Attachment J-1c Structural Analysis Appendix.pdf

TABLE OF CONTENT

I. GENERAL

1. Introduction

2. Code, Standard and References

3. Materials

4. Structural Data and Site Investigation

5. Design Procedure/ Methodology

6. Load Cases

7. Load Combinations

II. LOAD CALCULAITONS

1. General

2. Appendices

III. STAAD ANALYSIS AND RESULTS

1. Model

2. STAAD Analysis Output Report and Shear Wall Demand/Capacity Ratio

IV. SUMMARY AND RECOMMENDATIONS

APPENDICES

Appendix A- General Load…………………………………………………………………………………………. A1 – A12

Appendix B- Snow Load…………………………………………….…………………………………………….…... B1 – B2

Appendix C- Wind Load…………….……………..…………………….………………………………………………C1-C13

Appendix D - Seismic Load…………………………………………………………………………….…………………D1-D4

Appendix E - STAAD Analysis output report (Without proposed door penetration) ……..…E1-E14

Appendix F - STAAD Analysis output report (With proposed door penetration) …..…………F1-F14

Appendix G - Shear wall demand/capacity ratio …………….………………………………………….……G1-G2

Appendix H – Boundary element check and lintel for new opening.….……………….…….……H1-H10

Appendix I – Site Visits Photos ……………………………………….……………….………..………………………I1-I4

1. Introduction The Air Traffic Control Tower (ATCT) located in Sacramento International Airport is evaluated for the impact of a proposed door opening on the exterior concrete shear wall of the ATCT for an egress door.

The proposed door opening is required as part of the Fire Life Safe (FLS) upgrade for the Sacramento

ATCT and is proposed to be a 86” x 40” wide door at referenced elevation 104’-1” (bottom of door).

2. Code, Standard and References Site specific structural analysis is performed based off current California Building Code (CBC) and 2016

CBC Title 24 Part 10 with a level force per Section 301.4.2.1 which is equivalent to 75% of the current

ASCE 7-10 with building risk category IV.

3. Materials Material properties data are as per as-built structural drawing number S-5, dated 4-7- 1965.

A. Concrete

Concrete 28 days compressive strength F’c= 4000 psi

B. Reinforcement

Reinforcing Steel Rebar Tower: ASTM A15, Grade 40

4. Structural Data and Site Investigation ATCT structural data and dimensions are as per structural and architectural as-built drawings dated 4-7-

1965 provided by the Federal Aviation Administration (FAA). Field measurements of the accessible location are performed and compared with the drawings to verify the conditions and dimensions shown on the existing drawings. Material properties are obtained from the provided FAA as-built structural drawings.

No visible signs of deterioration were observed during the site visit. Paving adjacent to the structure did not show signs of settlement or movement relative to building foundations. Exposed concrete was finished smoothly with no voids or pockets visible, however there did exist a few random hairline cracks less than 1/16” wide which are considered consistent with normal shrinkage/temperature effects.

Concrete shear walls and underside partition walls were firm and sound when tapped. Exposed surfaces did not crumble when scratched. The conclusion of the site observation indicates the structure and finish are in general conformance with the original drawings and no structurally significant alterations have been performed. No significant signs of deteriorations or distress were observed on exposed elements or finishes.

5. Design Procedure/ Methodology The subject structure is 136’-2” tall with 15’-0” high CAB on top and is shaped as a pentagon in cross-section. The ATCT is modeled in liner static using STAAD Pro, a finite element structural analysis software. The wind and seismic forces are calculated in compliance with ASCE 7-10 and ground motion demands by USGS. Two separate STAAD Pro models are created. The first model is the as-is condition which includes the existing openings below cable excess level at elevation 102’-3”. The second model has a proposed door penetration at elevation 104’-1” in addition to existing condition.

Demand-Capacity ratios for both scenarios are calculated and compared as per 2016 CBC Title 24 Part

10 section 403.4. A linear equivalent static analysis, as permitted in ASCE 7-10, is performed on ATCT tower model under seismic and wind loading.

6. Load Cases A. Dead Load:

1. Gravity Load of Tower:

Self-weight of each level of the tower including the concrete shear wall and staircase are calculated using concrete unit weight as 150.0 pcf

2. Superimposed/ Collateral Dead Load:

Uniform floor loads are taken as follows and applied to the respective structural system:

i. Miscellaneous Dead Load = 10.0 psf

3. CAB and Catwalk Weight:

Uniform floor loads are as follows and applied to the respective structural system:

i. Steel framing and roof = 10.0 psf

ii. Steel framing and ¼” steel plate: 10.0 psf

iii. Catwalk dead load :10.0 psf

B. Live Load:

1. Roof Live Load:

Uniform roof load is taken as follows and applied to the respective structural system:

i. Ordinary flat, pitched and curved roofs = 20.0 psf

2. Floor Live Load:

Uniform floor loads are taken as follows and applied to the respective structural system:

i. Multi-Use Area = 100.0 psf

ii. Stairs and Exitways = 100.0 psf

iii. Base Floor = 200.0 psf

iv. Machine Room Floor = 150.0 psf

C. Snow Load:

As per, ASCE 7-10 Ground snow load figure 7-1, Sacramento Area lies under CS region which states that site-specific Case Studies are required to established ground snow load due to extreme local variations in ground snow loads in these areas. However, the original design drawings, structural as-built drawing number S-5 dated 4-7- 1965, used 30 psf of roof snow load.

Therefore, Design Ground Snow Load = 30 psf

D. Wind Load:

Wind load is in accordance with ASCE 7-10.

Risk Category IV

Wind Speed (3-sec peak gust in mph) = 115 mph

Exposure "C"

E. Seismic Load:

Seismic loads applied is in accordance with ASCE 7-10, equivalent static force method, with the following requirements

Seismic Parameters per USGS.gov for Sacramento International Airport

Ss=0.7126 g

S1=0.3044 g

Risk Category per ASCE 7-10 = IV

7. Load Combinations LRFD Combination listed below are used in STAAD. Load combinations are as per 2016 CBC Title

24 Part 10 with a level force per Section 301.4.2.1 which is equivalent to 75% of seismic of the current ASCE 7-10 Section 2.3.2 with building risk category IV.

1.4D

1.2D + 1.6L+ 0.5S

1.2D + 1.6S+ L

1.2D + 1.6S+ 0.5W

1.2D + WX+ L+0.5S

1.2D + (-) WX+ L+0.5S

1.2D + WZ+ L+0.5S

1.2D + (-) WZ+ L+0.5S

1.2D + EX * 0.75 + L+0.2S

1.2D + (-) EX * 0.75 + L+0.2S

1.2D + EZ * 0.75 + L+0.2S

1.2D + (-) EZ * 0.75 + L+0.2S

0.9D + WX

0.9D + (-) WX

0.9D + WZ

0.9D + (-) WZ

0.9D + EX * 0.75

0.9D + (-) EX * 0.75

0.9D + EZ * 0.75

0.9D + (-) EZ * 0.75

Legend:

D= Dead loads includes gravity load of the tower, CAB weight, Superimposed dead and equipment weight.

L= Live Load

E= Earthquake

W= Wind Load

S =Snow Load

1. General Appendix A - Gravity load, dead load and live load calculations

2. Appendices Appendix B - Snow Loads

Appendix C - Wind Loads

Appendix D - Seismic Loads

1. Model The subject structure is 136’-2” tall with 15’-0” high CAB on top and is shaped like a pentagon in cross-section. The ATCT is modeled in liner static using STAAD Pro, a finite element structural analysis software. The wind and seismic forces are calculated in compliance with ASCE 7-10 and ground motion demands by USGS. Two separate STAAD Pro models are created. The first model is the as-is condition which includes the existing openings below cable excess level at elevation 102’-3”. The second model has a proposed door penetration at elevation 104’-1” in addition to existing condition. Demand-Capacity ratios for both scenarios are calculated and compared as per 2016 CBC Title 24 Part 10 section 403.4. A linear equivalent static analysis is performed on ATCT tower model under seismic and wind loading.

A. The tower has concrete shear wall as lateral force resisting system. As per ASCE 7-10 the lateral load resisting system falls under the category “Ordinary concrete shear walls within the bearing system”.

B. Shear wall is modeled as plate elements.

C. All wall bases are fixed.

2. STAAD Analysis Output Report and Shear Wall Demand/Capacity Ratio

Appendix E/F/G - The report includes 3D Model, input and structural geometry, load application, load combination and output values.

As per our analysis, total base shear are 98 kips and 374 kips for wind and seismic respectively.

Therefore, seismic is controlling over the wind for lateral analysis. The ATCT tower overall demand-capacity ratios are 68.63% for both cases, before and after proposed opening. Refer Appendix G for demand/capacity ratio calculations. The change in demand-capacity ratios between the two scenarios, with and without door opening, is within the 10% limit as described by 2016 CBC Tile 24 Part 10.

Therefore, no new large building structural seismic retrofits are required for the existing ATCT tower shaft after installing the additional egress opening. From this result, we conclude that the proposed door penetration will not affect the overall structural integrity of the ATCT tower. The ATCT tower stiffness is also compared via deflection obtained in STAAD Pro analysis. The change in deflection with and without proposed door penetration is within 1%. Therefore, the ATCT tower can remain operational during the new door penetration installation.

For the new door opening, special boundary elements at boundaries and edges around the new opening of the structural wall are defined and checked as per ACI 318-14, Section 18.10.6.3 to determine the necessity of local strengthening. The axial forces and moments for the boundary elements, shear walls adjacent to proposed opening and governing load combination containing a seismic component are determined from STAAD analysis. Refer Appendix H for the boundary element check as per ACI 318-14, Section 18.10.6.3. The maximum extreme fiber compressive stress, corresponding to load combination including earthquake effect E is less than 0.2*f’c. Therefore, no special boundary is required. The existing shear walls on either side of new opening will be able to withstand the additional forces due to new penetration.

The need of additional strengthening at the new door lintel to support the code required loads at 75% of seismic level is also checked. The existing reinforcements are checked for the tension parallel to lintel corresponding to load combination including earthquake effect E. Refer Appendix H for the lintel check.

The existing reinforcements are found to be sufficient to take the additional tensile force due to new penetration. However, it is recommended to provide a galvanized steel channel member as a lintel with epoxy anchors before core drilling new penetration. The new steel lintel shall be kept in place and could be concrete shotcrete to cover it. Refer Appendix H for new steel channel lintel beam details.

Appendix A:

General Loads

(Gravity Load, Dead Load and Live Load

Calculations)

Individual floor level load calculations

Stairwell Gravity Load Calculations (One Complete Spiral):

(Data Source : As-built structural drawings sheet S-8)

A1

A2

Stairwell Gravity Load Calculations (One Complete Spiral):

Concrete

Density γconc 150 pcf⋅:=

Thickness T 5.167in:=

Width W 3ft:=

Landing

Big Landing

Area Abl 43.76 ft 2⋅:= From AutoCAD Measurement

Beam Volume Vb 2 11.25in 9.25⋅ in 3.167ft 3.5ft+( )⋅ 19.25in 9.25⋅ in 6ft 3ft+ 3.33ft+( )⋅+ 40.13 ft

3⋅=:=

Small Landing

Nl 2

+ 2.5=:=

Number of landing

Landing Area Al 3ft 3⋅ ft 9 ft 2⋅=:=

Ab 6in 8⋅ in 48 in 2⋅=:=

Beams Area

Numbers of Beam Nb 10:=

Landing Volume Vl Abl T⋅ Vb+ Nl Al⋅ T⋅+ Nb Ab⋅ W 4 6⋅ in−( )⋅+ 71.99 ft 3⋅=:=

Inclined Flight

Total Length Lf 3ft 4.17ft+ 4.17ft+ 3ft+ 14.34 ft⋅=:=

Number of

Steps Ns 12:=

As

7⋅ in 10⋅ in Ns⋅ 2.92 ft

2⋅=:= Total Steps Area

Volume Vf Lf T⋅ As+( ) W⋅ 27.27 ft 3⋅=:=

Total Weight of Stairs and Landing ( One complete spiral)

Weightstairs Vl Vf+( ) γconc⋅ 14.89 kips⋅=:=

A3

Stairwell Live Load

(Reference Drawing # S-5, General Notes : As-built structural drawings dated 4-7-1965)

Floors/ Stairs and landing LL 100 psf⋅:=

Mechanical Room Floor LLm 150 psf⋅:=

Stair Area: LAs 3ft 5.5⋅ ft 3ft 3.25⋅ ft+ 3.33ft 3⋅ ft+ 5.5ft 3⋅ ft+ 3ft 3⋅ ft

+ 57.24 ft

2⋅=:=

Landing : LAl Abl 43.76 ft 2⋅=:= (From geometry measurement and calculation)

Total Live Load Livestairsandlanding LAs LAl+( ) LL⋅ 10.1 kips⋅=:=

A4

Seismic Load:

Seismic Parameters per USGS.gov for Sacramento International Airport

Ss 0.7126:= g

S1 0.3044:= g

Risk Category per ASCE 7-10 : IV

Seismic Weight Calculations

Wall Weight Calculations (Pentagon Wall):

Inner - side wall width

1) Exterior Outer- side wall width n 0 17..:=

Levels Level n

:= bo n

14.91ft

14.91ft

14.91ft

14.91ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

14.16ft

16.67ft

16.67ft

:= bi n

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

12.5ft

15.58ft

15.58ft

:= Height n

0ft

7.7ft

8.625ft

4.7ft

3.925ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8.625ft

8ft

8.6ft

15.16ft

0- Machine Room (EL. 77'-7.5") 1- Base Level(EL. 85'-0") 2- Service Level (EL.93'-7.5")

3- EL. 98'-4"

4- Cable Access Level 1 (EL. 102'-3") 5- Intermediate Level 1(EL. 110'-10.5") 6- Elevator Landing 1 (EL. 119'-6") 7- Intermediate Level 2(EL. 128'-1.5") 8- Cable Access Level 2(EL.136'-9") 9- Intermediate Level 3( EL. 145'-4.5") 10- Elevator Landing 2(EL154'-0") 11- Intermediate Level 4(EL.162'-7.5") 12- Cable Access Level 3(EL.171'-3") 13- Intermediate Level 5(EL.179'-10.5") 14- Top Elevator Landing(EL.188'-6") 15- Sub Junction Level(EL.197'-1.5") 16- Junction Level(EL.205'-1.5") 17- CAB Floor Level (EL.213'-9.5") 18- Top CAB Level(EL.228'-11.5") ( Prefab Steel Structure)

Area of Outer Pentagon Areao n

1 5 5 2 5+( )⋅ bo n( )2⋅

Area of Inner Pentagon Areai n

1 5 5 2 5+( )⋅ bi n( )2⋅

Net Wall Area Areanet n

Areao n

Areai n

Outer Wall Weight Weightwalloutside n

Areanet n

Height n

⋅ γconc⋅:=

A5

Results :

Levels

0- Machine Room (EL. 77'-7.5") 1- Base Level(EL. 85'-0") 2- Service Level (EL.93'-7.5")

3- EL. 98'-4"

4- Cable Access Level 1 (EL. 102'-3") 5- Intermediate Level 1(EL. 110'-10.5") 6- Elevator Landing 1 (EL. 119'-6") 7- Intermediate Level 2(EL. 128'-1.5") 8- Cable Access Level 2(EL.136'-9") 9- Intermediate Level 3( EL. 145'-4.5") 10- Elevator Landing 2(EL154'-0") 11- Intermediate Level 4(EL.162'-7.5") 12- Cable Access Level 3(EL.171'-3") 13- Intermediate Level 5(EL.179'-10.5") 14- Top Elevator Landing(EL.188'-6") 15- Sub Junction Level(EL.197'-1.5") 16- Junction Level(EL.205'-1.5") 17- CAB Floor Level (EL.213'-9.5")

Areao n

382.48

382.48

382.48

382.48

344.97

344.97

344.97

344.97

344.97

344.97

344.97

344.97

344.97

344.97

344.97

344.97

344.97

478.1 ft 2⋅

= Areai n

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

268.82

417.62 ft 2⋅

= Areanet n

113.65

113.65

113.65

113.65

76.14

76.14

76.14

76.14

76.14

76.14

76.14

76.14

76.14

76.14

76.14

76.14

76.14

60.48 ft 2⋅

Level n

= Weightwalloutside n

131.27

147.04

80.12

44.83

98.51

98.51

98.51

98.51

98.51

98.51

98.51

98.51

98.51

98.51

98.51

91.37

78.02 kip⋅

A6

Length of Inner Wall

(Number of Wall*length)

2) Interior (Partition Wall)

Thickness thicknessinnerwall 8in:= Lengthinnerwall n

0ft

3 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

6 5.5⋅ ft

Weightwallinside n γconc thicknessinnerwall⋅ Lengthinnerwall n

⋅ Height n

Level n

= Weightwallinside n

12.71

28.46

15.51

12.95

28.46

28.46

28.46

28.46

28.46

28.46

28.46

28.46

28.46

28.46

28.46

26.4

28.38 kip⋅

Levels

0- Machine Room (EL. 77'-7.5") 1- Base Level(EL. 85'-0") 2- Service Level (EL.93'-7.5")

3- EL. 98'-4"

4- Cable Access Level 1 (EL. 102'-3") 5- Intermediate Level 1(EL. 110'-10.5") 6- Elevator Landing 1 (EL. 119'-6") 7- Intermediate Level 2(EL. 128'-1.5") 8- Cable Access Level 2(EL.136'-9") 9- Intermediate Level 3( EL. 145'-4.5") 10- Elevator Landing 2(EL154'-0") 11- Intermediate Level 4(EL.162'-7.5") 12- Cable Access Level 3(EL.171'-3") 13- Intermediate Level 5(EL.179'-10.5") 14- Top Elevator Landing(EL.188'-6") 15- Sub Junction Level(EL.197'-1.5") 16- Junction Level(EL.205'-1.5") 17- CAB Floor Level (EL.213'-9.5")

A7

CAB Weight Calculation and Catwalk:

(CAB data are not available therefore the dead load is estimated based on the following load cases)

WRoof 10psf:= Steel Framing and Roof

1/4" Steel Plate w/ steel framing (sides) WSides 10psf:=

Roof Area of CAB(Area of Pentagon) Arear 1 5 5 2 5+( )⋅ 23.5ft( )2⋅

950.13 ft

2⋅=:=

Total Surface Area of CAB(Trapezoid - Sides) Acab 5 23.5ft 17.5ft+( )

⋅ 15.167⋅ ft 1554.62 ft

2⋅=:=

Weight of CAB WeightCAB Acab WSides⋅ Arear WRoof⋅+ 25.05 kip⋅=:=

Catwalk Area Areacatwalk 17.5ft 2.5⋅ ft 5⋅ 218.75 ft 2⋅=:=

Catwalk Weight Weightcatwalk 10psf Areacatwalk⋅ 2.19 kip⋅=:=

A8

Seismic Weight - Each Floor Level

GravityWeightFloor n

Weightwalloutside n

Weightwallinside n

+ Weightstairs+:=

For Floor Level 17, CAB Floor Level (EL.213'-9.5"), additional load will be from the CAB and Catwalk minus half the stairs weight. Therefore, GravityWeightFloor

GravityWeightFloor

WeightCAB+ Weightcatwalk+ Weightstairs

Elevation n n x

Height x∑

Level n

=GravityWeightFloor n

14.89

158.86

190.39

110.52

72.67

141.86

141.86

141.86

141.86

141.86

141.86

141.86

141.86

141.86

141.86

141.86

132.66

141.08 kip⋅

=Height n

7.7

8.63

4.7

3.92

8.63

8.63

8.63

8.63

8.63

8.63

8.63

8.63

8.63

8.63

8.63

8.6 ft⋅

= Elevation n

7.7

16.33

21.03

24.95

33.58

42.2

50.83

59.45

68.08

76.7

85.33

93.95

102.58

111.2

119.83

127.83

136.43 ft⋅

Levels

0- Machine Room (EL. 77'-7.5") 1- Base Level(EL. 85'-0") 2- Service Level (EL.93'-7.5")

3- EL. 98'-4"

4- Cable Access Level 1 (EL. 102'-3") 5- Intermediate Level 1(EL. 110'-10.5") 6- Elevator Landing 1 (EL. 119'-6") 7- Intermediate Level 2(EL. 128'-1.5") 8- Cable Access Level 2(EL.136'-9") 9- Intermediate Level 3( EL. 145'-4.5") 10- Elevator Landing 2(EL154'-0") 11- Intermediate Level 4(EL.162'-7.5") 12- Cable Access Level 3(EL.171'-3") 13- Intermediate Level 5(EL.179'-10.5") 14- Top Elevator Landing(EL.188'-6") 15- Sub Junction Level(EL.197'-1.5") 16- Junction Level(EL.205'-1.5") 17- CAB Floor Level (EL.213'-9.5") n

Height n∑

136.43 ft⋅=

A9

STAAD INPUT

Building Risk Category : IV

A) Materials:

Concrete Strength f'c 4000 psi⋅:=

B) Load Combination

LRFD Combination listed below are used in STAAD. Load combinations are as per 2016

CBC Title 24 Part 10 with a level force per Section 301.4.2.1 which is equivalent to 75% of seismic of the current ASCE 7-10 Section 2.3.2 with building risk category IV.

1.4D

1.2D + 1.6L+ 0.5S

1.2D + 1.6S+ L

1.2D + 1.6S+ 0.5W

1.2D + WX+ L+0.5S

1.2D + (-) WX+ L+0.5S

1.2D + WZ+ L+0.5S

1.2D + (-) WZ+ L+0.5S

1.2D + EX * 0.75 + L+0.2S

1.2D + (-) EX * 0.75 + L+0.2S

1.2D + EZ * 0.75 + L+0.2S

1.2D + (-) EZ * 0.75 + L+0.2S

0.9D + WX

0.9D + (-) WX

0.9D + WZ

0.9D + (-) WZ

0.9D + EX * 0.75

0.9D + (-) EX * 0.75

0.9D + EZ * 0.75

0.9D + (-) EZ * 0.75

Legend:

D= Dead loads includes gravity load of the tower, CAB weight, Superimposed dead and equipment weight.

L= Live Load

E= Earthquake

W= Wind Load

S =Snow Load

A10

STAAD Input Continued..

1) GRAVITY LOAD:

Gravity load on 5 Corners(Pentagon )

Gravity n

GravityWeightFloor n

Level n

= Gravity n

2.98

31.77

38.08

22.1

14.53

28.37

28.37

28.37

28.37

28.37

28.37

28.37

28.37

28.37

28.37

28.37

26.53

28.22 kip⋅

Levels

0- Machine Room (EL. 77'-7.5") 1- Base Level(EL. 85'-0") 2- Service Level (EL.93'-7.5")

3- EL. 98'-4"

4- Cable Access Level 1 (EL. 102'-3") 5- Intermediate Level 1(EL. 110'-10.5") 6- Elevator Landing 1 (EL. 119'-6") 7- Intermediate Level 2(EL. 128'-1.5") 8- Cable Access Level 2(EL.136'-9") 9- Intermediate Level 3( EL. 145'-4.5") 10- Elevator Landing 2(EL154'-0") 11- Intermediate Level 4(EL.162'-7.5") 12- Cable Access Level 3(EL.171'-3") 13- Intermediate Level 5(EL.179'-10.5") 14- Top Elevator Landing(EL.188'-6") 15- Sub Junction Level(EL.197'-1.5") 16- Junction Level(EL.205'-1.5") 17- CAB Floor Level (EL.213'-9.5")

A11

2) SUPERIMPOSED DEAD (ELECTRICAL, ELEVATOR AND MECHANICAL):

During the site visit no significant electrical and mechanical equipment were noticed.

Deadmiscellaneous 10psf:=

Areafloor 270 ft 2⋅:= (Average Floor Area)

Deadmisc Deadmiscellaneous Areafloor⋅ 2.7 kip⋅=:=

Deadmisc

0.54 kips⋅= For five corners of pentagon

Deadelevator 20 kips⋅:= Assumed

Deadelevator

4 kips⋅= For five corners of pentagon

3) FLOOR PLUS STAIRS LIVE LOAD:

(Reference : Original Tower Structural As-Built's Drawing #S-5)

Livefloor 100psf:=

Livemachineroomfloor 150psf:=

Livebasefloor 200psf:=

a) CAB Floor Area Areacabfloor 1 5 5 2 5+( )⋅ 17.5ft( )2⋅

526.9 ft

2⋅=:= > 400 sq.ft therefore use reduced live load

KLL 1:= From Table 4-2 ASCE 7-10

Livereduced Livefloor 0.25

KLL

Areacabfloor ft

⋅ 90.35 psf⋅=:=

Eq. 4.7-1 ASCE 7-10

CAB Floor Live Load: Livecabfloor Livereduced Areacabfloor⋅ 47.6 kip⋅=:=

Livecabfloor

9.52 kip⋅= For five corners of pentagon

b) Stairs Live Load (From above calculations) Livestairsandlanding 10.1 kip⋅=

Total Live Load Livetotal Livestairsandlanding 10.1 kips⋅=:=

Livetotal

2.02 kip⋅= For five corners of pentagon

A12

Appendix B:

Snow Load

SNOW LOAD:

As per, ASCE 7-10 Ground snow load figure 7-1, Sacramento Area lies under CS region which states that site-specific Case Studies are required to established ground snow load due to extreme local variations in ground snow loads in these areas. However, the original design drawings used 30 psf of roof snow load.

Therefore, considering 30 psf as Design Ground Snow Load.

Snow 24psf:= (Refer Enercalc calculation output sheet)

Roof Area of CAB(Area of Pentagon) Arearoofcab

1 5 5 2 5+( )⋅ 23.5ft( )2⋅

950.13 ft 2⋅=:=

Arearoofcab 950.13 ft 2⋅=

Total Snow Load Lsnow Snow Arearoofcab⋅ 22.8 kip⋅=:=

Lsnow

4.56 kip⋅= For five corners of pentagon

B1

ASCE Snow Loads ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver:6.15.12.9

Licensee : parsons services companyLic. # : KW-06004418

File = C:\Users\P002678D\Desktop\Ajay\SACRAM~1\EnerCalc\FINALW~1.EC6

Description : Snow Load Calculations

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Flat Roof Snow Loads Description : Sacramenta ATCT Snow Load per ASCE 7-10

Ground Snow Load, per Fig 7-1 30.00

C (see ASCE 7-10 Section 26.7)Terrain Category

Fully ExposedExposure of Roof

0.90Ce : Exposure Factor, Table 7-2

Ct : Thermal Factor 1.0 : All not otherwise defined Risk Category, per Table 1.5-1 IV

Importance Factor, Is, Table 1.5-2 1.20

Roof Slope, Sec .7.3.4 0.00

24.00 psf

W : Horiz. Distance from eave to ridge 5.00 ft pm, Minimum required pf, Calculated Snow Load per Equation 7-1 22.68 psf psf

MonoslopeRoof Configuration pf, Design Snow Load Max(pm min, pf calc) 24.00 psf

B2

Appendix C:

Wind Load

WIND LOAD:

Wind load will be in accordance with ASCE 7-10.

Risk Category IV

Wind Speed ( 3-sec peak gust in mph)

Vw 115mph:= Exposure "C"

STAAD input values from EnerCalc results

C1

ASCE 7-10 Wind Forces, Chapter 27, Part I ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver:6.15.12.9

File = C:\Users\P002678D\Desktop\Ajay\SACRAM~1\EnerCalc\FINALW~1.EC6

Description : Sacramento ATCT Wind Load Calculations

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Sacramento ATCT

Basic Values

115.0

0.850

Exposure C Exposure C

Exposure C Exposure C

24.0

22.830

129.450

Risk Category

V : Basic Wind Speed per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) =

Exposure Category per ASCE 7-10 Section 26.7 h : Mean Roof height = ftKd : Directionality Factor per ASCE 7-10 Table 26.6-1

Horizontal Dim. in East-West Direction (B or L) = ft

North : East :

South : West :

Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1

North : K1 = K2 = K3 = Kzt =

East : K1 = K2 = K3 = West : K1 = K2 = K3 =

Kzt = 1.000 Kzt = 1.000

User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions.

Building Period & Flexibility Category

1.000 ft

South : K1 = K2 = K3 = Kzt = 1.000

Building Story Data

Level Description hi E : XStory Ht E : XR ft ft

R ftft

CAB Top 15.17 129.45 0.500 0.500

Fin. CAB 8.67 114.29 0.500 0.500

Juction 8.00 105.62 0.500 0.500

Sub Juction 8.63 97.63 0.500 0.500

Top Elevator 8.63 89.00 0.500 0.500

Intermediate 5 8.63 80.38 0.500 0.500 cable access 3 8.63 71.75 0.500 0.500

Intermediate 4 8.63 63.13 0.500 0.500

Elevator 2 8.63 54.50 0.500 0.500

Intermediate 3 8.63 45.88 0.500 0.500

Cable Access 2 8.63 37.25 0.500 0.500

Intermediate 2 8.63 28.63 0.500 0.500

Elevators 1 8.63 20.00 0.500 0.500

Intermediate 1 8.63 11.38 0.500 0.500

Cable Access Level 1 2.75 2.75 0.500 0.500

Gust Factor For wind coming from direction indicated

North =

East = 0.850 West = 0.850

0.850 South = 0.850

Enclosure

Check if Building Qualifies as "Open"

3,106.80 3,106.80 2,955.0 2,955.0 ft^2

Roof Total

480.0 ft^2 12,603.6 ft^2 ft^2 0.0 ft^2

North Wall South Wall East Wall West Wall ft^2Agross ft^2 ft^2 ft^2

Aopenings ft^2 ft^2 ft^2

Aopenings >= 0.8 * Agross ? No No No No

Building does NOT qualify as "Open"All four Agross values must be non-zero

C2

File = C:\Users\P002678D\Desktop\Ajay\SACRAM~1\EnerCalc\FINALW~1.EC6

Description : Sacramento ATCT Wind Load Calculations

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North Elevation : Determine Enclosure Classification per ASCE Section 26.10

Building is "Enclosed" when the North wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 4.0 ft^2

Aoi = Ao-total - Ao 0.0 ft^2=

Agi = Ag-total - Ag 9,496.80 ft^2=

Aoi / Agi 0.0

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? No

Is Aoi / Agi >= 0.20 ? = Yes

User has specified the Building is to be considered Enclosed when SOUTH elevation receives positive external pressure

User has specified the Building is to be considered Enclosed when EAST elevation receives positive external pressure

User has specified the Building is to be considered Enclosed when WEST elevation receives positive external pressure

Velocity Pressures psf

When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3-1) :

North Wall = 1.336 South Wall = 1.336 psf East Wall = 1.336psf West Wall = 1.336 psf

When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :

North Wall = 38.455 psf South Wall = 38.455 psf East Wall = 38.455psf West Wall = 38.455 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1

Height Above Base (ft)

North Elevation East Elevation West Elevation

Kz qz Kz qzKz qz Kz qz

South Elevation

0.849 24.43 0.00 0.849 24.43 24.43 24.43 0.849 0.849

0.849 24.43 5.00 0.849 24.43 24.43 24.43 0.849 0.849

0.849 24.43 10.00 0.849 24.43 24.43 24.43 0.849 0.849

0.849 24.43 15.00 0.849 24.43 24.43 24.43 0.849 0.849

0.902 25.95 20.00 0.902 25.95 25.95 25.95 0.902 0.902

0.945 27.20 25.00 0.945 27.20 27.20 27.20 0.945 0.945

0.982 28.27 30.00 0.982 28.27 28.27 28.27 0.982 0.982

1.015 29.20 35.00 1.015 29.20 29.20 29.20 1.015 1.015

1.044 30.03 40.00 1.044 30.03 30.03 30.03 1.044 1.044

1.070 30.79 45.00 1.070 30.79 30.79 30.79 1.070 1.070

1.094 31.48 50.00 1.094 31.48 31.48 31.48 1.094 1.094

1.116 32.11 55.00 1.116 32.11 32.11 32.11 1.116 1.116

1.137 32.71 60.00 1.137 32.71 32.71 32.71 1.137 1.137

1.156 33.26 65.00 1.156 33.26 33.26 33.26 1.156 1.156

1.174 33.79 70.00 1.174 33.79 33.79 33.79 1.174 1.174

1.191 34.28 75.00 1.191 34.28 34.28 34.28 1.191 1.191

1.208 34.75 80.00 1.208 34.75 34.75 34.75 1.208 1.208

1.223 35.20 85.00 1.223 35.20 35.20 35.20 1.223 1.223

1.238 35.62 90.00 1.238 35.62 35.62 35.62 1.238 1.238

1.252 36.03 95.00 1.252 36.03 36.03 36.03 1.252 1.252

1.266 36.42100.00 1.266 36.42 36.42 36.42 1.266 1.266

1.279 36.80105.00 1.279 36.80 36.80 36.80 1.279 1.279

1.291 37.16110.00 1.291 37.16 37.16 37.16 1.291 1.291

1.303 37.51115.00 1.303 37.51 37.51 37.51 1.303 1.303

1.315 37.85120.00 1.315 37.85 37.85 37.85 1.315 1.315

1.326 38.17125.00 1.326 38.17 38.17 38.17 1.326 1.326

C3

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Description : Sacramento ATCT Wind Load Calculations

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Pressure Coefficients GCpi Values when elevation receives positive external pressure

0.80 0.80 0.80 0.80 -0.30 -0.30 -0.30 -0.30

-0.70 -0.70 -0.70 -0.70

GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1 North South East West

0.180+/- 0.180 0.180 0.180+/-

Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure

Windward Wall

East WestSouth

Leeward Wall

Side Walls

North

Wind Pressures

Wind Pressures when NORTH Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -16.728 -2.884 Side Wall Pressures -29.803 -15.959 psf psf psf

0.00 9.69 23.53

5.00 9.69 23.53

10.00 9.69 23.53

15.00 9.69 23.53

20.00 10.73 24.57

25.00 11.58 25.42

30.00 12.30 26.14

35.00 12.93 26.78

40.00 13.50 27.34

45.00 14.01 27.86

50.00 14.48 28.33

55.00 14.92 28.76

60.00 15.32 29.16

65.00 15.70 29.54

70.00 16.05 29.90

75.00 16.39 30.23

80.00 16.71 30.55

85.00 17.01 30.86

90.00 17.30 31.15

95.00 17.58 31.42

100.00 17.84 31.69

105.00 18.10 31.94

110.00 18.35 32.19

115.00 18.58 32.43

120.00 18.81 32.66

125.00 19.04 32.88

C4

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Wind Pressures when SOUTH Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -16.728 -2.884 Side Wall Pressures -29.803 -15.959 psf psf psf

0.00 9.69 23.53

5.00 9.69 23.53

10.00 9.69 23.53

15.00 9.69 23.53

20.00 10.73 24.57

25.00 11.58 25.42

30.00 12.30 26.14

35.00 12.93 26.78

40.00 13.50 27.34

45.00 14.01 27.86

50.00 14.48 28.33

55.00 14.92 28.76

60.00 15.32 29.16

65.00 15.70 29.54

70.00 16.05 29.90

75.00 16.39 30.23

80.00 16.71 30.55

85.00 17.01 30.86

90.00 17.30 31.15

95.00 17.58 31.42

100.00 17.84 31.69

105.00 18.10 31.94

110.00 18.35 32.19

115.00 18.58 32.43

120.00 18.81 32.66

125.00 19.04 32.88

Wind Pressures when EAST Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -16.728 -2.884 Side Wall Pressures -29.803 -15.959 psf psf psf

0.00 9.69 23.53

5.00 9.69 23.53

10.00 9.69 23.53

15.00 9.69 23.53

20.00 10.73 24.57

25.00 11.58 25.42

30.00 12.30 26.14

35.00 12.93 26.78

40.00 13.50 27.34

45.00 14.01 27.86

50.00 14.48 28.33

C5

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55.00 14.92 28.76

60.00 15.32 29.16

65.00 15.70 29.54

70.00 16.05 29.90

75.00 16.39 30.23

80.00 16.71 30.55

85.00 17.01 30.86

90.00 17.30 31.15

95.00 17.58 31.42

100.00 17.84 31.69

105.00 18.10 31.94

110.00 18.35 32.19

115.00 18.58 32.43

120.00 18.81 32.66

125.00 19.04 32.88

Wind Pressures when WEST Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures -16.728 -2.884 Side Wall Pressures -29.803 -15.959 psf psf psf

0.00 9.69 23.53

5.00 9.69 23.53

10.00 9.69 23.53

15.00 9.69 23.53

20.00 10.73 24.57

25.00 11.58 25.42

30.00 12.30 26.14

35.00 12.93 26.78

40.00 13.50 27.34

45.00 14.01 27.86

50.00 14.48 28.33

55.00 14.92 28.76

60.00 15.32 29.16

65.00 15.70 29.54

70.00 16.05 29.90

75.00 16.39 30.23

80.00 16.71 30.55

85.00 17.01 30.86

90.00 17.30 31.15

95.00 17.58 31.42

100.00 17.84 31.69

105.00 18.10 31.94

110.00 18.35 32.19

115.00 18.58 32.43

120.00 18.81 32.66

125.00 19.04 32.88

C6

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Story Forces for Design Wind Load Cases

Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.

Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k)

In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height

CASE 1 ---Level 15 -6.20 --- --- 7.58 121.87' -> 129.45' ---North

CASE 1 ---Level 14 -9.62 --- --- 11.92 109.95' -> 121.87' ---North

CASE 1 ---Level 13 -6.63 --- --- 8.33 101.62' -> 109.95' ---North

CASE 1 ---Level 12 -6.53 --- --- 8.31 93.31' -> 101.62' ---North

CASE 1 ---Level 11 -6.69 --- --- 8.63 84.69' -> 93.31' ---North

CASE 1 ---Level 10 -6.59 --- --- 8.63 76.06' -> 84.69' ---North

CASE 1 ---Level 9 -6.48 --- --- 8.63 67.44' -> 76.06' ---North

CASE 1 ---Level 8 -6.36 --- --- 8.63 58.81' -> 67.44' ---North

CASE 1 ---Level 7 -6.22 --- --- 8.63 50.19' -> 58.81' ---North

CASE 1 ---Level 6 -6.07 --- --- 8.63 41.56' -> 50.19' ---North

CASE 1 ---Level 5 -5.89 --- --- 8.63 32.94' -> 41.56' ---North

CASE 1 ---Level 4 -5.68 --- --- 8.63 24.31' -> 32.94' ---North

CASE 1 ---Level 3 -5.40 --- --- 8.63 15.69' -> 24.31' ---North

CASE 1 ---Level 2 -5.20 --- --- 8.63 7.06' -> 15.69' ---North

CASE 1 ---Level 1 -3.43 --- --- 5.69 1.38' -> 7.06' ---North

CASE 1 ---Level 15 6.20 --- --- 7.58 121.87' -> 129.45' ---South

CASE 1 ---Level 14 9.62 --- --- 11.92 109.95' -> 121.87' ---South

CASE 1 ---Level 13 6.63 --- --- 8.33 101.62' -> 109.95' ---South

CASE 1 ---Level 12 6.53 --- --- 8.31 93.31' -> 101.62' ---South

CASE 1 ---Level 11 6.69 --- --- 8.63 84.69' -> 93.31' ---South

CASE 1 ---Level 10 6.59 --- --- 8.63 76.06' -> 84.69' ---South

CASE 1 ---Level 9 6.48 --- --- 8.63 67.44' -> 76.06' ---South

CASE 1 ---Level 8 6.36 --- --- 8.63 58.81' -> 67.44' ---South

CASE 1 ---Level 7 6.22 --- --- 8.63 50.19' -> 58.81' ---South

CASE 1 ---Level 6 6.07 --- --- 8.63 41.56' -> 50.19' ---South

CASE 1 ---Level 5 5.89 --- --- 8.63 32.94' -> 41.56' ---South

CASE 1 ---Level 4 5.68 --- --- 8.63 24.31' -> 32.94' ---South

CASE 1 ---Level 3 5.40 --- --- 8.63 15.69' -> 24.31' ---South

CASE 1 ---Level 2 5.20 --- --- 8.63 7.06' -> 15.69' ---South

CASE 1 ---Level 1 3.43 --- --- 5.69 1.38' -> 7.06' ---South

CASE 1 ---Level 15 --- -6.51 --- 7.58 121.87' -> 129.45' ---East

CASE 1 ---Level 14 --- -10.11 --- 11.92 109.95' -> 121.87' ---East

CASE 1 ---Level 13 --- -6.97 --- 8.33 101.62' -> 109.95' ---East

CASE 1 ---Level 12 --- -6.87 --- 8.31 93.31' -> 101.62' ---East

CASE 1 ---Level 11 --- -7.03 --- 8.63 84.69' -> 93.31' ---East

CASE 1 ---Level 10 --- -6.93 --- 8.63 76.06' -> 84.69' ---East

CASE 1 ---Level 9 --- -6.81 --- 8.63 67.44' -> 76.06' ---East

CASE 1 ---Level 8 --- -6.68 --- 8.63 58.81' -> 67.44' ---East

CASE 1 ---Level 7 --- -6.54 --- 8.63 50.19' -> 58.81' ---East

CASE 1 ---Level 6 --- -6.38 --- 8.63 41.56' -> 50.19' ---East

CASE 1 ---Level 5 --- -6.19 --- 8.63 32.94' -> 41.56' ---East

CASE 1 ---Level 4 --- -5.97 --- 8.63 24.31' -> 32.94' ---East

CASE 1 ---Level 3 --- -5.68 --- 8.63 15.69' -> 24.31' ---East

C7

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CASE 1 ---Level 2 --- -5.47 --- 8.63 7.06' -> 15.69' ---East

CASE 1 ---Level 1 --- -3.61 --- 5.69 1.38' -> 7.06' ---East

CASE 1 ---Level 15 --- 6.51 --- 7.58 121.87' -> 129.45' ---West

CASE 1 ---Level 14 --- 10.11 --- 11.92 109.95' -> 121.87' ---West

CASE 1 ---Level 13 --- 6.97 --- 8.33 101.62' -> 109.95' ---West

CASE 1 ---Level 12 --- 6.87 --- 8.31 93.31' -> 101.62' ---West

CASE 1 ---Level 11 --- 7.03 --- 8.63 84.69' -> 93.31' ---West

CASE 1 ---Level 10 --- 6.93 --- 8.63 76.06' -> 84.69' ---West

CASE 1 ---Level 9 --- 6.81 --- 8.63 67.44' -> 76.06' ---West

CASE 1 ---Level 8 --- 6.68 --- 8.63 58.81' -> 67.44' ---West

CASE 1 ---Level 7 --- 6.54 --- 8.63 50.19' -> 58.81' ---West

CASE 1 ---Level 6 --- 6.38 --- 8.63 41.56' -> 50.19' ---West

CASE 1 ---Level 5 --- 6.19 --- 8.63 32.94' -> 41.56' ---West

CASE 1 ---Level 4 --- 5.97 --- 8.63 24.31' -> 32.94' ---West

CASE 1 ---Level 3 --- 5.68 --- 8.63 15.69' -> 24.31' ---West

CASE 1 ---Level 2 --- 5.47 --- 8.63 7.06' -> 15.69' ---West

CASE 1 ---Level 1 --- 3.61 --- 5.69 1.38' -> 7.06' ---West

CASE 2 +/- 15.9Level 15 -4.65 --- 3.42 7.58 121.87' -> 129.45' ---North

CASE 2 +/- 24.7Level 14 -7.21 --- 3.42 11.92 109.95' -> 121.87' ---North

CASE 2 +/- 17.0Level 13 -4.97 --- 3.42 8.33 101.62' -> 109.95' ---North

CASE 2 +/- 16.8Level 12 -4.90 --- 3.42 8.31 93.31' -> 101.62' ---North

CASE 2 +/- 17.2Level 11 -5.02 --- 3.42 8.63 84.69' -> 93.31' ---North

CASE 2 +/- 16.9Level 10 -4.94 --- 3.42 8.63 76.06' -> 84.69' ---North

CASE 2 +/- 16.6Level 9 -4.86 --- 3.42 8.63 67.44' -> 76.06' ---North

CASE 2 +/- 16.3Level 8 -4.77 --- 3.42 8.63 58.81' -> 67.44' ---North

CASE 2 +/- 16.0Level 7 -4.67 --- 3.42 8.63 50.19' -> 58.81' ---North

CASE 2 +/- 15.6Level 6 -4.55 --- 3.42 8.63 41.56' -> 50.19' ---North

CASE 2 +/- 15.1Level 5 -4.42 --- 3.42 8.63 32.94' -> 41.56' ---North

CASE 2 +/- 14.6Level 4 -4.26 --- 3.42 8.63 24.31' -> 32.94' ---North

CASE 2 +/- 13.9Level 3 -4.05 --- 3.42 8.63 15.69' -> 24.31' ---North

CASE 2 +/- 13.4Level 2 -3.90 --- 3.42 8.63 7.06' -> 15.69' ---North

CASE 2 +/- 8.8Level 1 -2.57 --- 3.42 5.69 1.38' -> 7.06' ---North

CASE 2 +/- 15.9Level 15 4.65 --- 3.42 7.58 121.87' -> 129.45' ---South

CASE 2 +/- 24.7Level 14 7.21 --- 3.42 11.92 109.95' -> 121.87' ---South

CASE 2 +/- 17.0Level 13 4.97 --- 3.42 8.33 101.62' -> 109.95' ---South

CASE 2 +/- 16.8Level 12 4.90 --- 3.42 8.31 93.31' -> 101.62' ---South

CASE 2 +/- 17.2Level 11 5.02 --- 3.42 8.63 84.69' -> 93.31' ---South

CASE 2 +/- 16.9Level 10 4.94 --- 3.42 8.63 76.06' -> 84.69' ---South

CASE 2 +/- 16.6Level 9 4.86 --- 3.42 8.63 67.44' -> 76.06' ---South

CASE 2 +/- 16.3Level 8 4.77 --- 3.42 8.63 58.81' -> 67.44' ---South

CASE 2 +/- 16.0Level 7 4.67 --- 3.42 8.63 50.19' -> 58.81' ---South

CASE 2 +/- 15.6Level 6 4.55 --- 3.42 8.63 41.56' -> 50.19' ---South

CASE 2 +/- 15.1Level 5 4.42 --- 3.42 8.63 32.94' -> 41.56' ---South

CASE 2 +/- 14.6Level 4 4.26 --- 3.42 8.63 24.31' -> 32.94' ---South

CASE 2 +/- 13.9Level 3 4.05 --- 3.42 8.63 15.69' -> 24.31' ---South

CASE 2 +/- 13.4Level 2 3.90 --- 3.42 8.63 7.06' -> 15.69' ---South

CASE 2 +/- 8.8Level 1 2.57 --- 3.42 5.69 1.38' -> 7.06' ---South

C8

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Description : Sacramento ATCT Wind Load Calculations

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CASE 2 +/- 17.6Level 15 --- -4.89 --- 7.58 121.87' -> 129.45' 3.60East

CASE 2 +/- 27.3Level 14 --- -7.58 --- 11.92 109.95' -> 121.87' 3.60East

CASE 2 +/- 18.8Level 13 --- -5.23 --- 8.33 101.62' -> 109.95' 3.60East

CASE 2 +/- 18.5Level 12 --- -5.15 --- 8.31 93.31' -> 101.62' 3.60East

CASE 2 +/- 19.0Level 11 --- -5.27 --- 8.63 84.69' -> 93.31' 3.60East

CASE 2 +/- 18.7Level 10 --- -5.19 --- 8.63 76.06' -> 84.69' 3.60East

CASE 2 +/- 18.4Level 9 --- -5.11 --- 8.63 67.44' -> 76.06' 3.60East

CASE 2 +/- 18.0Level 8 --- -5.01 --- 8.63 58.81' -> 67.44' 3.60East

CASE 2 +/- 17.7Level 7 --- -4.91 --- 8.63 50.19' -> 58.81' 3.60East

CASE 2 +/- 17.2Level 6 --- -4.78 --- 8.63 41.56' -> 50.19' 3.60East

CASE 2 +/- 16.7Level 5 --- -4.64 --- 8.63 32.94' -> 41.56' 3.60East

CASE 2 +/- 16.1Level 4 --- -4.48 --- 8.63 24.31' -> 32.94' 3.60East

CASE 2 +/- 15.3Level 3 --- -4.26 --- 8.63 15.69' -> 24.31' 3.60East

CASE 2 +/- 14.8Level 2 --- -4.10 --- 8.63 7.06' -> 15.69' 3.60East

CASE 2 +/- 9.7Level 1 --- -2.70 --- 5.69 1.38' -> 7.06' 3.60East

CASE 2 +/- 17.6Level 15 --- 4.89 --- 7.58 121.87' -> 129.45' 3.60West

CASE 2 +/- 27.3Level 14 --- 7.58 --- 11.92 109.95' -> 121.87' 3.60West

CASE 2 +/- 18.8Level 13 --- 5.23 --- 8.33 101.62' -> 109.95' 3.60West

CASE 2 +/- 18.5Level 12 --- 5.15 --- 8.31 93.31' -> 101.62' 3.60West

CASE 2 +/- 19.0Level 11 --- 5.27 --- 8.63 84.69' -> 93.31' 3.60West

CASE 2 +/- 18.7Level 10 --- 5.19 --- 8.63 76.06' -> 84.69' 3.60West

CASE 2 +/- 18.4Level 9 --- 5.11 --- 8.63 67.44' -> 76.06' 3.60West

CASE 2 +/- 18.0Level 8 --- 5.01 --- 8.63 58.81' -> 67.44' 3.60West

CASE 2 +/- 17.7Level 7 --- 4.91 --- 8.63 50.19' -> 58.81' 3.60West

CASE 2 +/- 17.2Level 6 --- 4.78 --- 8.63 41.56' -> 50.19' 3.60West

CASE 2 +/- 16.7Level 5 --- 4.64 --- 8.63 32.94' -> 41.56' 3.60West

CASE 2 +/- 16.1Level 4 --- 4.48 --- 8.63 24.31' -> 32.94' 3.60West

CASE 2 +/- 15.3Level 3 --- 4.26 --- 8.63 15.69' -> 24.31' 3.60West

CASE 2 +/- 14.8Level 2 --- 4.10 --- 8.63 7.06' -> 15.69' 3.60West

CASE 2 +/- 9.7Level 1 --- 2.70 --- 5.69 1.38' -> 7.06' 3.60West

CASE 3 ---Level 15 -4.65 -4.89 --- 7.58 121.87' -> 129.45' ---North & East

CASE 3 ---Level 14 -7.21 -7.58 --- 11.92 109.95' -> 121.87' ---North & East

CASE 3 ---Level 13 -4.97 -5.23 --- 8.33 101.62' -> 109.95' ---North & East

CASE 3 ---Level 12 -4.90 -5.15 --- 8.31 93.31' -> 101.62' ---North & East

CASE 3 ---Level 11 -5.02 -5.27 --- 8.63 84.69' -> 93.31' ---North & East

CASE 3 ---Level 10 -4.94 -5.19 --- 8.63 76.06' -> 84.69' ---North & East

CASE 3 ---Level 9 -4.86 -5.11 --- 8.63 67.44' -> 76.06' ---North & East

CASE 3 ---Level 8 -4.77 -5.01 --- 8.63 58.81' -> 67.44' ---North & East

CASE 3 ---Level 7 -4.67 -4.91 --- 8.63 50.19' -> 58.81' ---North & East

CASE 3 ---Level 6 -4.55 -4.78 --- 8.63 41.56' -> 50.19' ---North & East

CASE 3 ---Level 5 -4.42 -4.64 --- 8.63 32.94' -> 41.56' ---North & East

CASE 3 ---Level 4 -4.26 -4.48 --- 8.63 24.31' -> 32.94' ---North & East

CASE 3 ---Level 3 -4.05 -4.26 --- 8.63 15.69' -> 24.31' ---North & East

CASE 3 ---Level 2 -3.90 -4.10 --- 8.63 7.06' -> 15.69' ---North & East

CASE 3 ---Level 1 -2.57 -2.70 --- 5.69 1.38' -> 7.06' ---North & East

CASE 3 ---Level 15 -4.65 4.89 --- 7.58 121.87' -> 129.45' ---North & West

CASE 3 ---Level 14 -7.21 7.58 --- 11.92 109.95' -> 121.87' ---North & West

C9

File = C:\Users\P002678D\Desktop\Ajay\SACRAM~1\EnerCalc\FINALW~1.EC6

Description : Sacramento ATCT Wind Load Calculations

Title Block Line 1

You can change this area using the "Settings" menu item and then using the "Printing &

Title Block" selection.

Title Block Line 6

Project Title:

Engineer: Project ID:

Printed: 4 MAY 2018, 5:12PM

Project Descr:

CASE 3 ---Level 13 -4.97 5.23 --- 8.33 101.62' -> 109.95' ---North & West

CASE 3 ---Level 12 -4.90 5.15 --- 8.31 93.31' -> 101.62' ---North & West

CASE 3 ---Level 11 -5.02 5.27 --- 8.63 84.69' -> 93.31' ---North & West

CASE 3 ---Level 10 -4.94 5.19 --- 8.63 76.06' -> 84.69' ---North & West

CASE 3 ---Level 9 -4.86 5.11 --- 8.63 67.44' -> 76.06' ---North & West

CASE 3 ---Level 8 -4.77 5.01 --- 8.63 58.81' -> 67.44' ---North & West

CASE 3 ---Level 7 -4.67 4.91 --- 8.63 50.19' -> 58.81' ---North & West

CASE 3 ---Level 6 -4.55 4.78 --- 8.63 41.56' -> 50.19' ---North & West

CASE 3 ---Level 5 -4.42 4.64 --- 8.63 32.94' -> 41.56' ---North & West

CASE 3 ---Level 4 -4.26 4.48 --- 8.63 24.31' -> 32.94' ---North & West

CASE 3 ---Level 3 -4.05 4.26 --- 8.63 15.69' -> 24.31' ---North & West

CASE 3 ---Level 2 -3.90 4.10 --- 8.63 7.06' -> 15.69' ---North & West

CASE 3 ---Level 1 -2.57 2.70 --- 5.69 1.38' -> 7.06' ---North & West

CASE 3 ---Level 15 4.65 4.89 --- 7.58 121.87' -> 129.45' ---South & West

CASE 3 ---Level 14 7.21 7.58 --- 11.92 109.95' -> 121.87' ---South & West

CASE 3 ---Level 13 4.97 5.23 --- 8.33 101.62' -> 109.95' ---South & West

CASE 3 ---Level 12 4.90 5.15 --- 8.31 93.31' -> 101.62' ---South & West

CASE 3 ---Level 11 5.02 5.27 --- 8.63 84.69' -> 93.31' ---South & West

CASE 3 ---Level 10 4.94 5.19 --- 8.63 76.06' -> 84.69' ---South & West

CASE 3 ---Level 9 4.86 5.11 --- 8.63 67.44' -> 76.06' ---South & West

CASE 3 ---Level 8 4.77 5.01 --- 8.63 58.81' -> 67.44' ---South & West

CASE 3 ---Level 7 4.67 4.91 --- 8.63 50.19' -> 58.81' ---South & West

CASE 3 ---Level 6 4.55 4.78 --- 8.63 41.56' -> 50.19' ---South & West

CASE 3 ---Level 5 4.42 4.64 --- 8.63 32.94' -> 41.56' ---South & West

CASE 3 ---Level 4 4.26 4.48 --- 8.63 24.31' -> 32.94' ---South & West

CASE 3 ---Level 3 4.05 4.26 --- 8.63 15.69' -> 24.31' ---South & West

CASE 3 ---Level 2 3.90 4.10 --- 8.63 7.06' -> 15.69' ---South & West

CASE 3 ---Level 1 2.57 2.70 --- 5.69 1.38' -> 7.06' ---South & West

CASE 3 ---Level 15 4.65 -4.89 --- 7.58 121.87' -> 129.45' ---South & East

CASE 3 ---Level 14 7.21 -7.58 --- 11.92 109.95' -> 121.87' ---South & East

CASE 3 ---Level 13 4.97 -5.23 --- 8.33 101.62' -> 109.95' ---South & East

CASE 3 ---Level 12 4.90 -5.15 --- 8.31 93.31' -> 101.62' ---South & East

CASE 3 ---Level 11 5.02 -5.27 --- 8.63 84.69' -> 93.31' ---South & East

CASE 3 ---Level 10 4.94 -5.19 --- 8.63 76.06' -> 84.69' ---South & East

CASE 3 ---Level 9 4.86 -5.11 --- 8.63 67.44' -> 76.06' ---South & East

CASE 3 ---Level 8 4.77 -5.01 --- 8.63 58.81' -> 67.44' ---South & East

CASE 3 ---Level 7 4.67 -4.91 --- 8.63 50.19' -> 58.81' ---South & East

CASE 3 ---Level 6 4.55 -4.78 --- 8.63 41.56' -> 50.19' ---South & East

CASE 3 ---Level 5 4.42 -4.64 --- 8.63 32.94' -> 41.56' ---South & East

CASE 3 ---Level 4 4.26 -4.48 --- 8.63 24.31' -> 32.94' ---South & East

CASE 3 ---Level 3 4.05 -4.26 --- 8.63 15.69' -> 24.31' ---South & East

CASE 3 ---Level 2 3.90 -4.10 --- 8.63 7.06' -> 15.69' ---South & East

CASE 3 ---Level 1 2.57 -2.70 --- 5.69 1.38' -> 7.06' ---South & East

CASE 4 +/- 25.2Level 15 -3.49 -3.67 3.42 7.58 121.87' -> 129.45' 3.60North & East

CASE 4 +/- 39.0Level 14 -5.41 -5.69 3.42 11.92 109.95' -> 121.87' 3.60North & East

CASE 4 +/- 26.9Level 13 -3.73 -3.92 3.42 8.33 101.62' -> 109.95' 3.60North & East

CASE 4 +/- 26.5Level 12 -3.68 -3.87 3.42 8.31 93.31' -> 101.62' 3.60North & East

C10

File = C:\Users\P002678D\Desktop\Ajay\SACRAM~1\EnerCalc\FINALW~1.EC6

Description : Sacramento ATCT Wind Load Calculations

Title Block Line 1

You can change this area using the "Settings" menu item and then using the "Printing &

Title Block" selection.

Title Block Line 6

Project Title:

Engineer: Project ID:

Printed: 4 MAY 2018, 5:12PM

Project Descr:

CASE 4 +/- 27.1Level 11 -3.77 -3.96 3.42 8.63 84.69' -> 93.31' 3.60North & East

CASE 4 +/- 26.7Level 10 -3.71 -3.90 3.42 8.63 76.06' -> 84.69' 3.60North & East

CASE 4 +/- 26.3Level 9 -3.65 -3.83 3.42 8.63 67.44' -> 76.06' 3.60North & East

CASE 4 +/- 25.8Level 8 -3.58 -3.76 3.42 8.63 58.81' -> 67.44' 3.60North & East

CASE 4 +/- 25.3Level 7 -3.50 -3.68 3.42 8.63 50.19' -> 58.81' 3.60North & East

CASE 4 +/- 24.6Level 6 -3.42 -3.59 3.42 8.63 41.56' -> 50.19' 3.60North & East

CASE 4 +/- 23.9Level 5 -3.32 -3.49 3.42 8.63 32.94' -> 41.56' 3.60North & East

CASE 4 +/- 23.0Level 4 -3.20 -3.36 3.42 8.63 24.31' -> 32.94' 3.60North & East

CASE 4 +/- 21.9Level 3 -3.04 -3.20 3.42 8.63 15.69' -> 24.31' 3.60North & East

CASE 4 +/- 21.1Level 2 -2.93 -3.08 3.42 8.63 7.06' -> 15.69' 3.60North & East

CASE 4 +/- 13.9Level 1 -1.93 -2.03 3.42 5.69 1.38' -> 7.06' 3.60North & East

CASE 4 +/- 25.2Level 15 -3.49 3.67 3.42 7.58 121.87' -> 129.45' 3.60North & West

CASE 4 +/- 39.0Level 14 -5.41 5.69 3.42 11.92 109.95' -> 121.87' 3.60North & West

CASE 4 +/- 26.9Level 13 -3.73 3.92 3.42 8.33 101.62' -> 109.95' 3.60North & West

CASE 4 +/- 26.5Level 12 -3.68 3.87 3.42 8.31 93.31' -> 101.62' 3.60North & West

CASE 4 +/- 27.1Level 11 -3.77 3.96 3.42 8.63 84.69' -> 93.31' 3.60North & West

CASE 4 +/- 26.7Level 10 -3.71 3.90 3.42 8.63 76.06' -> 84.69' 3.60North & West

CASE 4 +/- 26.3Level 9 -3.65 3.83 3.42 8.63 67.44' -> 76.06' 3.60North & West

CASE 4 +/- 25.8Level 8 -3.58 3.76 3.42 8.63 58.81' -> 67.44' 3.60North & West

CASE 4 +/- 25.3Level 7 -3.50 3.68 3.42 8.63 50.19' -> 58.81' 3.60North & West

CASE 4 +/- 24.6Level 6 -3.42 3.59 3.42 8.63 41.56' -> 50.19' 3.60North & West

CASE 4 +/- 23.9Level 5 -3.32 3.49 3.42 8.63 32.94' -> 41.56' 3.60North & West

CASE 4 +/- 23.0Level 4 -3.20 3.36 3.42 8.63 24.31' -> 32.94' 3.60North & West

CASE 4 +/- 21.9Level 3 -3.04 3.20 3.42 8.63 15.69' -> 24.31' 3.60North & West

CASE 4 +/- 21.1Level 2 -2.93 3.08 3.42 8.63 7.06' -> 15.69' 3.60North & West

CASE 4 +/- 13.9Level 1 -1.93 2.03 3.42 5.69 1.38' -> 7.06' 3.60North & West

CASE 4 +/- 25.2Level 15 3.49 3.67 3.42 7.58 121.87' -> 129.45' 3.60South & West

CASE 4 +/- 39.0Level 14 5.41 5.69 3.42 11.92 109.95' -> 121.87' 3.60South & West

CASE 4 +/- 26.9Level 13 3.73 3.92 3.42 8.33 101.62' -> 109.95' 3.60South & West

CASE 4 +/- 26.5Level 12 3.68 3.87 3.42 8.31 93.31' -> 101.62' 3.60South & West

CASE 4 +/- 27.1Level 11 3.77 3.96 3.42 8.63 84.69' -> 93.31' 3.60South & West

CASE 4 +/- 26.7Level 10 3.71 3.90 3.42 8.63 76.06' -> 84.69' 3.60South & West

CASE 4 +/- 26.3Level 9 3.65 3.83 3.42 8.63 67.44' -> 76.06' 3.60South & West

CASE 4 +/- 25.8Level 8 3.58 3.76 3.42 8.63 58.81' -> 67.44' 3.60South & West

CASE 4 +/- 25.3Level 7 3.50 3.68 3.42 8.63 50.19' -> 58.81' 3.60South & West

CASE 4 +/- 24.6Level 6 3.42 3.59 3.42 8.63 41.56' -> 50.19' 3.60South & West

CASE 4 +/- 23.9Level 5 3.32 3.49 3.42 8.63 32.94' -> 41.56' 3.60South & West

CASE 4 +/- 23.0Level 4 3.20 3.36 3.42 8.63 24.31' -> 32.94' 3.60South & West

CASE 4 +/- 21.9Level 3 3.04 3.20 3.42 8.63 15.69' -> 24.31' 3.60South & West

CASE 4 +/- 21.1Level 2 2.93 3.08 3.42 8.63 7.06' -> 15.69' 3.60South & West

CASE 4 +/- 13.9Level 1 1.93 2.03 3.42 5.69 1.38' -> 7.06' 3.60South & West

CASE 4 +/- 25.2Level 15 3.49 -3.67 3.42 7.58 121.87' -> 129.45' 3.60South & East

CASE…