appendix e - pennsylvania state university · (71 south wacker drive) appendix e patrick hopple −...

H y a t t C e n t e r C h i c a g o , I l l i n o i s ( 7 1 S o u t h W a c k e r D r i v e ) A p p e n d i x E

Patrick Hopple − Structural Option The Pennsylvania State University Dr. Hanagan − Spring 2005 Senior Thesis Department of Architectural Engineering

A p p e n d i x E

- A c o u s t i c s C a l c u l a t i o n s -

- C o n s t r u c t i o n S t u d y -

Acoustics Study Appendix E

Sound Power Levels

Shaft Speech/Conversation Office Background Noise

Frequency Lp(s) Lp(s) NC-35 Curve Lp(s)

125 75 dB 57 dB 45 dB

250 73 dB 62 dB 40 dB500 78 dB 63 dB 35 dB

1000 80 dB 57 dB 30 dB2000 78 dB 48 dB 25 dB4000 74 dB 40 dB 20 dB

Room Type NC-Rating STC-Rating (IBC 2003)

Open-Plan Office NC-35/40 Min. STC 50

Lobby NC-40/45 Min. STC 50

Restroom NC-35/40 Min. STC 50

Room Sizes (feet) L W H Area Volume (ft^3)

Open-Plan Office* 43 34 13.5 1462 19737Lobby* 15 30 13.5 450 6075

Restroom 15 50 13.5 750 10125

Room Sizes (meters) L(m) W H Area Volume (m^3)

Open-Plan Office* 13.1 10.4 4.1 135.8 558.9Lobby* 4.6 9.1 4.1 41.8 172.0

Restroom 4.6 15.2 4.1 69.7 286.7

*= One bay designed

Wall Sizes L H SA

Shaft Wall 9.1 4.1 37.6Lobby 4.6 4.1 18.8

Restroom 15.2 4.1 62.7Cladding 11.7 4.1 48.0

Section 1207.2 (Air-borne sound)

Design Criteria I

Page 1 of 6


Description Materials 125 250 500 1000 2000 4000Cladding 5 0.18 0.06 0.04 0.03 0.02 0.02

Shaft Wall 7 0.29 0.1 0.05 0.04 0.07 0.09Shaft Wall 8 0.55 0.14 0.08 0.04 0.12 0.11

Bath Wall/Floor 10 (30) 0.01 0.01 0.01 0.01 0.02 0.02Office Floors 34 0.08 0.24 0.57 0.69 0.71 0.73

Ceilings 42 0.76 0.93 0.83 0.99 0.99 0.94

Shaft Floor/Ceiling AIR 0 0 0 0 0 0

#

5

7

8 (9 if needed)

10 (30)2834

42

AIR

Results Summary

Freq. Office Restroom Lobby Office Restroom Lobby

125 22 26 22

250 26 32 26

500 36 43 361000 41 48 412000 41 48 414000 38 45 38

IBC 2003

Min STC

50

Req'd TL (dB) Req'd STC Rating

41 47 41

Concrete or terrazzo

Design Criteria IIAbsorption Coefficients

Octave Band FrequencyAbsorption Coefficients α

Gypsum Board, 1/2" Thck (2x4's 16"o.c)

Acoustical board, 3/4" thck in suspension

Shaft wall floor/ceiling

Construction Materials

Carpet, heavy on raised floors

Gypsum, 1 lyr 5/8" thck (fibrous insul)

Marble or glazed tile walls (floors)

Glass, heavy (large panes)

Page 2 of 6


SAW-shaft 37.6

SAW-clad 48.0

Sf/Sc 135.8

V 558.9a2 (sabines)

Freq. SAw-shaftαshaft SAw-shaftαshaftOffice SAw-cladαclad SAfloorαfloor Saceilingαceiling ΣSα T60 Rt room

125 20.69 10.91 8.65 10.87 103.23 154.34 0.432 0.583 271.7 0.432250 5.27 3.76 2.88 32.60 126.32 170.83 0.478 0.527 327.3 0.478500 3.01 1.88 1.92 77.42 112.73 196.97 0.551 0.457 438.9 0.5511000 1.50 1.50 1.44 93.72 134.47 232.64 0.651 0.387 666.7 0.6512000 4.51 2.63 0.96 96.44 134.47 239.01 0.669 0.376 721.9 0.6694000 4.14 3.39 0.96 99.15 127.67 235.31 0.659 0.382 689.2 0.659

Freq.

Lp(s) Likely Noise in Shaft

Minus NC-40 (-5dB) Bckgrnd in Office

Required NR (dB)

Minus 10*loga2/S

Required TL (dB)

125 75 47 28 6 22250 73 40 33 7 26500 78 35 43 7 361000 80 31 49 8 412000 78 29 49 8 414000 74 28 46 8 38

Open-Plan Office

Sound Absorption (sabines)

Transmission Loss Calculation

α α

Page 3 of 6


SAW-shaft 62.7

SAW-rest 62.7

Sf/Sc 69.7

V 286.7a2 (sabines)

Freq. SAw-shaftαshaft SAw-shaftαshaftRest SAw-restαrest SAfloorαfloor Saceilingαceiling ΣSα T60 Rt room

125 18.18 18.18 0.63 0.70 52.95 90.65 0.342 0.509 137.8 0.342250 6.27 6.27 0.63 0.70 64.80 78.66 0.297 0.587 111.9 0.297500 3.14 3.14 0.63 0.70 57.83 65.43 0.247 0.706 86.9 0.2471000 2.51 2.51 0.63 0.70 68.98 75.32 0.284 0.613 105.3 0.2842000 4.39 4.39 1.25 1.39 68.98 80.41 0.304 0.574 115.5 0.3044000 5.64 5.64 1.25 1.39 65.50 79.43 0.300 0.581 113.5 0.300

Freq.


Minus NC-35(-5dB) min. Bckgrnd noise

in Restroom

Required NR (dB)

Minus 10*loga2/S

Required TL (dB)

125 75 47 28 2 26250 73 40 33 1 32500 78 35 43 0 431000 80 31 49 1 482000 78 29 49 1 484000 74 28 46 1 45

Restroom



α α

Page 4 of 6


SAW-shaft 37.6

SAW-lobby 18.8

Sf/Sc 41.8

V 172.0a2 (sabines)

Freq. SAw-shaftαshaft SAw-shaftαshaftLobby SAw-lobαlob SAfloorαfloor Saceilingαceiling ΣSα T60 Rt room

125 10.91 10.91 5.46 3.34 31.77 62.39 0.446 0.444 112.5 0.446250 3.76 3.76 1.88 10.03 38.88 58.32 0.416 0.475 99.9 0.416500 1.88 1.88 0.94 23.83 34.70 63.23 0.452 0.438 115.3 0.4521000 1.50 1.50 0.75 28.85 41.39 74.00 0.528 0.374 156.9 0.5282000 2.63 2.63 1.32 29.68 41.39 77.65 0.554 0.357 174.3 0.5544000 3.39 3.39 1.69 30.52 39.30 78.28 0.559 0.354 177.5 0.559

Freq.


Minus NC-35(-5dB) min. Bckgrnd noise

in Restroom

Required NR (dB)

Minus 10*loga2/S

Required TL (dB)

125 75 51 24 2 22250 73 45 28 2 26500 78 40 38 2 361000 80 36 44 3 412000 78 34 44 3 414000 74 33 41 3 38

Lobby



α α

Page 5 of 6


SAW-shaft 37.6

SAW-clad 48.0

Sf/Sc 135.8

V 558.9a2 (sabines)

Freq. SAw-shaftαshaft SAw-shaftαshaftOffice SAw-cladαclad SAfloorαfloor Saceilingαceiling ΣSα T60 Rt room

125 20.69 10.91 8.65 10.87 103.23 154.34 0.432 0.583 271.7 0.432250 5.27 3.76 2.88 32.60 126.32 170.83 0.478 0.527 327.3 0.478500 3.01 1.88 1.92 77.42 112.73 196.97 0.551 0.457 438.9 0.5511000 1.50 1.50 1.44 93.72 134.47 232.64 0.651 0.387 666.7 0.6512000 4.51 2.63 0.96 96.44 134.47 239.01 0.669 0.376 721.9 0.6694000 4.14 3.39 0.96 99.15 127.67 235.31 0.659 0.382 689.2 0.659

Freq.


Minus NC-35 (-5dB) Bckgrnd in Office

Required NR (dB)

Minus 10*loga2/S

Required TL (dB)

125 57 47 10 6 4250 62 40 22 7 15500 63 35 28 7 211000 57 31 26 8 182000 48 29 19 8 114000 40 28 12 8 4



Open-Plan Office Speech

α α

Page 6 of 6

Life safety assurance for

modern building designs

Shaft WallSystems

Performance Selector

1 Hour Fire-rated Construction Non-loadbearing Acoustical Performance Reference

Construction Detail Description Test Number STC Test Number ARL Index

wt. 8 • 5/8� SHEETROCK Brand Gypsum FIRECODE Core UL Des U415, SA926 1Panels, joints finished System A

• 2-1/2� USG C-H Studs 25 gauge 24� o.c. or U469• 1� SHEETROCK Brand Gypsum Liner Panels

2 Hour Fire-rated Construction

wt. 9 • 1/2� SHEETROCK Brand FIRECODE C Core Gypsum UL Des U415, SA926 2Panels, face layer joints finished System B

• 2-1/2� USG C-H Studs 25 gauge 24� o.c. or U438• 1� SHEETROCK Brand Gypsum Liner Panels

wt. 8 • 3/4� SHEETROCK Brand ULTRACODE Core Gypsum UL Des U415, SA926 3Panels, joints finished System C

• 4� USG C-H Studs 25 gauge 24� o.c.– 3� THERMAFIBER SAFB• 1� SHEETROCK Brand Gypsum Liner Panels

wt. 10 • 1/2� DUROCK Brand Cement Board, joints finished UL Des U415, SA926 4• 5/8� SHEETROCK Brand FIRECODE Core Gypsum System D

Panels• 2-1/2� USG C-H Studs 20 gauge 24� o.c.– 1-1/2� THERMAFIBER SAFB• 1� SHEETROCK Brand Gypsum Liner Panels• DUROCK Brand Cement Board screw attached and

laminated to gypsum panel with 4� vertical strip ceramic tile mastic centered between studs

wt. 9 • 1/2� SHEETROCK Brand FIRECODE C Core Gypsum UL Des U415, SA926 5Panels System E

• 2-1/2� USG C-H Studs 25 gauge 24� o.c. or U467• 1� SHEETROCK Brand Gypsum Liner Panels– joints finished both sides

wt. 10 • 1/2� SHEETROCK Brand FIRECODE C Core Gypsum UL Des U415, SA926 6Panels applied vertically, face layer joints finished System F

– RC-1 resilient channel or equivalent 24� o.c.• 2-1/2� USG C-H Studs 25 gauge 24� o.c.• 1� SHEETROCK Brand Gypsum Liner Panels

wt. 8 – 1� x 2� perimeter angles 25 gauge UL Des U529 SA926 7• 1� SHEETROCK Brand Gypsum Liner Panel,

fastened to angles• 1/2� SHEETROCK Brand FIRECODE C Core Gypsum

Panels• 1/2� SHEETROCK Brand FIRECODE C Core Gypsum

Panels, joints finished

2"

4"

31⁄2"

35⁄8"

43⁄4"

31⁄2"

31⁄8"

14 USG Shaft Wall Systems

39 USG-040901Based on 4� C-H studs 25 gauge

38 USG-040917


48 RAL-OT-04-022Based on 1� sound batts in cavity

50 RAL-OT-04-019Based on 4� C-H studs 25 gauge with 3� mineral fiber insulation

51 RAL-OT-04-020Based on 4� C-H studs with 3� THERMAFIBER

SAFB insulation


53 USG-040909Based on 4� C-H studs 25 gauge with3� mineral fiber insulation

58 USG-040910Based on 4� C-H studs 25 gauge withadditional layer on liner panel side and 3� mineral fiber insulation



Wall Systems — Limiting Heights

SHEETROCK Brand Shaft Wall Systems are engineered to withstand pressure loads and provide in-service impact resistance to ensure long-termperformance and durability. Use this section to determine the size andgauge of framing for the system you select. You will need to know elevatorpressures and other in-service demands.

Structural Impact-Resistant for Durability Performance Impacted with a 60 lb. sand bag, SHEETROCK Brand Shaft Wall Systems proved durable. In the test, three impacts each

were made at 15 ft.-lb., 30 ft.-lb., and each following 15 ft.-lb. interval until failure. At 270 ft.-lb. the test was stopped;

while cracked, the wall was not penetrated. For additional information about abuse-resistant, secure or other hardened

applications, contact United States Gypsum Company at 800 USG.4YOU.

Flexing Resistance for In-Service Performance

Shaft walls are subjected to both positive and negative pressures as elevator cabs rise and descend. This piston effect

of an elevator in its shaft causes continual flexing of the shaft wall. In tests, SHEETROCK Brand Shaft Wall Systems were

subjected to over one million full oscillation cycles to model wall performance through the life of the building. These

tests showed that a 25 ga. J-Runner is inadequate at the top or bottom of a shaft wall. As the long runner leg is

continually flexed from wall deflection, it can rupture and screws can strip out and fracture from the flexing. Oscillation

tests showed 24 ga. J-Runners minimize these problems and are essential to long-term safety.

Limiting Heights Maximum partition heights are shown for four different intermittent air pressure loads and three allowable deflections.

The applied pressure load is selected by the designer based on elevator cab speed and the number of elevators per

shaft. Instead of using only deflection criteria, United States Gypsum Company design data consider several additional

factors in determining limiting partition heights.

A. Bending stress—the unit force exerted which will break or distort the stud.

B. End reaction shear—determined by the amount of force applied to the stud which will bend or shear the J-Runner or

cripple the stud.

C. Deflection—the actual deflection under a load. Allowable deflection is based on the amount of bending under load that

a particular wall can experience without exceeding a prescribed ratio related to partition height.

Elevator Shaft The air pressure load on shaft walls depends upon the elevator cab speed and the number of elevators per shaft.Pressures The following recommendations are derived from United States Gypsum Company tests conducted in three high-rise

buildings ranging in height from 17 to 100 stories.

Recommended Elevator Shaft Pressure LoadElevator velocity ft./min. One or two elevators per shaft Three or more elevators per shaft0 to 180 5.0 psf 5.0 psf

180 to 700 7.5 psf 5.0 psf

700 to 1,600 10.0 psf 7.5 psf

1,600 to 2,000 15.0 psfa 7.5 psf

Note(a) Single-cab high-speed elevator shafts may require special design considerations.


Wall Systems — Limiting Heights Table

Intermittent Air Pressure Fire-rated system B, D, F, G, H, I Fire-rated system Eb

Load (wind load)–psf aStud Type Designation Allowable 5 7.5 10 15 5 7.5 10 15and Size deflection

2-1/2� C-H Studs 212CH-18 L/120 12�10�(f) 10�5�(f) 9�0�(f) 7�5�(f) 12�10�(f) 10�5�(f) 9�0�(f)e 7�5�(f)

L/240 12�1�(d) 10�5�(f) 9�0�(f) 7�5�(f) 11�8�(d) 10�2�(d) 9�0�(d) 7�5�(f)

L/360 10�7�(d) 9�3�(d) 8�5�(d) 7�4�(d) 10�2�(d) 8�11�(d) 8�0�(d) 7�1�(d)

212CH-34 L/120 19�2�(d) 15�9�(f) 13�8�(f) 11�2�(f) 17�7�(d) 15�4�(d) 13�8�(f) 11�2�(f)

L/240 15�3�(d) 13�4�(d) 12�1�(d) 10�7�(d) 14�0�(d) 12�2�(d) 11�1�(d) 9�8�(d)

L/360 13�4�(d) 11�7�(d) 10�7�(d) 9�3�(d) 12�2�(d) 10�8�(d) 9�8�(d) 8�6�(d)

4� C-H Studs 400CH-18 L/120 16�11�(f) 13�10�(f) 11�11�(f) 9�8�(v)e 16�10�(f) 13�9�(f)e 10�4�(v)e 6�11�(v)e

L/240 16�11�(f) 13�10�(f) 11�11�(f) 9�8�(v)e 16�3�(d) 13�9�(f)e 10�4�(v)e 6�11�(v)e

L/360 14�3�(d) 12�5�(d) 11�11�(f) 9�8�(v)e 14�3�(d) 12�5�(d) 10�4�(v) 6�11�(v)e

400CH-34 L/120 22�10�(d) 20�0�(d) 18�2�(d) 15�0�(f)e 23�7�(d) 20�7�(d) 18�5�(f) 15�0�(f)e

L/240 18�2�(d) 15�10�(d) 14�5�(d) 12�7�(d) 18�9�(d) 16�4�(d) 14�10�(d) 13�0�(d)

L/360 15�10�(d) 13�10�(d) 12�7�(d) 11�0�(d) 16�4�(d) 14�3�(d) 13�0�(d) 11�4�(d)

6� C-H Studs 600CH-34 L/120 28�0�(c) 27�7�(d) 24�8�(f)e 18�0�(v)e 28�0�(c) 26�5�(d)e 24�0�(d)e 18�0�(v)e

L/240 25�1�(d) 21�11�(d) 19�11�(d) 17�5�(d)e 24�0�(d) 20�11�(d)e 19�0�(d) 16�8�(d)e

L/360 21�11�(d) 19�2�(d) 17�5�(d) 15�2�(d) 20�11�(d) 18�4�(d) 16�8�(d) 14�6�(d)

Double 6� E-Studsd 600ES-34 L/120 28�0�(c) 28�0�(c)e 28�0�(c)e 20�0�(v)e 28�0�(c) 28�0�(c)e 28�0�(c)e 20�0�(v)e

L/240 28�0�(c) 26�3�(d)e 24�0�(d)e 20�0�(v)e 28�0�(c) 26�0�(d)e 23�6�(d)e 20�0�(v)e

L/360 26�3�(d) 23�0�(d) 21�0�(d)e 18�3�(d)e 26�3�(d) 22�9�(d) 20�6�(d)e 18�0�(d)e

Fire-rated system Cc Fire-rated system Ac

Stud type Designation Allowable 5 7.5 10 15 5 7.5 10 15and Size deflection

2-1/2� C-H Studs 212CH-18 L/120 — — — — 12�3�(d) 10�5�(f) 9�0�(d)e 6�0�(v)e

L/240 — — — — 9�9�(d) 8�6�(d) 7�9�(d)e 6�0�(v)e

L/360 — — — — 8�6�(d) 7�5�(d) 6�9�(d) 5�11�(d)

212CH-34 L/120 — — — — 17�2�(d) 14�8�(f) 12�9�(f) 10�5�(f)

L/240 — — — — 14�0�(d) 12�3�(d) 11�1�(d) 9�8�(d)

L/360 — — — — 12�3�(d) 10�8�(d) 9�0�(d) 8�6�(d)

4� C-H Studs 400CH-18 L/120 16�10�(f) 13�9�(f) 10�4�(v)e 6�1�(v)e 16�10�(f) 13�9�(f) 10�4�(v)e 6�1�(v)e

L/240 15�10�(d) 13�4�(d) 10�4�(v)e 6�11�(v)e 15�10�(d) 13�4�(d) 10�4�(v)e 6�11�(v)e

L/360 13�4�(d) 11�8�(d) 10�4�(v)e 6�11�(v)e 13�4�(d) 11�8�(d) 10�4�(v)e 6�11�(v)e

400CH-34 L/120 22�0�(d) 19�3�(d) 17�6�(d)e 15�0�(f)e 22�0�(d) 19�3�(d) 17�6�(d)e 15�0�(f)e

L/240 17�6�(d) 15�3�(d) 13�11�(d) 12�2�(d)e 17�6�(d) 15�3�(d) 13�11�(d) 12�2�(d)e

L/360 15�3�(d) 13�4�(d) 12�2�(d) 10�7�(d)e 15�3�(d) 13�4�(d) 12�2�(d) 10�7�(d)e

6� C-H Studs 600CH-34 L/120 28�0�(c) 26�8�(d)e 20�2�(v)e 13�6�(v)e 28�0�(c) 26�8�(d)e 20�2�(v)e 13�6�(v)e

L/240 24�3�(d) 21�2�(d)e 19�3�(d)e 13�6�(v)e 24�3�(d) 21�2�(d)e 19�3�(d)e 13�6�(v)e

L/360 21�2�(d) 18�6�(d) 16�9�(d)e 13�6�(v)e 21�2�(d) 18�6�(d) 16�9�(d)e 13�6�(v)e

Double 6� E-Studsd 600ES-34 L/120 28�0�(c) 28�0�(c)e 28�0�(c)e 20�0�(v)e 28�0�(c) 28�0�(c)e 28�0�(c)e 20�0�(v)e

L/240 28�0�(c) 24�9�(d) 22�6�(d)e 20�0�(v)e 28�0�(c) 24�9�(d) 22�6�(d)e 20�0�(v)e

L/360 25�3�(d) 21�9�(d) 19�6�(d) 17�3�(d)e 25�3�(d) 21�9�(d) 19�6�(d) 17�3�(d)e

NotesRunner fasteners should withstand 193 lb. single shear and 200 lb. bearing force; attachment spacing should not exceed 24� o.c. See the Performance Selector for system references and rated assembly details. L/180 data available upon request from United States Gypsum Company. Limiting criteria: f–bending stress,d–deflection, v–end reaction shear, c–practical limitation. (a) Stud spacing of 24� for all values. (b) For assembly with single-layer board both sides of studs.(c) For assembly with single-layer board attached to studs. (d) Attachment of USG Steel Double 6� E-Stud for SHEETROCK Brand Shaft Wall Systems. The studs are to be attached back-to-back (web to web) with pairs 1/2� of type S-12 pan head screws installed in two rows, spaced as widely apart as possible. The first and lastpairs of fasteners shall start within 6� of each end of the studs. They shall then be spaced at a maximum of 12� on center throughout the body of the entire stud.(e) Use JR20 runner for this height.



Wall Systems — Limiting Heights

Unlined Shafts Gypsum shaft walls have been used for many years for vent and air shafts. Their fire-resistant features and economical

dry construction make them ideal for this use. To function properly, vent and air shaft systems should be designed with

the following performance provisions:

1. Gypsum board surface temperature does not exceed 125 °F.

2. Separate approved liners should be installed in areas subject to continuous moisture overspray, condensation or air

stream temperature over 125 °F.

3. Air stream dew point temperatures are maintained below gypsum board surface temperature.

4. The assembly is constructed to withstand sustained design uniform air pressure loads not exceeding 10 psf. Startup

surge loads should not be greater than 1-1/2 times the design static load. (See table below for limiting heights.)

5. To ensure airtight construction, select appropriate sealants and apply where required.

Sustained pressure load–psf2-hr. fire-rated system 1-hr. fire-rated system

Stud Type Designation Stud Allowable 5 10 5 10and Size Spacing deflection

2-1/2� C-H Studs 212CH-18 24� L/120 10�5� 7�5� 10�5�a 6�0�a

L/240 10�5� 7�5� 8�6� 6�0�a

L/360 9�3� 7�5� 7�5� 5�11�a

212CH-34 24� L/120 14�8� 10�5� 14�8� 10�5�

L/240 13�4� 10�7� 12�2� 9�8�

L/360 11�7� 9�3� 10�8� 8�3�

4� C-H Studs 400CH-18 24� L/120 13�10� 9�8�a 13�9�a 6�11�a

L/240 13�10� 9�8�a 13�4� 6�11�a

L/360 12�5� 9�8�a 11�8� 6�11�

400CH-34 24� L/120 20�0� 15�0�a 19�3� 15�0�a

L/240 15�10� 12�7� 15�3� 12�2�a

L/360 13�10� 11�0� 13�4� 10�7�a

6� C-H Studs 600CH-34 24� L/120 27�7� 18�0�a 26�8�a 13�6�a

L/240 21�11� 17�5�a 21�2� 13�6�a

L/360 19�2� 15�2� 18�6� 13�6�a

Double 6� E-Studs 600ES-34 24� L/120 28�0� 20�0�a 28�0�a 20�0�a

L/240 26�3� 20�0�a 24�9� 20�0�a

L/360 23�0� 18�3�a 21�9� 17�3�a

Notes Runner fasteners should withstand 193 lb. single shear and 200 lb. bearing force; attachment spacing should not exceed 24� o.c. (a) Use JR20 runner for this height.

Fire Rating Study Appendix E

1 of 1

Fire Resistance Ratings – ANSI/UL 263 (BXUV) UL – Underwriters Laboratories Inc. Fire Resistance Directory 2001 – Volume 1

Design No. U438

Nonbearing Wall Ratings – 1, 2, 3, or 4 Hr (See Items 3&4)

1. Floor and Ceiling Runners – “J” – Shaped runner, min 2 ½” deep (min 4 in. deep when System C is used), with unequal legs of 1 in. and 2 in., fabricated from min 24 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel. Runners positioned with short leg toward finished side of wall. Runners attached to structural supports with steel fasteners located not greater than 2 in. from ends and not greater than 24 in. OC. “E” – Shaped studs (Item 2A) may be used as side runners in place of “J” – shaped runners.

2. Steel Studs – “C-H” – shaped studs, min 2-1/2 in. deep (min 4 in. deep when System C is used), fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel. Cut to lengths 3/8 to ½ in. less than floor-to-ceiling height and spaced a maximum 24 in. OC.

2A. Steel Studs – (not shown) “E” – shaped studs installed back-to-back in place of “C-H” – shaped studs (Item 2) “E” – Shaped studs secured together with steel screws spaced a maximum 12 in. OC. Fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel, min. 2-1/2 in. deep (min. 4 in. deep with System C is used), with one leg 1 in. long and two legs ¾ in. long. Shorter legs 1 in. apart to engage gypsum liner panels. Cut to lengths 3/8 to ½ in. less than floor-to-ceiling height.

3. Gypsum Board* - 1” thick gypsum wallboard liner panels, supplied in nom 24 in. widths. Panels cut 1” less in length than floor to ceiling height. Vertical edges inserted in “H” – shaped section of “C-H” studs. Free edge of end panels attached to long leg of “J” – runners with 1-5/8 in. long Type S steel screws spaced not greater than 12 in. OC.

Type SLX or equivalent fire code rated wallboard 4. Gypsum Board* - ½ in thick, 4 ft. wide wallboard applied vertically in two layers. Inner or base layer attached to

studs with 1 in. long Type S steel screws spaced 24 in. OC along the edges in the field of the boards. Outer face layer attached to studs and “J” – runners with 1-5/8 in. long Type S steel screws spaced 12 in. along the edges and in the field of the boards, staggered from screws in inner layer. Joints between inner and outer layer staggered. Outer layer joints covered with paper tape and joint compound. Exposed screw heads covered with joint compound. As an alternate method, inner wallboard layer applied vertically, outer wallboard layer applied horizontally. Inner layer attached to studs with 1 in. Type S. steel screws spaced 24 in. OC along vertical edges and in the field. Outer layer secured to inner layer wallboard with 1-1/2 in. long Type G steel screws located midway between studs and 1 in. from the horizontal joint.

4A. Gypsum Board* - (As an alternate to Item 4) – 5/8 in. thick, 4 ft. wide. Attach as described in Item 4. 4B. Gypsum Board* - (As an alternate to Item 4) – 5/8 in. thick, 4 ft. wide. Attach as described in Item 4 but with Type

S-12 steel screws. 5. Caulking and Sealants* - (Optional, not shown) – A bead of acoustical sealant applied around the partition

perimeter for sound control. (Type AS) * Bearing the UL Classification Mark

11


1 of 2


Design No. U419

Nonbearing Wall Ratings – 1, 2, 3, or 4 Hr (See Items 3&4)

1. Floor and Ceiling Runner – (Not shown) – Channel shaped, fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel, min width to accommodate stud size, with min 1 in. long legs, attached to floor and ceiling with fasteners 24 in. OC max.

2. Steel Studs – Channel shaped, fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel, min width as indicated under Item 4, min 1 ¼ in. flanges and ¼ in. return, spaced max of 24 in. OC. Studs to be cut 3/8 to ¾ in. less than assembly height.

3. Batts and Blankets* - (Required as indicate under Item 4) – Mineral wool batts, friction fitted between studs and runners. Min nominal thickness as indicated under Item 4. See Batts and Blankets (BKNV or BZJZ) Categories for names of Classified companies.

3A. Batts and Blankets* - (Optional) – Placed in stud cavities, any glass fiber of mineral wool insulation bearing on the UL Classification Marking as to Surface Burning Characteristics and/or Fire Resistance. See Batts and Blankets (BKNV or BZJZ) Categories for names of Classified companies.

4. Gypsum Board* - Gypsum panels with beveled, square or tapered edges, applied vertically or horizontally. Vertical joints centered over studs and staggered one stud cavity on opposite sides of studs. Vertical joints in adjacent layers (multilayer systems) staggered one stud cavity. Horizontal edge joints and horizontal butt joints on opposite sides of studs need not be staggered. Horizontal edge joints and horizontal butt joints in adjacent layers (multilayer systems) staggered a min of 12 in. The thickness and number of layers for the 1 hr, 2 hr, 3 hr, and 4 hr ratings are as follows:


2 of 2

Wall Board Protection on Each Side of Wall Rating Min

Stud Depth

# Layers & Thkns of

Panels

Min Thkns of

Insulation (Item 3)

2 1-5/8 2 layers, ½ in. thick

Optional

2 1-5/8 2 layers, 5/8 in. thick

Optional

2 3-1/2 1 layer, ¾ in. thick

3 in.

4A. Gypsum Board* - (As and alternate to Item 4) – 5/8 in. thick gypsum panels, installed as

described in Item 4 with Type S-12 steel screws. The length and spacing of the screws as specified under Item 5. (Type FRX)

4B. Gypsum Board* - (As an alternate to Item 4 and 4A) – 5/8 in. thick, 2 ft. wide, tongue and groove edge, applied horizontally as the outer later to one side of the assembly. Secured as described in Item 5. Joint covering (Item 7) not required. (Type SHX)

5. Fasteners – (Not shown) – Type S or S-12 steel screws used to attach panels to studs (Item 2) or furring channels (Item 6). Single layer systems: 1 in. long for ½ and 5/8 in. thick panels or 1-1/4 in. long for ¾ in. thick panels, spaced 8 in. OC when panels are applied horizontally, or 12 in. OC when panels are applied vertically. Two layer systems: First layer- 1 in. long for ½ and 5/8 in. thick panels or 1-1/4 in. long for ¾ in. think panels, spaced 16 in. OC. Second layer- 1-5/8 in. long for ½ in., 5/8 in. thick panels or 2-1/4 in. long for ¾ in. thick panels, spaced 16 in. OC with screws offset 8 in. from first layer.

6. Furring Channels – (Optional, not shown, for single or double layer systems) – Resilient furring channels fabricated from min 25 MSG corrosion-protected steel, spaced vertically a max of 24 in. OC. Flange portion attached to each intersecting stud with ½ in. long Type S-12 steel screws. Not for use with Item 4A.

7. Joint Tape and Compound – Vinyl of casein, dry or premixed joint compound applied in two coats to joints and screw heads of outer layers. Paper tape, nom 2 in. wide, embedded in first layer of compound over all joints of outer panels.

8. Caulking and Sealants* - (Optional, not shown) – A bead of acoustical sealant applied around the partition perimeter for sound control. (Type AS)

* Bearing the UL Classification Mark


1 of 2


Design No. U415 – System C – 2 Hr Nonbearing Wall Ratings – 1, 2, 3, or 4 Hr

1. Floor and Ceiling Runner – “J” – Shaped runner, min 2 ½” deep (min 4 in. deep when System C is used), with unequal legs of 1 in. and 2 in., fabricated from min 24 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel. Runners positioned with short leg toward finished side of wall. Runners attached to structural supports with steel fasteners located not greater than 2 in. from ends and not greater than 24 in. OC. “E” – Shaped studs (Item 2A) may be used as side runners in place of “J” – shaped runners.

2. Steel Studs – “C-H” – shaped studs, min 2-1/2 in. deep (min 4 in. deep when System C is used), fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel. Cut to lengths 3/8 to ½ in. less than floor-to-ceiling height and spaced a maximum 24 in. OC.

2A. Steel Studs – (not shown) “E” – shaped studs installed back-to-back in place of “C-H” – shaped studs (Item 2) “E” – Shaped studs secured together with steel screws spaced a maximum 12 in. OC. Fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion-protected steel, min. 2-1/2 in. deep (min. 4 in. deep with System C is used), with one leg 1 in. long and two legs ¾ in. long. Shorter legs 1 in. apart to engage gypsum liner panels. Cut to lengths 3/8 to ½ in. less than floor-to-ceiling height.

3. Gypsum Board* - Gypsum liner panels, nom 1 in. thick, 24 in. wide. Panels cut 1 in. less in length than floor-to-ceiling height. Vertical edges inserted in “H” portion of “C-H” studs or gap between the two ¾ in. legs of the “E” studs. Free edge of end panels attached to long leg of vertical “J” – runners with 1-5/8 in. long Type S steel screws spaced not greater than 12 in. OC. When wall height exceeds liner panel length, liner panel may be butted to extend to the full height of the wall. Butt joints backed with 6 in. by 22 in. strips of ¾ in. thick gypsum wallboard (Item 4). Wallboard strips centered over butt joints and secured to liner panels with six 1-1/2 in. long Type G steel screws, three screws along the 22 in. dimension at the top and bottom of the strips.

4. Gypsum Board* - SYSTEM C - Gypsum panels, nom 3/4 in. thick, 48in. wide applied vertically of horizontally, secured with 1-1/4 in. long Type S steel screws spaced 8 in. OC along vertical edges and 12 in. OC in the field with installed vertically or 8 in. OC along the vertical edges and in the field with installed horizontally. Screws along side joints offset 4 in. Requires min 4 in. deep framing per Items 1, 2 and 3. Requires min 3 in. thick mineral wool batts per Item 6.

Type X Fire Code Wallboard

2

3

64

1


2 of 2

5. Joint Tape and Compound – Vinyl of casein, dry or premixed joint compound applied in two coats to joints and screw heads of outer layers. Paper tape, nom 2 in. wide, embedded in first layer of compound over all joints of outer panels.

6. Batts and Blankets* – Min 3 in. (System C) thick mineral wool batts, friction fitted between the studs and floor and ceiling runners.

7. Caulking and Sealants* - (Optional, not shown) – A bead of acoustical sealant applied around the partition perimeter for sound control. (Type AS)



1 of 1


Design No. U906

Bearing Wall Rating – 2 Hr Nonbearing Wall Rating – 2 Hr

1. Concrete Blocks* – Nominal 6 by 8 by 16 in., hollow or solid. Classification D-2 (2-hr) Anchor Concrete Products Inc.

Allowable compressive stress of 57% of max allowable compressive stress in accordance with the empirical design method.

Betco Block & Products Inc, DBA Arthur Whitcomb Westbrook Concrete Block Co. Inc.

Allowable compressive stress of 75.6% of max allowable compressive stress in accordance with the empirical design method.

2. Mortar – Blocks laid in full bed of mortar, nom 3/8 in. thick, of not less than 2-1/4 and not more than 3-1/2 parts of clean sharp sand to 1 part Portland cement (proportioned by volume) and not more than 50 percent hydrated lime (by cement volume). Vertical joints staggered.

3. Portland Cement Stucco or Gypsum Plaster - Add ½ hr to Classification if used. Attached to concrete blocks (Item 1).

4. Foamed Plastic* - (Optional-Not Shown) – 1-1/2 in. thick max, 4 ft. wide sheathing attached to concrete blocks (Item 1).

BPB America, Inc. BPB Celotex – Type Thermax


Differential Column Shortening Calculations Appendix E

Loads Dead 58 E= 29000Live 76

Area = 1425

Floor WT Col. Area2 Story

HTAccumlated Load, Kips

∆n Column Shortening

Length Correction Factor, each level,

inch

Lumped column length correction, in.

50 257 75.6 294 354.0 3.531 0.047 0.538 Say 1/2 in.48 283 83.3 360 545.2 3.484 0.08146 311 91.4 324 927.7 3.403 0.11344 370 109 324 1310.1 3.289 0.13442 398 117 324 1692.6 3.155 0.16240 455 134 324 2075.1 2.993 0.173 0.841 Say 7/8 in.38 550 162 324 2457.6 2.820 0.16936 605 178 324 2840.0 2.651 0.17834 815 239.75 372 3222.5 2.473 0.17232 926 272 324 3605.0 2.300 0.14830 1034 303.75 324 3987.4 2.152 0.147 0.700 Say 3/4 in28 1140 335 324 4369.9 2.005 0.14626 1245 365.75 324 4752.4 1.860 0.14524 1450 425.75 324 5134.8 1.715 0.13522 1650 483.75 324 5517.3 1.580 0.12720 1650 483.75 324 5899.8 1.452 0.136 0.743 Say 3/4 in.18 1650 483.75 324 6282.3 1.316 0.14516 1650 483.75 324 6664.7 1.171 0.15414 1750 512 324 7047.2 1.017 0.15411 1840 539.75 324 7429.7 0.863 0.1549 2075 608 325.92 7812.1 0.710 0.144 0.710 Say 3/4 in.7 2190 641.75 363.96 8194.6 0.565 0.1605 2260 663.75 368.04 8577.1 0.405 0.1643 2400 633.6 494.04 8959.5 0.241 0.241

SUM 3.531 3.5

Interior Core Column BF #4

Page 1 of 2

Differential Column Shortening Calculations Appendix E

Loads Dead 55Live 50

Area = 793.125

FloorWT

(W14)Col. Area

2 Story HT

Accumlated Load, Kips

∆n Column Shortening

Length Correction Factor, each level,

inch

Lumped column length correction, in.

50 233 68.5 294 83.3 2.640 0.012 0.272 Say 1/4"48 257 75.6 360 249.8 2.628 0.04146 283 83.3 324 416.4 2.587 0.05644 311 91.4 324 582.9 2.531 0.07142 311 91.4 324 749.5 2.460 0.09240 342 101 324 916.1 2.368 0.101 0.667 Say 5/8 in. 38 342 101 324 1082.6 2.267 0.12036 370 109 324 1249.2 2.147 0.12834 370 109 372 1415.7 2.019 0.16732 398 117 324 1582.3 1.852 0.15130 426 125 324 1748.8 1.701 0.156 0.724 Say 3/4 in.28 500 147 324 1915.4 1.545 0.14626 550 162 324 2082.0 1.399 0.14424 605 178 324 2248.5 1.256 0.14122 665 196 324 2415.1 1.115 0.13820 815 239.75 324 2581.6 0.977 0.120 0.542 Say 1/2 in.18 926 272 324 2748.2 0.857 0.11316 1034 303.75 324 2914.7 0.744 0.10714 1140 335 324 3081.3 0.636 0.10311 1245 365.75 324 3247.8 0.534 0.0999 1450 425.75 325.92 3414.4 0.435 0.090 0.435 Say 1/2 in.7 1650 483.75 363.96 3581.0 0.344 0.0935 1650 483.75 368.04 3747.5 0.251 0.0983 1650 435.375 494.04 3914.1 0.153 0.153

SUM 2.640 2.625

Exterior Column R5 or R16

Page 2 of 2

Shear Wall Estimate Appendix E

Estimate

Shear Wall

Description Units Quantity Total includingMaterial Labor Equipment Total O&P Material Labor Equipment Total Bare Total O&P

Patent Slipform + crew SFCA 323350 $1.73 $4.16 $0.45 $6.33 $4.41 $557,779 $1,343,519 $145,508 $2,046,806 $1,425,974

Concrete5ksi Concrete CY 16200 $71.50 $71.50 $78.50 $1,158,300 $0 $0 $1,158,300 $1,271,7006 ksi Concrete CY 11740 $81.50 $81.50 $90.00 $956,810 $0 $0 $956,810 $1,056,60010 ksi Concrete CY 20740 $189.00 $189.00 $208.00 $3,919,860 $0 $0 $3,919,860 $4,313,920

CY 48680 $6,034,970 $0 $0 $6,034,970 $6,642,220

Reinforcing Steel Gr 60 Material Deliver Installation15" Wall Tons 596.7 $706.00 $18.00 $710.00 $1,434.00 $1,546.00 $421,270 $10,741 $423,657 $855,668 $922,49818" Wall Tons 247.95 $706.00 $18.00 $710.00 $1,434.00 $1,546.00 $175,053 $4,463 $176,045 $355,560 $383,33124" Wall Tons 330.45 $706.00 $18.00 $710.00 $1,434.00 $1,546.00 $233,298 $5,948 $234,620 $473,865 $510,87632" Wall Tons 447.9 $706.00 $18.00 $710.00 $1,434.00 $1,546.00 $316,217 $8,062 $318,009 $642,289 $692,453

"C" Columns Tons 210.6 $706.00 $18.00 $710.00 $1,434.00 $1,546.00 $148,684 $3,791 $149,526 $302,000 $325,5881833.6 $1,294,522 $33,005 $1,301,856 $2,629,382 $2,834,746

Placement Material Labor EquipmentCrane and Bucket CY 48680 $47.00 $9.60 $56.60 $38.50 $0.00 $2,287,960.00 $467,328.00 $2,755,288.00 $1,874,180.00

Add per story (highrise) CY 48680 $0.82 $0.43 $1.25 $1.75 $0.00 $39,917.60 $20,932.40 $60,850.00 $85,190.00 per StoryTotal $88.00 $31.10 $119.10 $126.00 $0.00 $4,283,840.00 $1,513,948.00 $5,797,788.00 $6,133,680.00

Install Wall Reinforcing TON 2500 $384.00 $12.53 $396.53 $436.18 $0 $960,000.00 $31,325 $991,325 $1,090,458

Embedded Plates EA 1600 $40.00 $40.00 $44.00 $0.00 $64,000.00 $0.00 $64,000.00 $70,400.00Embedded Studs EA 25000 14 $14.00 $15.40 $350,000.00 $0.00 $0.00 $350,000.00 $385,000.00

Total $350,000.00 $64,000.00 $0.00 $414,000.00 $455,400.00

TOTALS $8,237,270 $6,684,364 $2,992,637 $17,914,271 $18,582,477

Bare Unit Costs

RSMeans Building Construction Cost Data 2000WinEST Estimating Software

ENR Price Index (Steel $)

1 of 8

Braced Frame Core Estimate Appendix E

Estimate

Braced Core

Description Steel Units Quantity Total includingType Material Labor Equipment Total O&P Material Labor Equipment Total Bare Total O&P

Erection TON 19095 $0.00 $288.00 $90.50 $378.50 $4.41 $0 $5,499,412 $1,728,114 $7,227,526 $84,210

Steel Take-OffsOuter Comp. Beams A992 TON 3950 $565.00 $565.00 $621.50 $2,231,750 $0 $0 $2,231,750 $2,454,925

Core Framing A992 TON 400 $565.00 $565.00 $621.50 $226,000 $0 $0 $226,000 $248,600

Brace Diagonals A992 TON 3421 $565.00 $565.00 $621.50 $1,932,973 $0 $0 $1,932,973 $2,126,270

Brace Beams A992 TON 1950 $565.00 $565.00 $621.50 $1,101,605.93 $0.00 $0.00 $1,101,605.93 $1,211,766.52

Box Columns A572 TON 5366 $715.00 $715.00 $786.50 $3,837,002 $0 $0 $3,837,002 $4,220,703

Columns A992 TON 2272 $565.00 $565.00 $621.50 $1,283,614 $0 $0 $1,283,614 $1,411,975

Misc./Studs/Additional A36 TON 1736 $189.00 $189.00 $208.00 $328,090 $0 $0 $328,090 $361,073

Bolts (30 bolts/ton) A325 EA 520778 $0.70 $2.21 $2.91 $4.81 $364,544 $1,150,919 $0 $1,515,463 $2,504,94119095

Shaft Wall Assembly U438 SF 323300 $3.57 $2.15 $5.72 $7.81 $1,154,181 $695,095 $0 $1,849,276 $2,524,973

8ksi Concrete Comp Col CY 2090 $133.00 $3.15 $2.00 $138.15 $151.97 $277,970 $6,584 $4,180 288733.5 $317,607

TOTALS $12,737,731 $7,352,009 $1,732,294 $21,822,034 $17,467,042

Bare Unit Costs

RSMeans Building Construction Cost Data 2000WinEST Estimating Software


2 of 8

Hat Truss + Outrigger Estimate Appendix E

Estimate


Erection TON 20210 $0.00 $288.00 $90.50 $378.50 $4.41 $0 $5,820,399 $1,828,980 $7,649,379 $89,125




Brace Beams A992 TON 1950 $565.00 $565.00 $621.50 $1,101,606 $0 $0 $1,101,606 $1,211,767

Box Columns A572 TON 6316 $715.00 $715.00 $786.50 $4,515,678 $0 $0 $4,515,678 $4,967,246

Columns A992 TON 2049 $565.00 $565.00 $621.50 $1,157,565 $0 $0 $1,157,565 $1,273,322

Hat Truss + Outrigger A992 TON 316 $565.00 $565.00 $621.50 $178,441 $0 $0 $178,441 $196,285




8ksi Concrete Comp Col CY 2460 $133.00 $3.15 $2.00 $138.15 $151.97 $327,180 $7,749 $4,920 339849 $373,834

TOTALS $13,553,613 $7,743,241 $1,833,900 $23,130,753 $18,497,813

Hat Truss + Outriggers

RSMeans Building Construction Cost Data 2000

Bare Unit Costs

WinEST Estimating Software


3 of 8

Braced Core + 2 Outriggers Estimate Appendix E

Estimate

Core + 2 Outriggers


Erection TON 19894 $0.00 $288.00 $90.50 $378.50 $416.35 $0 $5,729,441 $1,800,397 $7,529,839 $8,282,823




Brace Beams A992 TON 1950 $565.00 $565.00 $621.50 $1,101,605.93 $0.00 $0.00 $1,101,605.93 $1,211,766.52

Box Columns A572 TON 6316 $715.00 $715.00 $786.50 $4,515,678 $0 $0 $4,515,678 $4,967,246

Columns A992 TON 2049 $565.00 $565.00 $621.50 $1,157,565 $0 $0 $1,157,565 $1,273,322


Belt Truss + Outrigger A992 TON 319 $565.00 $565.00 $621.50 $180,073 $0 $0 $180,073 $198,080





TOTALS $13,740,378 $7,673,415 $1,805,317 $23,219,110 $26,935,581


Bare Unit Costs



4 of 8

Braced Core + 3 Outriggers Estimate Appendix E

Estimate

Core + 3 Outriggers


Erection TON 19894 $0.00 $288.00 $90.50 $378.50 $416.35 $0 $5,729,441 $1,800,397 $7,529,839 $8,282,823




Brace Beams A992 TON 1950 $565.00 $565.00 $621.50 $1,101,605.93 $0.00 $0.00 $1,101,605.93 $1,211,766.52

Box Columns A572 TON 6316 $715.00 $715.00 $786.50 $4,515,678 $0 $0 $4,515,678 $4,967,246

Columns A992 TON 2049 $565.00 $565.00 $621.50 $1,157,565 $0 $0 $1,157,565 $1,273,322


Belt Truss + Outrigger x 2 A992 TON 637 $565.00 $565.00 $621.50 $360,146 $0 $0 $360,146 $396,160





TOTALS $13,927,144 $7,694,545 $1,805,317 $23,427,007 $27,179,652


Bare Unit Costs



5 of 8

Construction Estimate Summary Appendix E

Material Labor Equipment TotalShear Wall $8,237,270 $6,684,364 $2,992,637 $17,914,271

Braced Frame $12,737,731 $7,352,009 $1,732,294 $21,822,034Hat Truss $13,553,613 $7,743,241 $1,833,900 $23,130,753

2 Outriggers $13,740,378 $7,673,415 $1,805,317 $23,219,1103 Outriggers $13,927,144 $7,694,545 $1,805,317 $23,427,007

Percentage of Costs Material % Labor % Equipment %Shear Wall 45.9816 37.3131 16.7053

Braced Frame 58.3710 33.6908 7.9383Hat Truss 58.5956 33.4760 7.9284

2 Outriggers 59.1770 33.0478 7.77513 Outriggers 59.4491 32.8448 7.7061

Shear Wall 11305Braced Frame 19095

Hat Truss 202102 Outriggers 205283 Outriggers 20847

Total Steel Tonnage

7.7

32.8

59.4

7.8

33.0

59.2

7.9

33.5

58.6

7.9

33.7

58.4

16.7

37.3

46.0

0

10

20

30

40

50

60

Cos

t %

Shear Wall Braced Frame Hat Truss 2 Outriggers 3 Outriggers

Structural System

Cost Breakdown

Material %

Labor %

Equipment %

6 of 8

Typical Column Schedule Appendix E

Floor 2 Story HT WT Tons/Col Line WT Tons/Col. Line WT Tons/Col Line50 24.5 257 3.1 90 1.1 233 2.948 30 283 4.2 109 1.6 257 3.946 27 311 4.2 120 1.6 283 3.844 27 370 5.0 145 2.0 311 4.242 27 398 5.4 176 2.4 311 4.240 27 455 6.1 193 2.6 342 4.638 27 550 7.4 233 3.1 342 4.636 27 605 8.2 257 3.5 370 5.034 31 815 12.6 283 4.4 370 5.732 27 926 12.5 311 4.2 398 5.430 27 1034 14.0 342 4.6 426 5.828 27 1140 15.4 370 5.0 500 6.826 27 1245 16.8 398 5.4 550 7.424 27 1450 19.6 500 6.8 605 8.222 27 1650 22.3 550 7.4 665 9.020 27 1650 22.3 550 7.4 815 11.018 27 1650 22.3 605 8.2 926 12.516 27 1650 22.3 605 8.2 1034 14.014 27 1750 23.6 665 9.0 1140 15.411 27 1840 24.8 730 9.9 1245 16.89 27.16 2075 28.2 808 11.0 1450 19.77 30.33 2190 33.2 926 14.0 1650 25.05 30.67 2260 34.7 1140 17.5 1650 25.33 41.17 2400 49.4 1140 23.5 1650 34.0

SUM 418 SUM 164 SUM 255

374 BX SUMS 55 BX SUMS 174 BX SUMS44 W SUMS 109 W SUMS 81 W SUMS

Typical Column Schedule (W14)

Outrigger Ext. ColumnsOriginal Ext. ColumnsBF Core2 Levels per Column

7 of 8

Typical Brace and Beam Schedule Appendix E

BF Bays N-S) #1 24 #4 48 E-W Width North 67.5#2 39 #5 39 Average South 67.5#3 48 #6 21 300' total/fl

SUM = 219

Floor 2 Story HT WT Tons/Floor N-S E-W WT Tons WT Tons/Floor N-S E-W50 24.5 109 24.0 15.0 393 43.0 36.848 30 109 24.1 15.1 W21x201 54.3 245 26.8 36.846 27 132 29.1 18.2 W14x109 28.6 245 26.8 36.844 27 159 35.1 21.9 W40x215 23.5 245 26.8 36.842 27 176 38.8 24.2 W14x665 209.4 245 26.8 36.840 27 283 62.4 39.0 SUM 315.8 278 30.4 36.838 27 283 62.4 39.0 278 30.4 36.836 27 283 62.4 39.0 278 30.4 36.834 31 398 88.0 55.1 W21x201 54.3 278 30.4 36.832 27 398 87.8 54.8 W14x120 31.5 276 30.2 41.730 27 398 87.8 54.8 W40x215 23.5 276 30.2 41.728 27 426 94.0 58.6 W14x665 209.4 324 35.5 41.726 27 426 94.0 58.6 SUM 318.7 324 35.5 41.724 27 426 94.0 58.6 324 35.5 41.722 27 455 100.4 62.6 324 35.5 48.620 27 455 100.4 62.6 324 35.5 48.618 27 455 100.4 62.6 392 42.9 48.616 27 500 110.3 68.8 392 42.9 48.614 27 500 110.3 68.8 392 42.9 48.611 27 500 110.3 68.8 392 42.9 48.69 27.16 665 146.8 91.6 392 42.9 58.87 30.33 665 147.0 92.0 431 47.2 64.75 30.67 665 147.1 92.1 431 47.2 64.73 41.17 665 148.2 93.9 431 47.2 64.7

SUM 2105 1316 SUM 866 1084

0 BX SUMS3421 W SUMS

Typical Brace & Beam Schedule

Outrigger Member Weights BF Core BeamsBraces/Diagonal (W14)

Hat Truss+Outrigger

Belt Truss+Outrigger

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appendix e - pennsylvania state university · (71 south wacker drive) appendix e patrick hopple −...

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