 $964,054 $26,816 $2,094,303

3

Page 47: Gravity Design - engr.psu.edu · Building Code: IBC Steel Code: AISC LRFD Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS:

ID Task Name Duration Start Finish Predecessors

1 Steel Building 148 days Fri 3/1/02 Tue 9/24/022 Order 1 day Fri 3/1/02 Fri 3/1/02

3 Fabrication 30 days Mon 3/4/02 Fri 4/12/02 2

4 Delivery 10 days Mon 4/15/02 Fri 4/26/02 3

5 Concrete 107 days Mon 4/29/02 Tue 9/24/026 FRP CIP Foundation & Cure 6 days Mon 4/29/02 Mon 5/6/02 4

7 FRP CIP Concrete SOG & Cure 10 days Thu 5/16/02 Wed 5/29/02 14

8 FRP CIP Concrete 1st Floor & Cure 10 days Mon 6/17/02 Fri 6/28/02 16

9 FRP CIP Concrete 2nd Floor & Cure 10 days Wed 7/17/02 Tue 7/30/02 18

10 FRP CIP Concrete 3rd Floor & Cure 10 days Fri 8/16/02 Thu 8/29/02 20

11 FRP CIP Concrete 4th Floor & Cure 10 days Wed 9/11/02 Tue 9/24/02 21

12 Steel 91 days Tue 5/7/02 Tue 9/10/0213 Beams/Columns 0-C 5 days Tue 5/7/02 Mon 5/13/02 6

14 Metal Decking 2 days Tue 5/14/02 Wed 5/15/02 13

15 Beams/Columns 1-A-E 8 days Thu 5/30/02 Mon 6/10/02 7

16 Metal Decking 4 days Tue 6/11/02 Fri 6/14/02 15

17 Beams/Columns 2-A-E 8 days Mon 7/1/02 Wed 7/10/02 8

18 Metal Decking 4 days Thu 7/11/02 Tue 7/16/02 17

19 Beams/Columns 3-A-E 8 days Wed 7/31/02 Fri 8/9/02 9

20 Metal Decking 4 days Mon 8/12/02 Thu 8/15/02 19

21 Beams/Columns 4-A-E 8 days Fri 8/30/02 Tue 9/10/02 10

1/20 2/3 2/17 3/3 3/17 3/31 4/14 4/28 5/12 5/26 6/9 6/23 7/7 7/21 8/4 8/18 9/1 9/15 9/29February 1 March 1 April 1 May 1 June 1 July 1 August 1 September 1 October 1

Task

Split

Progress

Milestone

Summary

Project Summary

External Tasks

External Milestone

Deadline

Jon Hill Bradley TechSteel System Schedule

Page 1

Project: Steel ScheduleDate: Mon 4/4/05

4


Taylor Hall - engr.psu.edu

Taylor Hall - engr.psu.edu

ENTSO-E Memo 2011 · Nuclear thermal TWh 0.0 0.0 0.0 0.0 3.9 0.0 0.0 0.0 10.8 0.0 58.0 5.9 14.4 885.6 0.0 ... Memo 2011 provisional values as of 30 April 2012 P

ENTSO-E Memo 2011 · Nuclear thermal TWh 0.0 0.0 0.0 0.0 3.9 0.0 0.0 0.0 10.8 0.0 58.0 5.9 14.4 885.6 0.0 ... Memo 2011 provisional values as of 30 April 2012 P

static-content.springer.com10.1186... · 2018-04-16 · 1 Chroococcidiopsis sp. ATCC 27900 2.3% 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%

static-content.springer.com10.1186... · 2018-04-16 · 1 Chroococcidiopsis sp. ATCC 27900 2.3% 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%

402 - Hot End Replacement · Home Tune Utilities Utilities Move Axes Move Steps 10.0mm 1.0mm 0.1mm Filament Loader L-Nozzle R-Nozzle 215 C 215 C 0.0 0.0 0.0 0.0 Load Unload Load Unload

402 - Hot End Replacement · Home Tune Utilities Utilities Move Axes Move Steps 10.0mm 1.0mm 0.1mm Filament Loader L-Nozzle R-Nozzle 215 C 215 C 0.0 0.0 0.0 0.0 Load Unload Load Unload

Ankara ÜniversitesiTıp Fakültesi...Plastik Cerrahi 0.3 / 0.0 0.0 / 0.0 0.0 / 0.0 0.2 / 0.0 0.7 / 0.5 ... ve Staj Tekrarı Yapan Öğrenci Oranları ... Re-Akredite edildi (Şubat2019)

Ankara ÜniversitesiTıp Fakültesi...Plastik Cerrahi 0.3 / 0.0 0.0 / 0.0 0.0 / 0.0 0.2 / 0.0 0.7 / 0.5 ... ve Staj Tekrarı Yapan Öğrenci Oranları ... Re-Akredite edildi (Şubat2019)

Final Report - engr.psu.edu

Final Report - engr.psu.edu

H2( q dH L#Õ >%,FÂ ¹ B 27 º Ø4# Z'¼Fû6õFéG Â …>%,FÂ ¹ B 27 º Ø4# Z'¼Fû6õFéG Â qFþFïG Fþ&k 8Fþ1* %Ê'2 FÃH $0¯ H 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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A210 EXTERIOR ELEVATIONS · oh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1

A210 EXTERIOR ELEVATIONS · oh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1

保 証 概 況cgc-yamanashi.or.jp/wordpress/wp-content/uploads/2012/08...3013 0 0 15086 68784 86550 0 118.8 0.0 0.0 0.0 100.0 0.0 0.0 125.0 250.0 75.0 0.0 396.5 0.0 0.0 0.0 61.6 0.0

保 証 概 況cgc-yamanashi.or.jp/wordpress/wp-content/uploads/2012/08...3013 0 0 15086 68784 86550 0 118.8 0.0 0.0 0.0 100.0 0.0 0.0 125.0 250.0 75.0 0.0 396.5 0.0 0.0 0.0 61.6 0.0

Proposal - engr.psu.edu

Proposal - engr.psu.edu

Legislative Finance Divisionlegfin.akleg.gov/BudgetAnalysisTools/LY2017/DOR... · FY2013 Replace Interagency Receipts with CIP Receipts FndChg 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Legislative Finance Divisionlegfin.akleg.gov/BudgetAnalysisTools/LY2017/DOR... · FY2013 Replace Interagency Receipts with CIP Receipts FndChg 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

auxilium-fundacja.org.plauxilium-fundacja.org.pl/wp-content/uploads/2013/06/ScaloneDokum… · 51675.8 51675.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 51675.8 263.4 0.0 0.0 0.0 0.0 263.4 0.0

auxilium-fundacja.org.plauxilium-fundacja.org.pl/wp-content/uploads/2013/06/ScaloneDokum… · 51675.8 51675.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 51675.8 263.4 0.0 0.0 0.0 0.0 263.4 0.0

Schematic Design Proposal - engr.psu.edu

Schematic Design Proposal - engr.psu.edu

UNIVERSITY OF NEBRASKA–LINCOLN INSTITUTIONAL …Studies 1/-- -- -- 0 0.0 0 0.0 -- -- -- 0 0.0 0 0.0 56 3 -- -56 0.0 -3 0.0 56 3 0 -56 0.0 -3 0.0 Journalism & Mass Communications

UNIVERSITY OF NEBRASKA–LINCOLN INSTITUTIONAL …Studies 1/-- -- -- 0 0.0 0 0.0 -- -- -- 0 0.0 0 0.0 56 3 -- -56 0.0 -3 0.0 56 3 0 -56 0.0 -3 0.0 Journalism & Mass Communications

DS-brochure-2019 · 2020. 6. 12. · 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Overall Accura 92.13% 0.0% 0.0% 0.0% 0.0% 0.0% 3.7% 96.3% 0.0% 96.6% 0.0% 3.4% 0.0% . Title: DS-brochure-2019

DS-brochure-2019 · 2020. 6. 12. · 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Overall Accura 92.13% 0.0% 0.0% 0.0% 0.0% 0.0% 3.7% 96.3% 0.0% 96.6% 0.0% 3.4% 0.0% . Title: DS-brochure-2019

0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.0 Haddy DE Show Stables ... Stepping Stone Farm Cari Gleeson 0.0 0.0 0.0 30.0 22.0 0.0 0.0 0.0 52.0 So Money AJ Roller Maggie Brink 12.0 30.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.0 Haddy DE Show Stables ... Stepping Stone Farm Cari Gleeson 0.0 0.0 0.0 30.0 22.0 0.0 0.0 0.0 52.0 So Money AJ Roller Maggie Brink 12.0 30.0 0.0 0.0

CRP - bradleyauctionsinc.combradleyauctionsinc.com/images/merged_document_6.pdf · CRP Cropland MPL/FWP Not Applicable 151.25 142.22 0.0 0.0 0.0 0.0 0.0 142.22 0.0 9.51 0.0 Active

CRP - bradleyauctionsinc.combradleyauctionsinc.com/images/merged_document_6.pdf · CRP Cropland MPL/FWP Not Applicable 151.25 142.22 0.0 0.0 0.0 0.0 0.0 142.22 0.0 9.51 0.0 Active

ORKS CITED AGE OF - engr.psu.edu

ORKS CITED AGE OF - engr.psu.edu

StructuraDepth Braced Frame - engr.psu.edu

StructuraDepth Braced Frame - engr.psu.edu

Hato - SEEKRIEG526 kts 30 dp 1.00 damage control (dcr) 1 armor 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1h deck 2h turret 3h superstr 4v con 5v belt mid 6v belt end 8v turret 7v barbette

Hato - SEEKRIEG526 kts 30 dp 1.00 damage control (dcr) 1 armor 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1h deck 2h turret 3h superstr 4v con 5v belt mid 6v belt end 8v turret 7v barbette