p7~f~ifA 4 LCOMPUTE III~ I ~~qNERN I ICAI i .g …p7~f~"ifA 44 LCOMPUTE III~ jAIDjD0S- -.g * ~ 1'O I...

p7~f~"ifA 4

4 LCOMPUTE jAIDjD0S- - .g *III~ ~ ~~qNERN I ICAI i" )IIIP 1'O JII IINTUTO REOR ITL* 2-3

.'ONEP DEIGnEAMLECOPUERAlE

in.,

I.kese e Eniees Inc.

8 2 S o u h el *S t e e

Cha pa£ Ilios 12

Inom to TIEE I,09 Zy1jJ,"l v

CD ~ *0S

DE .

24 00Q~ 0 0:1 0

:tv. 3 * o '

'M 'M

..........

..................... .................. ......

......... ..... ~ .s

....... . .... . . . . ... ,...

.. ...... ~ ....*'.. . .

......... . . ........ . . . . ....-... ::..::.....

.........

......... . . .... .... .

Table of Contentsfor

Scheme A

Project Description .......... ............................................ 1Ccmputer Aided Structural Modeling .......................................... 7Criteria ........................................................... 11City/Installation Database ................................................ 15Modeling Philosophy .................................................... 17Draw Mooel ......... ............................................... 19Snow Loads ......... ............................................... 23

Wind Assumptions ........ ................. ........................... 29Main Wind Force Resisting Loads .......................................... 31Wind Components & Cladding Loads ......................................... 37

Dead & Uve Loads .................................................... 41Minimum Roof Uve Load ................................................ 47Loads Database ....................................................... 51Draw Grid & Openings ................................................. 53)raw Structure Philosophy ............................................. . 55)raw Structure ...................................................... 57

Assign Wall Loads Philosophy ............................................. 67Assign Loads ........................................................ 69Analysis & Design Philosophy ............................................. 77Surface Element Analysis ................................................ 79Steel Roof Dock Design ................................................ 83Narrowly Spaced Element Analysis .......................................... 87Steel Open-Web Joist Design ............................................. 95Widely Spaced Element Analysis: Beam ...................................... 99Steel Beam Design ................................................... 103Widely Spaced Element Analysis: Girder ..................................... 107Steel Beam Design ..................................................... 111Truss Element Analysis .................................... ..... 115

Column Load Run Down ......................................... 119Steel Column Design ........................................... 125Lateral Resistance Philosophy .. ................................. . ... 129Define Lateral Resistance ................. ...... .. .. .. ..... .. .... 133W ind Lateral Analysis . .. . . . .. . .. .. .. .. .. .. .. .. .. . . .. . .. .. . . . . . 137

Seismic Loads ..................................................... 149Sel;mla Lateral Analysis ................................................. 157Quantity Take-Off Philosophy ............................................ 167Quantity Take-Off ........ ......................................... . 169Concludinq Remarks .................................................. 175

Prole• Deeip

r 3. 13r 7-

m 2"Omuft * *

24.0 24.0

TypicalRigid

ii qiFrame 24.0 r-g 24.0LocationsTfI- - : 3 -

Z4 .P - - - 2- 4.0

* t~~4g~ ;~hm Lwer oofUpper Roof

Typical Rigid Frame Locations

Sh~~~~~~qle~~inl Plydee Mmrn ..12 0g MetdRn al Dec

S vPl dodMmi 1-1/2" 20 qa Metal Roof Dock~

Par- W titIonsulatoad + 6 1/2 Conret

12 -5/B g Metal Stud

1" Insldatlon 8oard~Carpet & Pad

"2"-2yg- Metr l floor A rck

Mechanical: 3 pinf no

Electical:. 1 poSprlnkleru. 2 potLay-In Attl Ceiling

5" Umeetoioe Pom

2

Project Description

nMOMS 1

A A

24A-__ 24hzI

X-Bracing Joig *4' o.€.

3 Rik tu~olo •Single Ply ed mewdonn

Locato" 24gid Insulation

•11/2" 20 go Mold Root Docxk ,I"0 PlyMl 64 muto

3- Rii Inuato

1-1/2" 20 go Metal Root Doecki t 3oaf-F + 1-1/" Confrite

Eldercol: 1 pefSprinklers: 2 ps _ Lower

La nAcoustical Celing Aoo ss ou For

Partition Load - 6 pf 1 nrIC 72.3 f05/8" Drywall Mechanical- 3---oW

3-5/8" Metal Stud Electrical: I _ _ _i', t

" Insrlotion Board Sprinklers: 2 psi -

Carpet & Pad - _:'"

""-, • Second Floor .- ,.S~~~~~2-1/2" NLWT " ,•'•...

-2"-209c Metal Floor Deck - ' ..... .. -

Mechanical: 3 p, 'Electrical: I pst " .•S"Sprinklers: 2 DsOLay-in Acosilcal Celing

5" LImketone Panels "•'

3

-7

Fie - LOffa 6.0-

- iOni-.- llO-,.~ .2)[

24.0 24.0

24.0 S 1 Jisle - 24.0

T. us

24.0 240

C4---,- ---- --. 04

Upe R ]',US,

Second Floor Lower RoofI I Typical 10" Concrete

Shear Walls

SSingl Ply Membrane

3. 3" immolatio

1-/2r 20 go Mel Ro DOck

,'j : '" t•'-" Cocrete Slob LoeMcihlnical: 3 ps + oE'leuI * ctrical: I ,ti",,.ISpinklers: 2 pSf L ay- In A co u s l- al C oiling

Trusq Eechtriclc: I• psf

I•. .!. _'Partition L oad -. 6 psi S prinklers: 2 psi

I 5/8r Drywall3-5/8" Metal Stud1" lnsulation Board

Crpet & Pod

Second nlow

'4" Concrete Slob

*1. Mechaioncal: 3 osfElectricol: 1 psis.Sprinklers: 2 psILay-in Acousticol Coiling

"5-rs" Limto Panels

4

Project Description

This 1 and 2 story project is to provide prxmtwely9,500 gross square feet of office space for onea of two

(o~a) Chrestn oth:ol

(b) Radord AAP, Virginia

Soil conftbon are unknown at both ohtm.

The fok*4 Project criteri has bee esablished:

1. The V8 x V space on the *at W#* shll beookxmnfree foropnofflice *oftln.

2. Th1b ! v 7Z letimami second- floorues sil provide 24 square bays.

l.Thr "IT e! ',:0 b% a z= n grade with the tops of perimete continuus wall footln,% set at Z-belom grade. Column footng wil be isolated upre ad footings

4. The seond flmoor ccupac I"e loads looaed on the plan are:Offices:50 psi

Flo Storage: 150 PatCafior, ldar.Sl& Lobby: 100 pot

5. Strudturailkwitui sche mesto bedesigned mid compared shldbeassfollows:

Scheme A. AN steel, non-copsielatera load resistanc w rigid bues,

Schemew 8: AN steel, composte,latera load resistance - X braced frunies.

Schmew C: Monolithi conret for two stogy portion, stee for lWer roof portion,latera load resistance - shear walls.

Project Description

8. "e typhel eerr envelop, consists of 5' Unestone panoes, 1 fgid inrulation, 3-5V metel ds, aid.5W drywal.

7. VWndow and door oponings am uniformly distrbuted to all elevatons.

8. Load Assumptions:Imlportace Exosr

Ca" cgorySnow: I CVWnd: I C

Selemic: IV

9. Materiel Assumptions:Concrete: 4,000 psi, NLWr

Steel Reirdorcing: Grade 60Steel: A36

10. FIre resistace rating shell be achieved by a wet splinider system.

5

sonO

momponew acuaeM

M111iniuff"CI~ l fe

COMPOge Aided Sbruokfr Modekia

Uneai Narrowly Spaced

Widely Sp5 e

Asig Lds

Compute Aided Structural Modlinu

Define Diaphragm Fddl

DefieLamm1~.teral • Trussing

Quantty Take-Ohf

Compare Sdch

End

Independant Sub-Programs

9

QIJ-Use Criteria

Menu

P"*ct Project DataSProject Name: Office Building - Scheme ACiy/Installation: Radford AAPCountry-. USAState: VACounty. Pulki Selc RadordDesign Load: TM 5409-1 1991 From ListBuilding Code: B3OCA FromListSeismic Code. TM 5-809-10 199g1

Elevation Above Sea Level: 3300 ftNo. Of Stories: 2Floor Area: 9504 sq ftOccupancy. Use Group BType Const 3ASeismic Lateral Low Resistance

N-S System: BlankE-W System: Blank

Regional Review Regional Data- I Wind

Basic WInd Speed: 70.0 mphCoastal: NoMa)dmum Wind Speed: 58.0 mphWind Dhreclok: SE

SnowGround Snow Load: 25.0 psfMaximum Snow Depth: 15.0 inSnow Density: 17.3 plf

RainAverage Annual Rainfall: 44.0 inMaidmum Rainfall: 4.0 in

TemperatureMaimum temperature: 92 FMinimum Temperature: -24 OF

Seismic Zone: 2A: 0.150Frost Depth: 22 in

I1

sit Wind Siopefc

Exposure: CImportnc: 1: 1.00

Snow

Exposure: C: 1.00Importance: 1: 1.00Rod Slippey. NoThermal Factor 1.0

SeismicImportance: IV: 1.00Soil Factor S3: 1.5

SoilBlank

llin...rlntPrint DataBasic Design Criteria

0 All Other• Print To File

SExecute Notepad

LSons oil Output

Page Setup

Left Margin: 0.5 inRight Margin: 0.0 In

Print File

Exit N pad

12d

12

Criteria

Basic Design Criteria

Project DataProject Name : Office Building - Scheme A

City/Installation Radford AAPCountry USAState 2 VACounty Pulaski

Design Load TM 5-609-1 1991Building code B SOCASeismic Code a TN 5-609-10 1991

Elevation above eae level a 3300 ft.No. of Stories 2Floor Area a 9504 sqft.Occupancy : Use Group BType of Construction 3ASeismic Lateral Load Resistance

N-S SystemN-S Rw : 0

E-W SystemE-W Rw 0

Regional DataWind

Basic Mind Speed 70.0 mphCoastal NoMaximum Wind Speed a 58.0 mphWind Direction a S5

Snow

Gra,'w 0-.v tead a 25.0 pefMaximum Snow iepth 1 15.0 in.Snow Density t 17.3 pLf

Rainv.o.agw ..... a. Rainfall 44.0 in.

Maximum Rainfall a 4.0 in.

TemperatureMaximum Temperature a 92.0 dog FMinimum Temperature t -24.0 dog F

Seismic Zone t 2A 3 0.150Frost Depth a 22 in.

Site Specific Data

Wind

Exposure CImportance i 1 1.00

SnowExposure a C t 1.00

Importance I a 1.00Roof Slippery a NoThermal Factor a 1.0

SeismicImportance : IV 1 1.00Soil Factor : 53 1.5

Notes

Importance Factor for Snow and Wind:I All buildings and structures except those listed below.I1 Buildings and structures where primary occupancy is one in which

more than 300 people congregate in one area.III Buildings and structures designated as essential facilities,

including, but not limited to:Hospital and other medical facilities having surgery or emergency

treatment areas.Fire or rescue and police stations.Primary communication facilities and disaster operation centers.

Power stations and other utilities required in an emergency.Structures having critical national defense capabilities.

13

IV Buildings and structures that represent a low hatard to human lifein the event of failure, such an agricultural buildings, certain

temporary facilities, and minor storage facilities.

Wind Exposure CategorytExposure C3

open terrain with scattered obstructions having heights

generally less than 30 ft.

Snow Exposure Categorys

Exposure C:Locations in which snow removal by wind cannot be relied on to reduceroof loads because of terrain, higher structures, or several tress

nearby.* The conditions discussed should be representative of those that are

likely to exist during the life of the structure. Roofs that containseveral large pieces of mechanical equipment or other obstructions do

not qualify for siting category A.Snow Thermal Factor:

Heated Structure.* Theme conditions should be representative of those that are likelyto exist during the life of the structure.

Importance Factor for Seismict

I. Easential FacilitiesHospitals and other medical facilities having surgury end emerqe.: j

treatment areas.

Fire and police stations.Tanks or other structures containing, housing or support aaS wateror other fire-suppression materials or equipment required for theprotection of essential or hazardous facilities, or spe.-ialoccupancy structures.Emergency vehicle shelters and garages.Structures and equipment in emergency preparedness enters.

Stand-by power generating equi6. =rt for essential facilities.

Structures aend equip• mt In uw•am-.nation •eberv *r•d otherfacilities required for emergency response.

1I. Eazardous FacilitiesStructures housing, supporting or containing sufficient quantities

of toxic or explosive substances to be dangerous to the safety ofthe general public if released.

111. Special Occupancy StructureCovered structures whose primary occupancy is public assembly -capacity more than 300 parsons.Buildings for schools (through secondary) or day-care centers -capacity more than 250 students.Buildings for colleges or adult education schools - capacity more

than 500 students.medical facilities with 50 or more resident incapacitated patients,but not included above.

Jails and detention facilities.All structures with occupancy more than 5000 parsons.Structures and equipment in power generating stations and other

public utility facilities not included above, and required forIV. Standard Occupancy structure

All Structures having occupancies or functions not listed above.Seismic Soil rector:

833 A soil profile 70 feet or more in depth and containing more than20 feet of soft to modium stiff clay but not more than 40 feet ofsoft clay.

The site factor shall be established from properly substantiatedgeotechnical data. In locations where the soil properties are not

known in sufficient detail to determine the sail profile type, soilprofile 53 shall be used. Soil profile 84 need not be assumed unless

the Building Official determines that soil profile 84 may be presentat the site, or in the event that soil profile 84 is established by

qeotechnical data.

14

Modefling Philosophy

A. Simplify the geometric model

For buildngs with reped"lv wings only one wng need to be modeed~

lnignificent pa Noo-s such nchimneys, dorrnemi, and emil projecdons. shoul not be mrodeled.

Extra wings or3 not necessary Simplified model

B. Make sure planes are in contact

A gap between adjokftn shapee wil melke 9he suftace extefio.

Use1 the Stec* optio to acc1rately place a8o6"n shape.

C. Do not intersect shapes

When modeing perapet wells mel suet"#e cornes do not himtret

Incoreet Carrect

D. Verify the model

Use fte Tape Measur commelnd, zoom in on a plan. elevation and 3-D views to verify fthemdl

17

-- - ''

. U,. DreDw Model

Tool Palete

Establish Initial1Layout Defaulla

L Gound P I Units Initial Object 'Stack OnSihe Ground

Sizet :0x 100l Increment 4" PlaneS iN-S: 73'S PuiSpadng: 20; xf2 Displa. ft-in :-W:73"8"

- Show Ground Plane I/ Snap To Units E-Wh .1WeHeight 14r)

Plane Thickness: 10"Orentation: N-S

,f H H ' ............................................Draw Building Draw First Position Cube On .. Double Click Right

Volume Floor Volume Ground Plne Mouse Key To End

Draw Seon 4 Stack On Lasm

E-W: 4Flor , .e

S"Dra~vablePiece cube OnRoolvbl La Shape

D rag Edge To

Correa DimenSiope

Corc ofSlope: . n1

IIope.-.[.n 129

19

Draw Model

Draw BuildingDraw Gable nokN-&EW

Vblu Root Volufmwe

Draw Parapet [4initial Object SimeWil Height 4'0"II

jStack On I

__ian_Plane On Roo .. ..

initial Object Size

Orientation: E-W

Posil ion Vertical

FRwe ViewTo 1Selec Book SlIcs

15 llceclm~

VeaPlanes

Delete 4 Unwanted -Sliced Shae

Remove Gable Delete Prism_ NvumeH Shpe

Check Building _

Volume

TaeMesr Plan.Elevation ZoomA

End

20

-7 -*----

Draw Mod"

21

~~~-,no Loads -- --

Use Loads AndDesign Tool Palette

Calo~~~als~ Sn wnowe Olu

Prn SScreentpu

C3 Print T File

C1Emite Noteped

Shrol LoadsA

Pa2SaLeft Mrgin:0.52I

Snow Loads

24

Snow Loads

Snow Unbalanced (pot)Snow Bolonced (psf) 25.0 25.0

Snow Drift (psf) 40.4 33.2

Snow Sliding (psf)

Snow Combined (ptf) 25.0 65.4 25 582

Snow Unbalanced (P,-*

Snow Balanced (psi) _ _.0

Snow Drift (psf) 49.0 4g.0

Snow Sliding (psf)

74.0 74.0Snow Combined (psf) 25.0

25

Snow Loads

Project Office Building - Scheme ALocation Radford AAPDesign Load : TH 5-009-1 1991

Time Sat Jan 25, 1992 5:40 PH

**ttttt Flat/Lean-To Roof Snow Load Design t *tt t*e

Flat Roof Snow Load (Pf)Pf - 0.7*C*eCt!*'Pg

Snow Exposure Category: C

Co - 1.0

Heated Structure.

Ct - 1.0

Importance Categoryt I

I - 1.0

Pg - 25.0 pat

Pf - 17.50 pof

Roof Slopes 0.00 in 12

Theta - 0 dogCheck mlnim-u Pf where theta <- 15 degWhen Pg > 20.0 paf, min Pf - 20*1

Min Pf - 20.00 patSince theta < ±12 in/ft, 5 kqf rain-on-snow surcharge applies.------------------------------

I Pf - 25.0." paf i

-----------------+

Sloped Roof Snew Load (Ps$

Pa - CS*PfRoof Slippery. ?!o

Ca - 1.00----------------------------- +

I P- - '1 00 pat

+---------------------------- 4

******o*******,******** Drift Snow Load Design * 't e

Pq - 25.0 pafSnow Density - 17.25 pef

ia - 20.00 pof (rain-on-anow surcharge not included)hb - Ps/density

hb - 1.16 ft

Projection Height - 4.00 ft

hc - heLqht-hbhe - 2.64 ft

hc/hb - 2.45 >- 0.20 Therefore consider drift load.

Importance Category: I

I - 1.0Snow Exposure Cateqory, C

Ce - 1.0Separation - 0.00 ft

lu - 35.17 fthd - 0.43*lu^1/3*(Pg+10)^1/4-1.5hd - 1.93 ft

Width of drift: I - minimum of 4*hd or 4*hc >- 10 ftw - 4*hd - 7.71 ft

w - 4*hc - 11.36 ft----------------------------- 4

I W - 10.00 ft I----------------------------- +

hd - hd*(20-9)/20 - 1.93 ft

hd <- hcPd - hd*density----------------------------- +

I Pd - 33.23 psf I---------------..--------

26

Snow Loads

ti**oeeteteeeeeeeQ~t~eoe Drilft Snow Load Design ****e O******e*****

Pg - 25.0 patSnow Denaity - 17.25 pcfPs - 20.00 poi (rain-on-snow surcharge not included?hb - Pe/densityhb - 1.16 ftProjection Height - 4.00 ftho - heiqht-hbhe a 2.04 fthc/hb - 2.45 >- 0.20 Therefore conaider dzrft load.Importance Categoryt II - 1.0Snow Exposure Category: CCe - 1.0Separation - 0.00 ft

lu - 72.00 fthd - 0.43*lu^1/3*(Pg+10)^1/4-1.5

hd - 2.65 ftWidth of drift: N - mini.mum of 4*hd or 4*hc >- 10 ftw - 4*hd - 11.40 ftw - 4"hc - 11.36 ft

----------------------------- 4

I W - 11.36 ft I----------------------------- 4

hd - hd*(20-m)/20 - 2.65 fthd > he, therefore hd - he - 2.64 ftPd - hd*dencity----------------------------- +

I Pd - 49.00 pci I----------------------------- +

****************** OEJ~Drift Snow Load Design *********.*******..*.

Pg - 25.0 pciSnow Density - 17.25 pciPs - 20.00 poi (rain-on-anow surcharge not included)hb - Pe/density

hb - 1.16 ftProjection Height w 14.00 ftha - heLqht-hb

he - 12.64 fthc/hb - 11.08 >- 0.20 Therefore consider drift load.Importance Categoryt II - 1.0Snow Ezposure Catogoryt CCO - 1.0Separation - 0.00 ftlu - 49.67 fthd - 0.43"1u'1/3" Pg+100)1/4-1.5hd - 2.34 ftWidth of drift: N - minimum of 4*hd or 4*hc >- 10 ftw - 4*hd - 9.38 ftw - 4*hc - 51.36 ft

+-----------------------------+

I w - 10.00 ft I+-----------------------------+

hd - hd*(20-c)/20 - 2.34 fthd <- hcPd - hd*denaLty+-----------------------------+

I Pd - 40.44 paf I--------------

27

Wind ASsumptions

P.,,.ftoi For BI h/ OoDufaub Height ROW. 0.75Plan RgOW. 0.75

Amme fraonpn uman c~di

h2

Main Wind Force Resisting I Ladsr

LEDUse Loads And

Design T"o P.1st.

View Outipu fiirrirrerrij 1

Printter

WindAll Odw

SPrint To File

View Perspectve (3D)Nolitbepat

VI

13

Main Wind Force Resisting Loads

Ip=0

ocpi PositveGCpi Negative

8 & L Assumpkionsnone

d3id

32

Main Wird Fome PReftft Lo"

W4~ Load: GCpimO (pit) 1.

12.1

11.1 9.26 9.2

11.1

6.6

10.1

Wimd Looa: GC•pO (pSIt) "T 1TT T T T T T T T T T T T T12.12 . --1.

11.1 ._ 4.010.1 4.0

kw• Loft: G,•-0 (pef).• '" IN "T '1 -T T 17 T T T- T T T T TT TT _.

S4 .

33•

"Mhn Wind Fome Resntna Loads

Project , Office DuLldinq - Scheme ALocation , Radford AARDeLqin Load a I1 5-009-1 1991TUme i Tue1 rob 18, 1992 4116 PM

***eeeaelteote..*....e*.*le*. MWind Load - 1 t

Velocity Importance Exposure Width Leonth Roof TypeFactor Perpend. Parallel

to Wind to Wind(mph) (ftl Ift)

70.0 1.00 C 36.0 73.7

Distance to ocean line >- 100 mL. h/d - 0.39 <- S

*eaeaeaeeeeea..eeeee..e ?tMlan FramLing Prol-esJeu ea**C***..*....*.C***

Parallel to Ridge or Length

Location a ort h h Kz qz Cp External Pressure P (pat)

(ft) (pef,• GCpi-0 -0.25 0.25

Windward Wall

parapet 18.0 1.32 0.4 10.5 0.80 11.1level 1 14.0 1.32 0.60 10.3 0.60 10.6 13.1 8.1level 1 0.0 1.32 0.00 10.0 0.80 10.6 13.1 6.1

Leeward Wall 14.0 1.32 0.60 10.0 -0.30 -4.0 -1.5 -6.5Side Mall 14.0 1.32 0.80 10.0 -0.70 -9.. -6.7 -11.7Roof 14.0 1.32 0.80 1(..0 -0.70 -9 2 -6.7 -11.7Internal 14.0 0.80 10.0 0.! 1.S ,

**ao/t/)/be/etea~e...e.t..e. .e~ Wind Load - 2 •

Velocity Importance Exposure Width enytn koof IV,"ractor Perpend. Parallel

to Mind to Wind(sphl (ft) (ft)

70.0 1.00 C 73.7 49.7

Distance to ocean Line >- 100 mL. h/d - 0.56 <- S

*e*eee*ee**ee~e..•*e main raming Pressures a**O******O*C.*C******

Parallel to RLdqe or Length

Location z or h Ch Ks qs Cp External Pressure P (paf)

(ft) (paf) GCpi-0 -0.25 0.25

Windward Wall

level 3 28.0 1.26 0.96 12.0 0.80 12.1 15.1 9.1level 2 - 3 21.0 1.26 0.66 11.0 0.80 11.1 14.1 6.1level 1 - 2 7.0 1.26 0.60 10.0 0.60 10.1 13.1 7.1level 1 0.0 1.26 0.00 10.0 0.60 10.1 13.1 7.1

Leeward Wall 26.0 1.26 0.96 12.0 -0.50 -7.6 -4.6 -10.6Side Wall 26.0 1.26 0.96 12.0 -0.70 -10.6 -7.6 -13.6Roof 28.0 1.26 0.96 12.0 -0.70 -10.6 -7.6 -13.6Internal 28.0 0.96 12.0 0.0 -3.0 3.0

34

M~n VWW~ Forc RuMIgMn Lo#ads

*.*...a*..a*****...**..***e** •Wind Load - 3 ***********t*******O****tt.

velocity Importance Exposure width Length Roof Type

Factor rp*nd. Parallelto Wind to Wind

(Mph) (ft) (ft)

70.0 1.00 C 49.7 73.7

Distance to ocean line >- 100 mi. h/d - 0.56 <- 5

* * **tQt o m Main Framing Pressures t

Parallel to Ridge or Length

Location a or h Gh Ka qx Cp EZternal Pressure F (pef)

(ft) (pef) oCpiaO -0.25 0.25

Windward walllevel 3 20.0 1.26 0.96 12.0 0.60 12.1 15.1 9.1

level 2 - 3 21.0 1.24 0.68 11.0 0.60 11.1 14.1 6.1

level 1 - 2 7.0 1.26 0.80 10.0 0.80 10.1 13.1 7.1

2qvel 1 0.0 1.26 0.60 10.0 0.80 10.1 13.1 7.1

LOeeWTd Wall 28.0 1.26 0.96 12.0 -0.40 -6.0 -3.0 -9.0

side Wa!.- 26.0 1.26 0.96 12.0 -0.70 -10.6 -7.6 -13.6

Roof 28.0 1.26 0.96 12.0 -0.70 -10.6 -7.6 -13.6

Internal 26.0 0.96 12.0 0.0 -3.0 3.0

e *t*e *e Wind Load - 4 *.****************Wind*Load*-

Veloci.:" Twrtance Exposure Width Length Roof Type

Factor oerpend. Parallel

to Wind to Wind

(mph) (ft) (ft)

-------------------------------------------------- ------------------

70.0 1.00 C 73.7 36.0

Distance to ocean line - 100 mi. h/d - 0.39 <- 5

SMain Framing Pressures

Parallel to Ridg or Length---------------------------------------------------------------------

Location • or h Ch Ks qz Cp External Pressure P (psf)

(ft) (psi) GCpi-O -0.25 0.25

---------------------------------------------------------------------Windward Wall

parapet 16.0 1.32 0.84 10.5 0.60 11.1

level 1 14.0 1.32 0.80 10.0 0.60 10.6 13.1 6.1

level 1 0.0 1.32 0.80 10.0 0.60 10.6 13.1 6.1

Leeward Wall 14.0 1.32 0.80 10.0 -0.50 -6.6 -4.1 -9.1

side Wall 14.0 1.32 0.60 10.0 -0.70 -9.2 -6.7 -11.7

Roof 14.0 1.32 0.60 10.0 -0.70 -9.2 -6.7 -11.7

Internal 14.0 0.60 10.0 0.0 -2.5 2.5

*************** * Wind Load - S *5 * *********

Velocity Importance Exposure Width Length Roof TypeFactor Perpend. Parallel

to Wind to Wind(mph) ( ft ) ( ft )

70.0 1.00 C 73.7 49.7

Distance to ocean line >- 100 mi. h/d - 0.56 <- S

35

Main Wind Force Resno Loads

****O*************O** tO** Main Framin' Pressures *****.**a*e* ****ee

Parellel to Ridge or Length

Location z or h Gh Kz qz Cp External Preasure P (pef)

(ft) (paf) GCpi-0 -0.25 0.25

windward Maillevel 2 28.0 1.26 0.96 12.0 0.90 12.1 15.1 9.1

level 1 - 2 14.0 1.26 0.80 10.0 0.80 10.1 13.1 7.1

level 1 0.0 1.26 0.80 10.0 0.80 10.1 13.1 7.1

Leeward Wall 28.0 1.26 0.*96 12.0 -0.50 -7.6 -4.6 -10.6

Side Wall 28.0 1.26 0.96 12.0 -0.70 -10.6 -7.6 -13.6

Roof 28.0 1.26 0.96 12.0 -0.70 -10.6 -7.6 -13.6

Internal 28.0 0.96 12.0 0.0 -3.0 3.0

Notes for main framing:Positi•e preasures act toward surfaces.

Preasure or auction - P - q*Gh*Cp-qh*(GCpi)

qt qz for windward wall evaluated at height z.

qh for leeward wall, side walls, and roof evaluated at

moan roof height.

36

Wind Components & Cladding Loads

Use Loads And IDesign Tool Palo

View Per.pec•ve (13D)

Calmulate Wind Review QuleianLoads % Opening Coess: -0.25 & +0.25

4 Components & Cladding

Calculate

Tributary Area'.. F2 Key ForHorizontal Vertical • Keyboard Input

Base Point 0) 50TPoint 2: 40' 14100Length: 4 14"

Wind Components & Cladding -__

0 Add Opposte Side Of RoofName: Limestone Panel

Co 'ponent Tibutary WidthYes. Use Code Provision

Cancel Defining > Mouse: Double ClickTributary Areas Right Mouse Key

View output Jie~ec]oPrint ScreenI (4 Printer Igamhld)

37


Vie Calculations Print Data

0 AIl Other[]Print To File

&*Excute NOtelpad

Page SetupjLeft Margin: 0.5 inRight Margin: 0.0 in

Print Fl

Exit Notepad

-- View Porspecive (30) Solid ObjG,,, -

Sho LoadsComponents & Cladding :.....-......

Zone Areas

38l ,. ... .

Wind Componerts & Cllddign LoadIs

Wind Load: Componens & Cladding (pot)

17.5

Wind Load: Components d Cladding (pse)

21.8

33

8ý -

''•."•--


Project Office Building - Scheme ALocation : Radford AAP

Design Load : TM 5-609-1 1991Time Sat Jan 25, 1992 5:49 PM

*****t**t*t*e**t******e***e*t** * Wind Load ******t**t**tt***.t* *t***

Velocity Importance Exposure Width Length Roof TypeFactor Perpend. Parallel

to Wind to Wind(mph) (ft) (ft)

----- ------------------------------------------------------------------70.0 1.00 C 49.7 73.7

Distance to ocean line >_ 100 ml. h/d - 0.56 <- 5

Height Kh qh GCpi(ft) (pef)

------ ----------------------------------29.0 0.96 12.0 -0.25 0.25

Height <- 60 ft

*******t******,**•* Component/Claddtnq Pressures (p.f) ******************.

...........--...------------.........------------------------------

Windward LeewardTributary Zone 4 Zone .5 Zc"&* 4 Zone 5Area (if) middles corwers ', ddles corners

GCP P GCr P GCF P ..p r----------------------.....----- .........---............

Internal -3.0 -3.0 3.0 3.0Limestone Panel 4.;7 ft x 14.10 r. *

65.3 1.21 17.5 1.21 .7.: 1 i b 7 -.. 57 -21.8a - 5.0 ft

Notes for components and cladding:P - qh(GCp)-qh(GCpi)Internal pressures have been included in above values.

"For roof overhangs: algebraically add this pressureto the above values. P - qh(GCp) - 0.Sqh

To comply with TM 5-809-1, wall external pressureshave not been reduced 10% per ASCE figure 3, note 3.

For a rectangular tributary area, the width of the areaneed not be less than one-third the length of the area.

40

Dead & Live Loads

Use Loads And |

Design Tool Palate

AddOffice: Offices 50 psf

Add

Office: Corridor (Main)100 psf

Office: Files & Storage

sDouble Click On IStorage Load To .... Fi .& Storae I

1S0 psi

StpUsing

Dea Lod lo Da od Use Floor (DL)

Inu

Iut.-.. Select Type

Name: Second Floor •,, ,Type PSI

Partition: 51-100 plf 6.0 ............. y ..................

Finish: Carpet & Pad 1.0 Scroll To FindDeck: MTL DK 2.0/NLWT 2.5 42.0 Load Type & PSFStructure: Steel Beams 00 _ __ __IMechanical: Mech A/C Ducts 3.0

Electrical: Elect/Lighting 1.0 V

Fire Protection: Sprinklers Wet 2.0 Double aickCeiling: Susp Ch nl/T'ile 2.0 On Load TypeTotal: 57.0

41

Dead & Uve Loads

Dead Loads Floor Dead Loads Save

Stop Using

Floor (DL)

Roof Dead Loads UsRof(LInu

Name: Lower RoofType psf

Roofing: Singl,. .9, 1.5Deck: MTL DK 1i.5/NLV" 2.5 36.0

Structure: Steel Bar Jst 24'@4' 1.8Mechanical: Mech A/C Ducts 3.0Electrical: Electilighting ; 0Fire Protection: Sprinklers Wet 2,7"Insulation: Rigid Rod Ins 3" 2.4Ceiling:..T:.aI: 47.7

Input

Name: Upper Roof

Roofing: Single Ply 1.5Deck: Steel 1-1/2 20ga 2.5Structure: Steel Beams 0.0Mechanical: Mech A/C Ducts 3.0Electrical: Electtiighting 1.0Fire Protection: Sprinklers Wet 2.0Insulation: Rigid Roof Ins 3" 2.4Ceiling: Susp Ch nl/Tile 2.0Total: 14.4

L Next To ViewLower Roof Load

Stop UsingRoof (DL)

42

DeadD&eUve Loads

Input

Name: Exterior WallType psf

Finish: Limestone 5" 68.8Sheathing:Structure: Stl Stud 16ga 4"@16 1.1Insulation: Exp Polyst Rigid 1" 0.2Finish: Gypboard 5/8" 3.1Total: 73.2

Naavd. ParapetType

Finish: Um.estone 5" --- 8 :.Sh eathing•Structure:Insulation:Finish:Total: 66.8

4 Next1 To View1Exlerior Wall Load

Stop Using

S Wall (DL)

PrintPrint Data

- 0 Loadso All Other0 Print To File

0Execute Notepad

43

Dead & Uve Loads

Pit ScrollOtu

Page Setup

Left Margin: 0.5 inRight Margin: 0.0 In

Exit Noiepad

LnZ

Dead & Uve Loads

Load"

Floor Dead Loads

Name : Second Floor

Type paf

Partition : 91-100 plf 6.0Finich : Carpet A Pad 1.0Deck : NTL DK 2.0/NLNT 2.5 42.0Structure I Steel Seems 0.0

Mechanical i Mach A/C Ducts 3.0electrical : Elect/Lighting 1.0Firo Protection: Sprinklers *et 2.0

Ceiling : Susp Chnl/Tile 2.0

Total 1 57.0

Roof Dead Loads

Name Lower Roof

Type pof

Roofing : Single Ply 1.5Deck t NTL DK 1.5/iNT 2.5 36.0structure : steel Bar Jot 24"14' 1.8Mechanical : Moch A/C Ducts 3.0electrical z Zlectfghtin -1.0Fire P rnklers net - 2.0Insulation dgid Roof Ina 3":- 2.4

..M .-. .4m -. -. 4 0.0

Total : 47.7

Name Upper Roof

Type pat

Roofing s single Ply 1.5Deck i Steel 1-1/20 20a 2.5structure s teel seams 0.0mechanical M Noah A/C Ducts 3.0

electrical Z lect/Lighting 1.0Fire Protections Sprinklers Net 2.0Insulation : Rigid Roof In. 31 2.4Coiling 3 Susp Chnl/Tile 2.0

Total a 14.4

Wall Dead Loads

Ns•amexterior Wall

Type pof

riniah : Limestone 5 68.8sheathing 1 0.0Structure a Stl Stud lga 4"416 1.1Insulation : Exp Polysty Rigid 1" 0.2Finish I Gypboerd 5/0" 3.1

Total t 73.2

45

Dead & Uve Loads

Name * Parapet

Type psf

Finish Limestone 5* 66.6Sheathing : 0.0Structure 0.0Insulation 0.0

Finish 0.0

Total : 68.6

Occupancy Live Loads

Name paf

Offices Offices 50Office: Corridor (main) 100

Office: Files a Storage 150a

a. Variable design load. ncreas.: may be necessary.

NotesUnifozmly distributed liv, lads for suppo.!tinq membersl i.e., two-wayslab, beam, girder or collmns having an inf:uence area of 400 eq ft ormore may be reduced with: L - Lo*[0.25+(151s~ert(Ai))IThe reduced design live load will net be less than 50% of the unit

live load for members sur porting one flor, nor less than 401 of theunit 11- load for me.' ts supportinq t -o or more floorp.

Exceptions: For livo loads less than 100 .. Z, no .eduction is pesait-for members supporting floor(s) in the following areas:

-garages (except whore 2 or more .");orq ,.., s,•'o•-eue-one-way slab floor

For live loads greater than 100 psf and for garages used for passengercars only, no reduction is permitted for members supporting one floor:however, where two or more floors are supported, a 20% reduction ispermitted.

46

Minimum Roof Live Load

Sta•t

Use Loads & DesignTool Paleftl

Select Second Flow/JLower Pool Horizontal

Structural Plane j

Calculate Minimum Minimum Roof (U..)Roof Live Load ]AdOpoteRo -_..H_•_.

Hoblzontal Vertical IBase Point 6210" 2410" IPc::it2 6610" 46'10"

~Length, 4-0- 24' -li

View Caloalaons Pnrint Data

0 Min. Roof LLOAJI Other0Print To File0 Execute Notepad

Scroll Output

Page Setup

Left Margin: 0.5 inRight Margin: 0.0 in

47

Minimum Roof Uve Load

VI-wo.. Mew Ca- aon I File

Show Load

Enci

48

Minimum Roof Uve Load

Project : Office Buildinq - Scheme A

Location : Radford AAroesign Load : TH 5-809-1 1991

Time : Sat Jan 25, 1992 6:16 PM

* , , ,,* * HMinimum Roof Live Load (Lr)

Tributary area (At) 96 afRoof slope (F) : 0.00 in 12

Lr - 20*R1*R2 >- 12

At <- 200 Ri - 1.00

r <- 4 R2 1.00

Lr - 20.00 pafminimum Lr - 12 pof------- -----------------.-

I Lr - 20.00 paf I--------.. ---- -------.-

Check minimum roof live load, Lr, against minimum snow design loads.

Additionally, for the design of secondary members such as roof

decking and rafters, a concentrated live load with 250 lbs uniformly

distributed over an area of 2 feet square (4 sqft) will be included.

The concentrated load will be located so as to produce the maximum

stress in the member.

49

Loads Database

Run Notepad

Opon LOADS.DAT

Scroll To LocatifonIn File

Add New Itemn Insert A Single Tab CharacterI : Between The Te~d And The Load

Save File

.. ~Add Another,-,. Yes

Ite

Exit Notepad

5End

51

Draw Grid & Openings

StarJ

Use Draw StructureTool Palette

Defie Sructral Select Second FloorIGDid Lower Root Horizontal

Structural Plane

SStructural Plane Information

Name: Second Ftoor/Lower Roof

V1

Close Structural PlaneInformation Dialog Window

Parfine Grid

I N-S Soacing: 24'0"E:W Spacing: 24VPerimeter Offset: 10"

Delete Grid Lines 1Delete Grid LinesD&E 2ý

select Grid LineE Then D C, -, ----- --

Double Click Right C

Mouse Key To End

Left&Rigt------

Deleting Grid Lines •-

Add Mai Gid in ACl Mi n Grid Lef iMne Key

Select Handle.Between C & D I

Keep Dimensions To The.......-"

Left & Right At 18' And •qi"

Click The Left Mouse Key

53

Draw Grid & Openings

DrawOpenngsAdd Opening

Horizontal Veical. .2 Key For .

Base Point: 10" 241-0- F2 Key~a ForuPoint 2: 8'10" 48'10" KeyboardInputLength: 810" 24V0" "

OpeningAL 1-4 p ;lQ

Nam e: Stairs .... . _. . .. . . . . . . .0 Continuous

-- -- -- -- ---... .. .. -------' 1I

•4,g ; ,I

240 S

546

Draw Structure PhilosophyStructure Hierarhy

Surface/Deck

1 way 2 way

• pjmm ImONunifmdmUnear Narrowly Spaced on g•-•m

Widely Spzced an gS

Surface

ULnear conWIb lds

55

Draw Dtructure

ScUse Draw StructrTool Palefo

NDme: Upper Select(Upper

Information Dialog Window

Draw lenear Beams •.On All GridOetoN

Draw Thid Paint Unear WidelyBeams In Bay Al -82 Sas

Select Handle On

Grid A2-02 (L?4

Double Click RightMouse Key To End

Defining Area?41

Save Unear Elements (iOrientation: N-S

0Number Of Elements: 2 )

Draw One-Way LSraeOn-ySurface In Bay Al -82 Srae n-a

57

Draw Structure

Draw Upper Draw Surface Select Handle OnRoof framing In Bay Al -62 Grid Line Al -A2

Select Handle On

GridLnoeBI-82__

Double Click FightMouse Key To End

Defining Area j

Save Surface Element (3$-•l (,. ,.n~tton:E-W

Copy Beams&One-Way Surface opSr ]

To Other Says

Select ThirdSPoint Beams j

Selecl One-WaySurface

Double Click RightMouse Key To EndSelecting Structure

Select GridLocation Al As

The Base Point

Select Grid Locations. 4.B1.A2.B2.A3.B3 ,

Double Click Right

Mouse Key To End

58

Draw Structure

Draw Upper Draw Column. Column All GridRoof lrrmning Int mectio

Save Column Elements

Orientation: N-S IAll Floom I

1.4_

Draw Second Floori Seled: Second Flood

Lower Root Framing Lower Roof Hortzotal'm m€Strucural Plane

Draw U near Beas1On All Grid Unes "

;-,*fewe Beams Atdrid GW kilo..Inside C1-E4

In SaysA-.,. p - "- --

Al.01.B82. A3.53

Double Click Rght

Mouse Key To End

Draw Third Point Linear: WidelyBeams In Bay A2-B3 Spaced

59

Draw Structure

Draw Second Flow/ Draw Third Point Select Handle OnLower Roof Framing Beams in Bay A2-B3 Grid 82-83

F Select Handle On

Grid A2-A3

Double Click RightMouse Key To End

Save Linear Elements 1Orientation: N-SNumber Of Elements: 2

.IsDrawSurfce I Surface: One-WaySa A332-B3

I 1ec, anoteu Lm

Soled Handle On j

Grid Uine 82-83

Double Click Right i) j -

Mouse Key To EndDefining Area

Saw Surface BEflemnt

Orientation: E-W-

[ Joists In Linear~ NarrowlyByCl -E2 Spaced

[Select Handle On V fI IIGrid Ci -C2 1

i- ( 1$-'rllO- U~

ISelect Handle OnGrid E l-E2ment 5• -

so

Draw Structure

Draw Seound FloodrrwJossI Double Click FlightLower Roof Framing Bay C1-E2. Mouse Key To End

,Defning Area

Save Linear Elements

Orientation: N-S]Spacing: 48"

iDraw Surface In oSurfac: One-Way

Select Handle On 1Grid CT-C2

Select Handle OnGrid El- E2

Double Click Right

M-,-,eKeyTo Ed ht!],Defining Area P1

Save Surface Element[ rSentlt: E-W ,

One-Way Surface Copy Structure,To Othker Says I

I selectJis '

SSelect One-Way

Surface

Double Click RightMouse Key To EndSelecting Structure

Select GridLocation C1 AsThe Base Point

61

Draw Structure

Draw Second Floor/ Copy Joists & Paste Structure

Lower Roof Framing One-Way Surface ,To Other Bays

Select GridLocations C2. C3

Double Click Right 1Mouse Key To End -

Defs iningar eI, 0,wrI- H <-- ,r- ,- -

-4,

Select Grid Locations -

C2-02. D2-U2 !

Do~uble Click Right]INlnuse Key To End

S Definin~g Area

Save Linear ElemetsrOrientaton: E-W

Depth Of Support- 3' •~lIIIIIYII

Repeat For Grid =. M!II[III1'I1Locamtion C3-E3 Ii ,r

a (0

Draw Columns Column One GridS~Intersection

Selct Grid Locations ro.El. E2. E3. D4. E:4 _ •_-

62

Draw Structure

Draw Second Floodi Draw Columns Dul lc ih[ower Root-Framin Mouse Key To End

Save Columns

Orientation: N-SHeight: 14!

0 All Floors

View Strur Trarsperene Ob3D)

End

63

Draw Structure

64

Draw Structufe

A-- Z4 .0 24.0 -

24.0

24.0

24.0 I

__ I

Kj/Upper Ro

224.0

24. St i

24.0

-~ I -- -N -*-S

24.0 I I

,(t,

-econa Floor/Lower Roof~l

65

Draw Structure

661

Assign Wall Loads Philosophy

4- 1

2 2

67

Assign Loads

SStart

Use Loads & Design

Assign Live Loads14 Select Second FlooriLower Roof Horizontal

Structural Plane

Use Occupancy (LL)

Highlight Office

Assign 01ices. 50 psf .. " FZ Key FoaHorizo•l Vertica�• Keyboard Innut

6ase Point: 2410" 10"Point 2: 48*10" 7210"Length: 247 720"

Assign Office.s 0pst 0Horizontal Vertical

I~0 ......••1Base Point: 10" 4810" . -.

Point 2: 2410" 7210"

Highlight: Corridor(main) 100 ps0

Assign Corridor (main) 100 psf

Horizontal _VerticalBase Point: 8'10" 24'10"Point 2: 24'10" 48'10"Length: 160" 240"

Highlight: Files &Storage 150 psi

V V

69

Assign Loads

Assig Liw oads Assign Files & toag 150 pstHorizontal Vertical " j -"D"2-

Base Point: 10" 10" -Point 2: 24'10" 24'10" .Length: 240" 240" ...

Slop UsingOccupano/(LL) T .. _=

Asign Dead Loads •1Assign Floor Loads - Use Floor (DL)

Assign Second Floor Load

HOriZOntal VerticalBase Pint. 10" 10"Point 2: 4810' 24'10"Length: 480" 240"

I Horizontal VerticalBase Point 810" 24110"coiht 2. -;!"0- ' IISLength: 40'0" 2490-

Assign Second Floor Load

Horizntal VerticalBasePoint: 10" 48710" _ (1) ( Ci) (7)BePoint2: 4610" 72'10" 0

Length: 48D" 240"

Slop UsingFloor (DL)

Assig Roof Loads UeRd(LSNext Butln To

View Lower Roof

Assign Lower Roof Load I. j) 17)

Horizontal Vertical .Base Point: 48*10" 10" - "Length: 3670 720" ,

YI Slp Using j

70

Assign Loa__

Assign Dead Loads Assign Exterior Use Wall (DL)Wall Loads

Assign Exterior Wall Load ..> Next Bumtn TO0 Assign All Floors

Horizontal VerticalBasePoint- 10" 10 ( (pPoint2: 10" 7210" 0\ \Length: OW 770"

Wall Height IStart 14'0"End: 140"-

Assign Exterior Wall Load 0-

O Assign All Floors

Horizontal VerticalBase Point: 10 10"Point 2: 48'10" 10" ., ILength: 489" 0w" ' I

Wall Height

Start 140C"End: 140"

Assign Exterior Wall Load Q-q" I- , '.; i

o Assign All FloorsHorizotal Verticalf

Base Point 48'10" 10" , ,N " V -Point 2: 48'10" 7Z10" -- -Length: 00)" 72" - , .- ,

Wall Height

Start 14'0*End: 14'0"

__ _ _ _ _,__ _ __ _ _ i• "I" "t (,~l (•

Assign Exterior Wall Load " '

0 Assign All Floors

Honizonital VerticalBase Point: 10" 72'10"Point 2: 48'10" 7210"Length: 480" 0.0" -. l ,

71

Assian Loads

Assign Dead Loads Assign Exrior Wall HeightWali Loads Start 140"

End: 14'0"

Assign Parapet Use Wall (DL)W all Loads I ' " .

............Y........

Assign Parapet Wall Load .. Next Butlon ToView Parpe Wall

Q Assign All Floors

~ Horizontal Vertical G ~ ' (P j QPoint2 84'10" 10"Length: 36-0" - ....-

Wall Height .. 'll:,'l".-' I

Start 4V"

End: 40V

Asn -arapet Wall Load &I,-

A, Asi! Ak!•' r'oors

Horizontal vemucatUIMd bBase Point: 84'10" 10- .Point 2: 8410" 72'10" ,,..- ILength: 00" 7*" L-".,." I

Wall HeightStart 40"End: 4V0

Assign Parapet Wall Load (D-

- Assign All FloorsHorizontal Vertical

Base Point: 48'10" 7210" .. ,

Point 2: 84'10" 7210"Length: 36'0" 00"

Wall Height

Start: 4'0"End: 4'0"

Stop UsingWall (DL)

72

AsSig Loads

Assign Dead Loads Assign Upper Select UpperRooflloads 2 Roof Horizontal

Strucual• Plane

4'

Assign Upper Root Load ...> Next Buirn To[] ~ ~ : Vien I•m•w Upper Roof

0 Assign All FloorsHorzntal Verical

Base Point: 10" 10" "'D (D'!Point 2: 4810" 72'10 CLength: 480" 72'0"

_Root (DL)- ' ,•. -

Absign Ground IJ Selec: Grount I

Floo Wal LadsFloor Morizontal

l Structural an m

Ausign Exterior WaN Load ....> Neod Outmer To j

S•€Vie Exteo WallllonI

Q Assign All Floor

HorizntalVertica

End 1..4'0

B ose Pint: 10" 10" Q7___________

i a ePond: 140" 1" ,-'

W'l eiht,

73

Assign Loads

Asign Dead Loads Assign Ground IFloor Wall Loads

Assign Exterior Wall Load (J'

] Ass•gn All Floors (D - ..... .Horizontal Vertical

Base Point 8410" 10"Point 2: 8410" 7210"Length: 0w 7Z0" ( _____

Wall Height

Start 14%rEnd: 140"

Assign Exterior Wall Load ()- , -Q Assign All Floors

Horizontal Vertical]Base Point 10* 721-"---Point 2 86410" ::,0 .Length: 8mr 'J" ,

WIll Height

Start 140"End: 14"

Stop UsingWall (1)1 J

7Lods Show Loads

Endn

74

Assian Loads

A 0 8 2401. ._ E)

24.0I

C2

24.0

necio floor/Lower Roof

.3

24.0

24,

Seconol Floor/Lower Roof

75

Assign Loadis

ABC24.0 Z4.0

24.0

2z

24.0

C3

24.0

Urter Root

A C

-24.0 24.0-(

24.0III

2411ter r Wall .Exterl Wall

24.0

Ground floor

76

Analysis & Design Philosophy

A. Selin aft* Lo Conibbim~o

Bm* 5gim To AilMM

B. Rsovkw. Atbbjmmf* Guidehmnee

C. Connactly

z ~ -l _ _ _ _ _ _ _ _ _

F- Pefism Re Lo

.Cong vlgVc I _______

t I LI _ _ __ _ _

'Anolysis Output "* V

A m1000 ____ f.-*f-~ M

F. Re-Analsis (wh fe" propedstl

77

Analysis & Design Philosophy

Maxilnun V's, M's, FRs, etc. sent to Excl

roe

Connecffit Loads m MV

Dknmeswons

Ailowabl Strese

AMloab efecdns Requirad: I&S8

to CAMM

78

Surface Element Analysis

sLIE]Use Loads & Design

Tool Palete

Select Upper JRoot HorizontlJ

Structural Plane

MMerial Steel

Load Combination Use Load0 +S, Combinaton

SOK Buton To Cloe.i

_ Highligh D*S

Set Wactr-s

IReview Element I ,

79


Preliminary Aaye

Analysis IUnits: Feet & Pounds

O Use Actal Propertieso DL=Deck-Self Weight

Decking Analysis

Number Of Spans: 3Distance From Edge: 1 2

Starting Span Number. 1 lb S[ Include Superimposed Dead Load

Anahn" 7s

Analysis File Name: Optional

Yes. The Loads & Connectivity .__ ""Are Correct wo '

View Shear. Moment & -SUsidection Diagrams

ExcJ Data -hI

0 Execute Exce

80


1.00 Dead (pIt) 2.5

11.9

1.00 Superimposed Dead (pit)

25.0

1.00 Snow (pit) 1;r NW w wJ- 7 wiZ

8.0 8..-

157.6

Shear (Ib) 1_1__

S-126.1

-157.6-189.1

20 1.7 6"

*.7

Moment (lbft)0..0

39.4

Deflection

126.1 346.7 346.7 126.1Totol Combined Load

81

Steel Roof Deck Design

Review Spans. Depth Limit.Wind & Deck Loads &

Deflection Umiffs

.......................... ..-...... ;,..............Rwdew alcultionsUse Scra-tch Pad ToSR.,..w i..>o Explore Spans. And& Selecutions

& Sel I nS Loading Alternatives I

.. ................ y ~ .....................

Select Member

Print Spreadsheet

. ...................... y•L ...................... .

i wRan Tn Preliminary

I•Send Member SizeTo CASM

LPrint Spreadsheet

Return To CASM

Resto CASMDouble Click OnS~CASM loon

Cancel SelctdElement

End

83


84


Steel Deck Selection

STEEL ROOF DECK PRELIMINARY SELECTIONi ProJect::Offl• B:uilding:* Scheme-A: Date,:Feb-M 1 992

(. T Engr: ,

Load and Analysis Data:Method: Analysis Load Combination: D + S

Member ID: Factored Moments (lb-ft) Fact. Reactions

Connectivity: Beam (Left) Load Type Left Mid Right Lefttib) Right(Ib)

Beam (Right) Deck 16.0 12.8 16.0 12.0 12.0

Deck Span: 8 ft Sup Dead 76.2 60.9 76.2 57.1 57.1

Trib Width- 3 In UveDepth UmIt- 1.5 in. max Lmin Roof

Fy- 33.0 ksi Snow 160.0 128.0 160.0 120.0 120.0

Fb- 20.0 ksl Wind -

Fv- 13.2 ksl Summary 252.2 201.7 252.2 189.1 189.1

E - 29,000 ksi Load Combinations for roof: _

Uve Ld Defi- L/240 -0.53 in Load Case #1: D + S Est. Deck Wgt - 0.8 psfTotal Deff- L/1 80 -0.40 in Load Case #2: Deck + Wind Wind Load - -40.0 psi

Load Case-_ 3: Deck + Construction 200# Point Load

Deck Configuration:I Deck Type: Roof Deck Cellular: No

Code Load Combinations:Load Fb M+. M- S+ S- Ix

Case L(pt) Factor (f-lb) (f-lb) (in.3) Jn.3 (n.4)Number of # 1 1.00 201.7 92.2 0.121 0.055 0.0001

spans =3 # 2 -39.2 1.33 293.5 -235.8 0.132 -0.106 0.1650

1 # 3 0.8 1.33 284.1 -133.1 0.1281 -0.060

Maximums: 293.5 -235.8 0.1321 -0.106 0.1650

Steel Roof Deck Selection Table - Scans = 3Depth Sx+ Sx- Ix Dk wgt Corot Span Umit

Deck Type ge (In) (in.A3) (in.^3) (in.A4) (psf) 1 Span 2+Span

WR 20 20 1.5 0.237 -0.251 0.207 2.2 6'-3" 7"5UIR18 18 1.5 0.204 -0.211 0.222 2.8 6'-20 -4"

NR18 18 1.5 0.176 -0.182 0.203 2.9 5'-11" 61-11"

WRIS 18 1.5 0.3221 -0.331 0.298 2.9 7'-6 8'-10*

CASM Preliminary Steel Roof Deck Selection:

Deck Type: WR 20 Span- 8.0 ft Depth: 1.5 in Description: 2-1/2"Rib@6*oc

Weight: 2.2 pef Gae: 20 Ix - 0.207 Construction Load Span imits:

Sx+ - 0.237 Sx- - -0.251 .1 span: 6'-3" 2+span: T-5"

Notes:1. Steel roof deck properties from representative manufacturer's data.2. Design calculations from SDI Design Manual for Roof Deck - 1987.

85

Narrowly Spacad Element Analysis

suJUse Loads & Design

Tool Palette

Select Second Floor/

Lower Roof HorizontalStructural FPlan*

Load Combination • . Usis Load

O ÷S Combination

Dea:- 1.0

~ I

OK Buwlon To CloseDialog Window

Highlight D+SIn List

Seet lmetTo Line1ar arowIlt SpacedAnalye & DesOgn pn-Web Joist-K

Solect A Narrowly Spaced --

EleentNewA Coorne

Review ElementAttributes & Guidelines

v

87

Narrowly Spaced Element Analysis

Units: Feet & Pounds

0 Use Actual Properties0 DL/Dock+Self Weight

Connectivity

Left HingeS RFight Railer

Self Weight

Estimatec. Self Weight: 0.0 ..w.

Aisalysis______ ____

Analysis FR'a Name: Optional

Yes. The Loa•= :. C.nectivityAre Correct -

View Shear. Moment&Deflection Diagrams

Excel Daft I&• Execute Excel

88

Nairrowly Spaced Element Analysis

1..00 Dead (pit) 7.2

183.6 1 inn8

1 .00 SuPshmpOISCI Dead (pit) L 7 4 7 47 4 7 4

296.0

179.8 179.8 206

100 Snow (pi,) --+

_24.0

Shor (Ib)

27189.1 -451&4

Moment (Ibft)0.0 0.0

370.6 370.6 397 1

Def lection

4489.1 4816.4

Total Combined Load

89

Narrowly Spaced Element Analysis

.. ................... m- - - - ...nt.*-Sam-

2-D 1011 Alm6006-V 6177 w=-e- Oom as. 1062 &.to Sm I 1 2 o 1 0 4 o46 .0 30

I I It 1 1* .0 .6 03

................. 060 ...................... ¶ 1 1. 1, 1 o 1 26 4.00 .0

* L 4.00 4.00 0,30

6 0 1 4.06 A 0.0 3.0

t0 to it 1 I 0 1 4.06 0..of .3

PRISON! or .........Is....................I..I............016 ...........

m tmm o lm GommSIMOS or.661i6 60000 1 UNUM -x 0a D

N 00aa 70dm m~z -w -Smus_!= _= - 5 48666 3 0 0

902111. *0-304 yOZ .60" -::lj174

O ~ 0"" 1.66 .166676 -74779.02S1

- - 0.366 .467041.)41 65719.7842

1 106.666 -.a 6 1.40416 06021. row0. V066*

S0.5 "Z"5 .1 . s61 S .IT 3 21252. 4 Gum6 a 4 w

1 .66 09 6) 664.6,74 .0.66 31.0 4.7

Low6266 tow SPAIN m 0w9Lm gm Sm66 3.2 .1076 .66 24.40 452.0.4o'of

-r Sm I 6 of ~ -177064 0.86 .. 64,6.6

LEMI 20 ný 60001 0010=ma 061100 0.66 .1716 -40764096 0.4 2.0

-- ------------- --- --- --- -- -- -I- a 6.6 .34.51 .46.0 6.66 316 3)1.?77

O 6616 6.6 -7.26 4.66 2.4; .6 .51.6400 -1.4 of""4 :1.13 16.

mmo.2 o. 0m66ma. ni

mmm. MOVING

S .6 .6464 3.426 9.6 .400 .2.464 - - m - -i - -m -61 0.666 64.00 -2.6

0: 004, .660.60.666 em660.

*0211. 010F 4 .06 .660.6

I i e 1 3 0.906 ~ 1 6 6 . 6 4 . 6 . 6

- - - - - - - 11 667 C..46 4.6.

as 0 10.00.0.66.6.66.4.66.0.06.2" 0 76 .6 66 .6 6.6

2. 6MN 00.669- 0.66 6.66-9 0.00 4.66 0ss 0f

................. . .66 6.6 6.6 6.6 0.66...............

6fi' 37.46q 0.6 0.6 0.a 0.0 0Poipsm ý

*90 06 06 .6 0.6 06

Naffowtv Spaced Element AnSI vais

mo Go e .n 24 4 ,mom um -i

mmr =OMS -OPIM VISION~ -4e.40ef..ie. .osmcO1.aie

o .c."09 alcme. -1....

o ~- oem -1400443.7674 iaMact 7geaS0,01019. If1 eec -430844202.35s4 iai1o181. GMs

Li ofea o.e0" "sss soem

no Annm I*i SION I mm mZL

Baim An"MIIMM!o a c~m 1331.929 -444.290 O-mc -eiUc ic. s

am a cn 4 weec maize. -au 0..ise 9.m40 Of go@ La ite..

9 0"ma -uncle -am464.289 102.5. a aloso.l

orm m rl ~IdW to 980 -itca.m -79Sa.9i8 96"m 2240.= -0em

gm. rowm. MOISI

so owe iLIMONE MINMU pemu. vlm. getlool OSID* -. IOERS

I UNIMPOI 3.40 -i02.60 0.c. 2.4e p l MINRn a WOE*2 UNOR

a g~m am a"m

flo AND~ fvwM om -0 ofinu -- mm 0 g0m0110

tin. S. .0" cmi i7sa mamma eeM, -0.00o 0.55 a-m4.099-.

8 .m .. ss

cma. floo. foop*.,i .

Imam UNM, IDNI n - -wIsosNON OD a 1 2 MORaMMOR W

usM i,.c.am Moll am~m sscoso.

a a i17 em sc. om ce

7 3. nf.c. sMWc.G 411. s4c. oaee as ma1 0

o~~~~~~~~~~~~~~~~~~ . .2e I~. ee .c 0 ---------------------- T ..... ... ... ..... .............-

atig2ALcdA" - 00 A - t&"

SMI m food Ofil us cmrn i.e.. MIS CeROP mm11 gomm. 0.it .o VIVI down 1200 juO~a t rOIMS m m ino~f-

a a a ild TONS. c sea a .i i 5 I e ag co

a 1 1 s i 'gf4foec oc,

si is I MO04 5ae i aceno agas ms, tms a

............................... .. i. .~ .. se........s....

xaW mm.L gaum MONEW oramve

91

Narrowly SPaced Element Analysis

La OD " wsu an.wer m06.6 t17.46623 2.66 -413.841 11172.011104 008 004 004000 624 m iin m ,.046 *@0)U 1117.1) I."4 -o"..415 10046.611

on Tw.006a 40.246 .10.69601.916 7.046" 36.407 12003.477

O24 7.6 - 76, 7 1.6 a It.1000 .263.) -0).477 7.066 030.407 11008.07I 0450 2.44 -17:.76 7.060 2.321 or . 00 -41 0 4.747 - 94352.:7 7.046 *76 74 2 . 40068F 2.44 -t4.2 2.000 -*13.17 8.4

* 0RAW a.6 -213.06 0.6 00 6.3 24PAW00 2.0 -104.2 006 -6.0 .4

03004I. VMS. pom

pm 1m "a

- 00.0. oim7 ----- O-Sn 21573. -4.2 ovn0 04a 2:04 SAAI #.16.On 2021 4 "10.3 2" 660023 41k0 731 2 m i 0 30. a 26484.1 -14?.78 "a.4 4.4 .4

- 3"4 0.14. -440 .6

5 0.666 200. 47 136.204 a5.644 64.308 -1)6.3.26 a a.6 an64 -O.f4

A loo40.4 0.00

May 0.60 2325.745 .. 4

04066. no.

------ ---- --- ----

6f 0- 20.om 0.4 0.4 0.6 4.4 004104 60 0-I 6/77 324.0-4 -6626 1002 1.10*

32.2 do 0 a0s4 06 86

1. 0.... 346 ........4 .4 ..... ... .. I~ 2 ......................A. 14 4 17.6 0. 40 66 .4 46

mm~~ffo -%&da 0406 a"-~o..4 A - 26401 Ca* 0..4

noo mm mm - 3ms rma ~. on.i swu como orow to0- 1fel TWO no uso 5164 0, "MOi mim. wm&6044 -

or sainsim1 1 2116 46 .4 .0i 6 001111 OU- IIO

2 2 4 1 1 4r rom 4.6 6.4 0.4 86 , mm m4 1 1 4 1 6.64 4.40 0.S6

d 4 1 1 0 :66 499006 4: 7 A0 4 464 4.0 .5

: , 2 4.0 66 .000:2& 000 to 0 I 1 0 3WM 4.0o.0o0n0-- -

t0 1s it I 1 0 4.0 4* 0.0

KLINzaa tom.e mso mw.

............ ...... 0 a v1 0 I0 0 04 .. I 1.460 0.04"0

------------ ---- - 00M Pita mi1 0.6464 0.0640 -0067704.4647 --- ------ -- ----

4 .44 -113SC6266 107337 -. 878199.2004

5 0.6460 -1205510703.772 -607.42607 .44 -130067742 447 647)o001op ZAI

6 0640 -0477040.02 6750.:2017 04002020 06 Oi m Asi0

10 0. 046 -44X01749.7"72 -.106106MooreI11 0. 00"a 0.064 1 10120660.0)04 WA LW0 000 07481202 o oSo"31 ENDING 00

432 Two0 5.035 HAMIm PM60222 Ha06mme 002024

------ -- ---------.-4-----0-------.0------ 0

m0 246 .60 too..:4 7.0 2.44

4 maim6 2.40 .006 .02.464 0*04 2.44 -211to .0.6 240 Worse 2.40 006 0.0.40 allow 2.60 .140 .0 .0.6 24

92

Narrowiy Spaced Element Analysis

CO IG Is nm . 1mm n e a4 m u o

~~* -. - ~1 00.64, 40.) .6

---- ------ -- -. 4 -- 60 0.6" 0

0"G:4 ::.100 -,.1066 . 0 . 4 4. 62" ' 1 7 1 . 6A s a . " 0 4 7 4 4 . 679 2 - a : .: 6 5 0 ." 0 3 . 6 0 B O.X

O 0.010 4050 1411 .5 1.4 .15 07 .106010-.

10 0.064 -4. "a 0'.1it 0.600 48&6.344 e"g.

sots sos T 1 4 emmu

a 6 6.0 01 0.0 01 0.40 6O 0 17.1 .0 64 .0 61

4 0 6.60 a.10 0.10 6.10 01

: 29.86 6.0 o .10 6e.10 0.1

6 510 0 .10:a0.10. 6. 10, 0.00 0* 0

6 610 07 .106" 6.10 0. 66 0.

0010 6O0M0AN0 61 41 61

60 4 04.40 VIR 0. OD 12.10 0.10 6 .i t 0~6I 16 571001.01 01 01

1 1 1 6 1 .6 .6s 050 1 1 6 1 46 .4 05

7 a I a a 4.041 4.60 65

6 6 7 I I 0 1 4.10 4.644 62

66 6 1 1 6 3 066 6 Is 1 0 4 4.04 4.806 .0

i6s 1 to it I- .4U. 4."0 76

..... .. .......... ...........00.66!.. . .. ~ee....

- mmml. AVRsV~MM fU

0 t#1419"0.01 .3 "m0011

6 6.046 .06010670.741 -624114.43,33

6 6.1000 -31040000.7 10711104424091

16 0.640441 -8923441141 5 Bus 0605.I"11 0. 00.0060 250149 .6610

loss AXIAL, I SONE I I ARMS2. a smwd 10 3D

1 6.0 4010 .0 .0 5610.07 §744.8742 -" a.s6 810.7 . 7 0464 1.60 -107 .456 17207.6*160 .10 76.426 176....6 0.10 Ias -12164 00714.727

S .1000 42.166 -2107165.10 0.100 646..667 662.77 0.0 a61g.s, 05364 .0 740.017 00131.1.96 0.10 go 4.1 -511.5 0. "6 0476.410 17606.7056 a.0 .0474.664 .8264.712 7.004, 0407M 10151.60410 0.64"0 -3607.756 .170151.494 0 64o 40"14.004 0.1"6

Ma010. sto. CW

93

Steei Open-Web Joist Design

Review Depth Limits& Deflection Limits

Review Calculations Use Scratch Pad To& Seleions > Explore Span. Spacing.&_____l_______ I And Loading Almrnatives

........ .y .. ..........

Select MemberMr

To CASM

R e Double Click OnCASM Icon

Cancel SelededElement

S End

steel Open-Web Jois Deulan

96

Steel Open-Web Joist Design

Bar6f st Selection

STEEL BAR JOIST PREUMINARY SELECTION

Piro t~:Rdftr~ldit ...... DatCASM Load & Analysis Data:

Method. Analysis Load Combinaion: D + SMenber ID: Factored Moment (ft-lb) Factored ReactionConnection: Hinge (Left) LoadType Left Mid Right LettIb) Rlght(Ib)

Roller (Right) Dead 518 88 88Span: 24.0 ft Sup Dead 13,219 2,203 2,203

Spacing: 48.0 in LiveDepth Umit- 24.0 In. max Lmln Roof

Fy- 36.0 ksi Snow 1 .,451 2,200 2527Fb- 24.0 ksi Wind I -

E - 29,000 ksi Summary2-- 4489 4,816zUve Dell- 1/360= 0.80 In Moet_: (EUL) reactlon: (EUL)

Total Defi- L/240 1.20 In Total Ld-4 378plf 1 Total Ld-I.41pif]Live Ld-! 187 ffpi Uv Ldd-I 211 plf I

CASM Joist Selection Table: (Joist c- mcitles)Spacngr otal Live Mr-ax T Rmaxj Live Ld Total LdT Joit W

Joist Size (in) L d (b) (ib) i Defl(in) (pf (l

20K4 48.0 430 353 30,960 5,160 0.48 0.92 1.9 7.618K5 48.0 434 318 31,248 5,208 0.54 1.03 1.9 7.722K4 48.0 475 431 34,200 5,700 0.40 0.76 2.0 8.016KS6 48.0 418 269 30,096 5,016 0.63 1.21 2.0 8.1

CASM Bar Joist Selection:E Joist Size: 20K4 I Span: 24.0 It I Spacing: 48 in [Total Ld: 430 pifilve Ld: 353 pIflWgt(tons): 0.091 Mmax: 30,9601 Rmax: 5,1601 TL dell: 0.92 In LL dell: 0.48 in

NOTES:1. Bar joist selections based on 1988 SJI Load Tables.

Edit spreadsheet stjstMxLs to revise selection table.2. Approximate moment of Inetil of the joist in lnchesA4 is:

Q - 26.767 (WUL) (LA3) (10^-6), where WLL - Live Load value in table;where L - Span- 0.33 in feet

97

Widely Spaced Element Analysis: Beam

Use Loads & DesignTOWl Pdelw

La~ Roaci HorizontalI

D+÷L Combination

SSet Facor

Dead: 1.0I Li• 1.0

Add

OK Baln To Close

Select Moement To Unew WWidey Spaced tnAnalpe & Deepig Poled Secton _ . .- -

Seled A Vdel S~pacovdElement In Bay A3-B4 --

Review Element . id -

Attrbutes & Guidelines

99

Wldslv Sad Eemrientl MAuaa: Bewm

Unft: Feet & Kips0 Use Acual PrprteSo DDht

Let HingeRight- Rolle

Find Estivnaf F-r 24 I

Close SON Wvjnt IGoideimes Dialog Window

'I

Estimatld Sell Weight 50 pffSUpdaw Area Strucure LoadsSAdd S~el Weigh

AnalysisAnalysis File Name: Optional

Yes. The Loads & Connetivity

Aa Correct

View She•ar. Moent& iDefecion Diermsa

Excel Daft I --

, Execute Excel

100

'Nidely Spaced Element Analysis: Beam

1.00 Dead (kit) ).05

8.200.46

1 .00 Superimposed Dead (kif) -i?7 ' 7

1.20

.UO Uve (kif) si 4 4

; , 7 7 7 i

24.04

Shear (k)

122.8 2.

Moment (kft)0. 0.0

Deflection LR7

20.47 20.47Otal ComoMnea LOCd

101

Steel Beam Design

Revew Depth Umiu.DeflecionUmit &

Sam Sten"i

I Use Scaach Pad To ExploreIqseOAm .ldatloi ... i SppConditions. Sw.

& Sletions Spacing. And Loading

..... .. ... .,..• _ ...........

SeSea Memmberb

SSend Member SizeTo CASM

Reftum To CASM

B mDoub Click 0n

Cancl SelecdedElement

103

stee Bown Onio

104

Steel Beam Design

Steel Beam Selection

STEEL BEAM PRELIMINARY SELECTION

CASM Load & Analysis Data:Method: Analysis Load Combination: D + L

Member ID: Factored Moments k-ft) Fact. ReactionsConnectivity: Hinge (Left) Load Type Left Mid Right Left(k) Rghk)

Roller (Right) Dead 3.6 0.6 0.6Beam Span: 24.0 ft Sup Dead 32.8 5.5 5.5Trib Width. 8.0 ft Live 86.4 14.4 14.4

Depth Umit- 36.0 In. max Lmin RoofFy- 36.0 ksi Snow

Fb=.66*Fy= 24.0 ksi WindFv- 14.4 ksi Summary 122.8 -2.5 20.5E - 29,000 ksi

Lvq Ld Defl- L/360 ,0.80 In Max: M- 1P2.8 k-ft R- 205 kipsTotal Deft- L240 .1.20 In Sx(req,), 61.4 !n^'3 jIx(req)- 386.1 inA4

CASM Beem Se•.•tlon Table:Depth Width Ix Sx Live Ld Total Shear Bend;; Beam

Beam d (in) bf (in) (inA,) (inA3) Deft (in) Deft in fv (ks fb (ksi) Wt (Ib)W14x43 13.7 8.00 428 63 -0.72 -1.03 4.9 23.5 1,032W12x50 12.2 8.08 394 65 -0.78 -1.11 4.5 22.8 1,200W 16 x 40 16.0 7.00 518 65 -0.60 -0.85 4.2 22.8 960W 18 x 40 17.9 6.02 612 68 -0.50 -0.72 3.6 21.5 960W14x48 1 13.8 8.03 485 70 -0.64 -0.91 4.4 21.0 1,152

CASM Steel Beam Selection: Live / TotalW 16 x 41 Span- 24.0 ft Ix- 5181 Sx= 65 Defl(lin): -0.60 -0.85

j v,, 4.2 tb.. 3.8 Beam Wttons). 0.48

Notes:1. Steel beam properties from ASD - AISC Steel Construction Manual, 9th edition

105

Widely Spaced Element Analysis: Girder

startUse Loads & Design

Tool Palefm

Soled Second Floor/

Lower Roo HorizontalStruturn Plane

Load Co-nbination Use Load__I +÷L Combinaton

Dead: 1.0Live: 1.0

OK Bu6~n To Close 1Ol:og Window

-> Highlight D.L

•ole Be n To Le Widely Spaced

Element A3-B3 T - ,

ReviewElement - -.

Attributes & Guidelines

V

107

Wke Stoped Element Analysis: Girder

Preliminary Analysis - UePeiny

Units: Feet & Kips

8 Use Actual Properties13' DL=-Deck÷Seff Weight

Connectivity

Left HingeRight Roller

! SelfWeight ,,( ••

Estimated Sell Weight 73 pit0Update Area, Structure Lojads

Add Self Weight

Analysis lmbell) t -'- _"

*inalysis File Name: Optional

Yns. The Loads & ConneciTvity r.Are Correct

oDeflcion Diagrams

~ IExcel Data

(~Execute Excel I.I -. ................... ................

1106

WNidely Sp~aced Element Analysis: Girder

0.30 0.90 1.20 120

1.00 Dead (kif) . ~ 0.07 0.07 0.07

27.33

08.21 10.94 10.14

1.00 Su wpernps Dead Off) l'ý

24.00

1.00 LiVa (kif) 7.0 I1 18

24.0

Sheor (k)

272.9 4.

MOMMn (kft)0.0 0.0

34.83 2831 .6.14 28.94

Deflection A0.07 100 7 0.07 ý

31.8034.41

!otaI Combined Load

109

Steel Beam Design

Review Depth Limits.Deflection Limits &

Steel StengthJ

Use Scrch Pad To ExploreRew Clculations ... > Support Conditions. Span.

& S • | kms Spacing. And Loading

.................... * -....... ... . . . . .

,Selec Member

S) Irint SpreadsheetI

Return To Pr,-imin,•+J

1 Send Member SimTo CASM

RealoeCASM ... > Doubles Click On

CaclSelectedLmmmIZ

End

111

St" Beam Design

112

Steel Beam Desoon

Steel Beanm Selection

STEEL BEAM PREUIMINARY SELECTION___________

CASM Load & Analyss Data: __________

Method: Analysis Load Combination: D +L_____Member ID: Factored Mr k-ft) at ecin

Connectivity: Hinge (Left) Load Type Lett Mi Rkf Lek ! kRoller (Right) Dead - 13.7 1.9 2.0

Beanm Span: 24.0 ft Sup Dead 80.3 9.1 10.0T& bWidthU. 24.0 ft Live 179.2 20.8 224

Depth Umit-h 36.0 In. max Lniin RootFy- 36.0 ksi Snow

Fb=.66*Fy- 24.0 ksi Wind - 2-2 -9- -Fv- 14.4 kel ýSu-mmary - 2.9 -31.8 34.41E = 29,000 km ________ _ _ _ _ _

LiveLd D0f6 LIM J 360 !n.~ Max: M- 272.9 k-ft I Rum 34.4 kipsTotal Defim L/240 =1.20 inF" Sx(reci)- 136.5 lnA3 ixe) 7ag.4 inM

CASM Beam Selection Table: - - - -- --

Depth Width Ix Sx Live Ld TOtald Shear Beamn IBeam d (in) bf (in) (inA4) (!nA3) Dof(n DeON (in) fv jka fb *)Wt(bW21 x6 21.1 8.27 1,480 140 -0.43 -0.65 3.8 23.4 1,632

W 14 x90 14.0 14.52 999 143 -0.63 -0.96 5.6 22.9 2,160W 12 x106 12.9 12.22 933 145 -0.68 -1.0 4.4 22.6 2Z544W18x76 18.2 11.04 1,330 146 -0.47 -0.7 4. 22. 182

W2 x3 21.21 8.301 16001 151 -0.391 -0.60 36 2. ,5CASM StW eelem Selection: Live /Total

21 x 8 S-P-b- 2.0 ftF_3I8 14 I m 27 Beam Wt111(ons): 04 06W2I 3.81 24.0f __ 2.140 a Wtflo)-04 0-0.8822

Notes:1.- Steel beam properties from ASD - AISC Steel Construction Manual, 9th edition

113

114ci wy' -r - . -. - . • , .

114

Truss Element Analysis

Use Loads 4 DesignTool PakIU

St-Il Secod FloodLower Flo ac im

Mamiasa Sgm

Load Combinbson Uen Load

SDead: 1.0snow 1.0

F- Ad

OK Buml. To Close I

HIghIght D+SIn List J

Anshme Desi)gn Lk Tram.CUSDrtan..

Attributes & Guidelines

Prsvina Use Preilminary

Truss ElementAMnys

Preirinwa ovay M Analysis

Units: Feet& Kips0 Use Actual Properes|13 L=-DeckSetf Weight]

Left: Hinge -7-46- [ ; [ I -:Right Roller •=

Truss- Oustem

0onf 0 Verticals Try OtherTop Chord Panels: 9 0 Stant At Bottom ConfigurationsDepth At Suppots: 7 0 Left Support At Top]ScissorsHeight O' 0 Right Support At Top

Y

Find Estime For 36"I

Oose soe WeightQuiline, Dialog Window

Estiwpnad Slf Weight 9g PH ... 4 I0 Update Area Structure LoadsSAdd Self Weight

Analysis File Name: Optional

Yen. The Load* & C.-neotilt*LAr Correc

iie

View Axdal. Reacions & J _.i- __-.I . __.

Defion Dikgrams .1

-, Of P We fM. .J. 49K IJ(

Cancel Unear "'

Element .o~n Cd-

"End" o ,.¢ --

116

Truss Element AnayRsis

4.0 .

36.0

0.69 0.09

1.00 Dead (kit) 67 . 10Q

81.46S~15.41

1.00 SuWimpogsd Oead (kif)I1"10

1.77 2.64

1.00 Snow (kit) 0.60 o0a .60

3.0 .

36.0

117

Trus Elmsn Analvsis

2W 2 2T4 CC 142WC 68. 67C 1I *-i1\2 IC 3 2

AAWW 2"27 1 17 240. 12,27 Z229T 364R +3TZ--44- 73 Q--q-e- --41 -'T- 14 2 -AT~ - 43-MT - 0' -- -

Total Combined Load -- Axoia (k)

-c.ia C lotnbed szoo -- fw:-.

N-N

Total Combined Load -- Reactions (k)

118

Column Load Run Down

Use ~ ~ Da 10d, esg

Tool B TaoT

7 4,

Load Combination Use LoadO + L+ ÷ Combination

Set FactocDead: 1 .0Live: 1.0Snow:. 1.0

VI

A119

SOK Button To CloseI

F~~du~ an I• Ap nLi stL W : lu o

S e e c E l m n T o C o u m R a l e I I ISI • - Hi- I-

~~~~~~~S e le c t E e e t T C o l u m n R o 8 d3M .. . . •

,Review Element::Attributes & GuidelinesI i

119

Column LO Run Down

Units: Feet & Kips0Use Actual Prope•rtis0DL-71)eck-•Self Weight

Live Load Reduclion

O Occupancy Is PublicAssembly Or GarageFile Name: Uroutwxt

SS." W eoight, ., ... . .. . - -,-.--

Estimated Self Weight 36 p1.

'I. CI It L9 '~

SView Column LoadRan Down 0i .

II

15=1l DamnjI E-co.Enel I

ViewCalculationsn Print Data

:A Zter Design 0 Live Load ReductionO3 All OtherI Print To File

Execute Notepad

Left Margin: 0.5 inRight M1in: 0.0 in

12D


Lime Load Occupancy (UL)Redt' Apply LIve Load Reducion

121


122


Tributary Self Ol LLR LLR S TL Sum OLSum LLR Sum S Sum TLAr Weilht

Upper Raof .57.0 a.3 0.0 0.0 14.4 22.7

14.0 0.5 8.R 0.0 14.4 23.2

Seod F L Roofr 576.0 36.4 37.8 0.0 74.2

14.0 0.5 45.7 .37.8 14.4 97.9

Column 8-3 Load Rwi Down N,

123

-7, .'7` ,---- ' 77iC ~ -- ~

Cokum Load Run Down

Project Office Bauild4n - Scheme ALocation Radtord AAL

Desiqn Load : TH 5-009-1 1991Time : sun Jan 26, 1992 1:13 PM

* **t **•/rq~gt** * t *t * OII't* l Live Load Reduction ...... t...*... * aeea e* t

Second Floor/Lower RoofOffice: Offices (Lo) : 50.0 pat

Tributary area (TA) : 576.0 of

Area of influence (Ai) - 4*TA for columns.

Ai - 2304.0 af

Ai >- 400.0 ot

Lo <- 100.0 pat

L - Lo*[0.25+l5/sqrt(Ai)J

L - 28.1 pat

Member supports only one floor.L >- 0.5*Lo0.5*Lo - 25.0 pat------------------ +

I L - 28.13 pat I÷.---------4

..***.... ...**t******t Live. Lad Reduction........

Second Floor/Lower Roof

Offices Corridor (main) (Lo) 1,10.0 Faf

Tributary area (TA) 576.0 sf

Area of influence (Ai) - 4*TA for :o.LJls.

Al - 2304.0 afAi >- 400.0 at

Lo <- 100.u oaf

L " 56.3 pat

M ember supports only one floor.

L >- 0.5*Lo0.5"Lo - 50.0 paf----------------- 4.

I L - 56.25 pat I----------------- +-

**.***.**.**.**.***....**** Live Load Reduction .. **.***.***.*..*

Second Floor/Lower Root

Otfice: Files & storaqe (Lo) : 150.0 pat

Tributary area (TA) : 576.0 af

Area of influence (Al) - 4*TA for columns.Al - 2304.0 of

Ai >- 400.0 of

Lo > 100.0 pat(ember supports only one floor.

No live load reduction taken.

L - Lo4-----------------+

I L - 150.00 paf I24---------

124

Steel Column DesignStr

Review Shape/Strength. K Volue

& Size Umit

Review Load &MAwdysis Daes

Review SelecionsFor Level 1

Se*ec Membero0 Soe. Member Size

To CASM.-- -..=.......... ..... .... ...!

SExplore LeAgh. K-Value.

(vAimd Loading Alternatives

Select Member , ,I SenO Member Size y

To CASM Rtum To Prminary

Print Spradsheeti

Return To CASM

Restare CASM > Double Click On

Cancel SelectedColumn

125

Stee Column Oeian

126

Steel Column Desion

Steel Column Preliminary Selection

STEEL COLUMN PRELIMINARY SELECTION[ roeo'Off fe Bildhn SceeADt: ... .6199.

CASM Load & Analysis Date:Method: Analysis Load Combination: D + L + S Steel Fyrn 36.0 ksi

Member ID: B-3 Size Limit- 16.0 in. max E- 29000 ksiFir to Trib Floor Level Loa Totals -kps Load

Name Level Fir Ht Area Dead Live Lmin Snow Wind Totals654

3Upper Roof 2 14.0 576 8.8 14.4 23.2ISecond Floor/L 1i 14.01 5761 45.71 37.81 - 14.41 97.9CASM Column Selection Table_ __________

Level: 2 Preq: 23.2 kips K-value: 1.0 Cc. - 126.111 Col Shape: W Length: 14.0 ft IId: 14.0 - -- - I

Depth Width Area ry k~r Fa fa Pallow WeightColumn Size d(in) bf(ln) (sq In) (in) - kl ki ~ og

W6xlS 5.99 5.99 4.43 1.46 115.07 1"0.98 5.24 M48.6 0.11W5x 16 5.01 5.00 4.68 1.27 132.28 8.46 4.96 39.6 0.11WSx18 8.14 5.2 5.26 1.23 136.59 7.78 4.41 40.9 0.13W5x 19 5.15 5.03 5.54 1.28 131.25 8.61 4.19 47.7 0.13W 8 x28 8.06i 6.541 8.251_ 1.621103.701 12.50 2.81 103.2 0.210

CASM Steel Column Selection - ---

Depth Width PArea ry kltr Fa Pallow WeightColumn Size Level d(ln) bf fln) (sq _n (in) - (ks) Jp) (ton).

W 8 x 28 2 8.06 6.54 8.25 1.62 103.70 12.50 103.2 0.20W 8 x 28 1 8.061 6.541 8.25, 1.62,103.70, 12.50, 103.2, 0.201

Total Column Weight: 0.20Notes:1. Steel column properties from ASD - AISC Steel Construction Manual, 9th edition

127

Lateral Resistance Philosophy

I1. Cream Wkft wkms

2. DWln a OUcUM grid

3. LMVWsa iuz~a ba*ing an ALL ~lmvl

4. ANMPg grovky lo an ALL loewisCo~lwincad/o I~ inbmloo

5. 8es womb~nkciing wld w asmlo lot

6. DuOM N- & E-W verica rss aslh ueUo

OPIMM~~. Intmu -rnwoft1. Ur rso Run..o

2. Bm RuneA.Thuet>

7. Deflin Whor.ts diaphragm systems

AIR o*boANirigidRlOMr ri"i a mat ftsdbl

129

7r 7

~4P/

CginOot Rawi muldu%6.5mw

up

NO~m~oW

391d~.2 P~b=

1300

Latr,, Rsist•-co Phi§M..

o Pe~mCmolawk show WOrN

+N

ForN- or

~~~~. . ... ... . . . . ..,• .: --

Ftr E-W or -___________

131

Define Lateral Resistance

U± 0m SlrUchare

810SOCOM PloadLowr Fkwl Hodatal

Stnacuml Plane

Lower Roof DaegmGuMIdE..

RiviVedo Dipla

(ein Dein Al igd 7

Reseistance

DialogWindow

Refte at Veorca Grift@Elemmm

vema 133

Define Lateal Resiance

Dne E-W LateralDefineVertical DefineReeistenc Locaton(

Hioi_ _s _ _.o _ _ _ _ ( I I IIII

Dfne Bracing Vertical Define -& Connecivity Elements

Select EW-1

Define All Rigid I -.. .

Frame Connections

Close LaaealResamsance Dialog

Repeat For GridUnle4

Define Upper Roof I Select Upper RoofDiaphragm Type HoIxnta

Structural Plane

Iaftrad Horzna

Flexible Diaphragm

Display Lateral Show StructureResistance Locations ED NS Lateral Resistance

-k C [EW Lateral Resistance

1En


A a

24.0

2-

24.0 N:t irs N2 NS3

C3

Io I . ' i. i I2-L7,!! !: -

Rigid Diophrogm¢•

Second Floor/Lower Roof

Q24.0 24.0 24.0- O

24.0

14.0

I 14.0

" .-,. . . / , -- -. "- -

NS-I & NS-2

135


24.0 24.0- 24.0

Rigd -4 -440

14.0

-~~~~~~~~~ ~ ~ ~ -_ -. LO.0

NS-3

ACE c CD

224.0 1.0 10 1 18.

-- - -- - -I - Rii- -r8.oII

14.0

Rijid {44.0

14.0

EW-1 & EW-2

136

Wind Lateral Analysis

Use LoAds & DesigniTool Palem IKurmmi

Load Combnation Use Load jD + W Combinatiin

Sat Facsrs

Dead: 1.0Wind: 1.0

Y

OK Bttt To CloseIDialog %Mndow.

II

Highlight D+WIn list j

DeieMember S*lea Seco-nd Floor/PropertisLw oo obna

Sol =rea O

Design

Material: Steel

Description: W 14 x 48Weight: 48.0 plf

Modulus Of Elasticity 29000 ksi

Moment Of Inertia: 485.0 in4

Cross Sectional Area: 14 1 in2

Number Of Shear Studs: 0

V v

137

Wind Latral Analysis

Select Beam WithProperties

Select All Other Beams I

Used For NS-1. NS-2.i ENS-3. EW-2

Double Click RightMouse Key To EndCoplyinn Oesigns

Column Properes " Use Wodify Design jU+

Sv:°•ct Column Or,NS-1

Design

Material: SteelDesciption: W~ x48

I Weight 48.0 pifModulus Of Elasticity: 29000 ksiMoment Of Inertia: 184.0 in4Cross Sectional Area: 14.1 in2Number Of Shear Studs: 0

Us uCopy DesignI

Select Column W1thl:'operlies

Select All Other ColumnsUsed For NS-1. NS-2.

NS-3. EW-1. EW-2

v

Double Click RightMouse Key To EndCo1ing Designs

138

Wind Lateral Anaiysis

Define Properties Select UpperRoof Horizontal

Structural Plane

Soled seam OnNS-1

DesignMaterial: SteelDescription: W12x22

Weight 22.0 plfModulus Of Elasticity. 29000 ksiMoment Of Inertia: 156.0 in4Cross Sectional Area: 6.48 in2Number Of Shear Studs: 0

Use Copy Deig~n I

-4'Soled All Other BeamsUsed For NS-1. NS-2.

EW-1. EW-2

Double Click RightMouse Key To EndCopying Designs

IColumn P,,,-te I-) se Modify DesignI

Select Column OnNS-1

Y v Y

139a

Wind Latera Analysis

Define Propertiesi Column Propertiesi

Design

1 Material: SteelI Description: W8x48

Weight 48.0 plfModulus Of Elasticity: 29000 ksiMoment Of Inertia: 184.0 in4Cross Sectional Area: 14.1 in2Number Of Shear Studs: 0

S~Use Copy Design

SeltColumnw IWthPropertis

Select All Other ColumnsIUsed For NS-1. NS-2. I

EW-1. SW

Double 0lick Right

Mouse Key To End~~sgns

eleCpyin DecodiFgors

Selet Sond For/

Structural Plan*

Lateral Analysis Use LateralResistmce Design

Select NS-1 I

Analysis

Units: Feet & KipsSUse Actual PropertiesC0 DL=Deck÷Self Weight

V V

140


Laterl AnaysisConnectnrity

1@6 Hinae

Repeat For All

Supports

Lateral ResistanceVerify All Rigid M6

Conneasons IL 1~__.......___... ....

A eAll Correct--- • r ,~i --. • •"I • • -.

Wiand Load OptionsWind Direction: SouthWhen 2 Wind Loads: Max. SuctionWind Load: GCPI = 0

Flexible Diaphragmi Simple Beam Model

Rigid Horizontal DiaphragmCalculations

File Name: Rigidouttct0 Consider Perpendicular Wall...

View ~- Lmad - .VL

.. . _ . .. .

Analdysis File Name: Optional

Yes. The Loads & ConnlctiviyAm Carr"

View Shear. Moment. Deflelion& Reaction Diagrams

View Output Print Data

0 Rigid Diaphragmo1 All Other0I Print To File

Execute Notepad

141

Wind L•t• Analysis

Page Setup

Left Margin: 0 5 inRight Margin: 0.0 in

Print File

Exit Note1;d

142


1 24.0 ' 24.0

W 12x 22 N 12x22 12x22

w-22.00 w-22.o0 a-22.00 -lexibTe

WU:846 4 A GAS 6.4 {28.01=156.00 =156.00 1=156.00

WO 48 W 81 418

W8 € 48W8 -48 T

W. 0 w, .00 w .00 .0 00A-i .10 A-i .10 A-i .10 A-1 .10 14.0

I1I .00 1-i .00 1-1 .00 i.1 .00

W 14 x 48 W 14x4 W 14x448woo. w-4400 .4I0

0 00w w 0'0 - - 14.0ro er ti ( ) (2 ),0 E , i E-2900D

= 8 1485.00 W=5848.1 0 D W8T41=485.00 N 1WS 4 W. 48 W 0 4. #004A-I .10 Awl .10 Aai .10 A-i .10 14.0

E- E- EI2EIi .00 1.1 .00 1-1 .00 11 A

Properties: w (0). A (mn2). E (ksi), (n4)

I2 4

24.0 - 24.0 - 24.0- -xile

2.10 S -0.04 -0.04 -0.04

14.0

4.1 • r • ,• •t.."•-

• •Rigid }..14.0

14.04-4C

/ --\ --

L 0 .

1.00 Wind (kif) -- NS-1 -- ;. 32%

143

Wind Latiera Analyais

( 1 24.0 L224.0 24.0--Z

58 2.76 2.76 l.b8

0.06 0.06 0.06 :- ,.:Mle

- 14.021 •7 1.5 12 1.02 9 17 12? 87 !

14.0

//

1.06 Superimposed .;ecd (kif)

2 3

024.0 24.0 n324.0 ---01l6 o 06

0.02 0.02 0.02 lexible: I-2 ple

O.0. 7 0. 70.;

7 14.0

0.07~~ -.500 -14.0

0. 707 0.7

1.0

1.00 Dead (kit)

144


W. oc4C- X

1.7C 2.1C Z 2. 4C

1 gm i we1 94!eO.H - - - -0 6R- -

36.1 SC 43.1 1C 41. rC 42.1C

37 2C 43 42. .6c 42 XC

ToM Combied Load -- Axal (k)

tCe16d,.S r 0.07

1.27 v.0? ,.28 0.51 1.716. 1 15 0.37 3,0o0.- 3 19.27 0.9 072 zx.

.2.7 1.70 0.73 2.00

12. 1.700 0.73 2.

9.g41 g 2.11 2 4. 96

T1

0.93 2.22 2.11 3.31

0.23 2.92 2.11 3.31

TotaI Combinod Load - Shear (k)

0.16 49 0.,,.,1 3.24 1.58 __2t 17 .91 _._.

0.22 2. 36 "' 9 1.23 "- -3 1.70 m 4 ,0 3 9

4 .9 5' 3 .8 0 5 .7 8 2 -0

9,41 2.14 3.22 4."1

13,87 eý3 .o9 o.66 11.97

S.22 ..-- : 005- '17. .- 1 8.•96

8.77

6.53 21 046' -4. 7 81 2 3.2 0

127 10,231 7.391 11 60

")fQI Comb~nea LOGO -- omeft t(101)

145


Total Combinea Load -- Deflection

1.65 2,76 2.76 '

______ 1__________ 0.04 "n J,i n ":k ,14,

1 1.3313 .33 112 1.07 1.o

0.700.7R 0.7R

0.93 292 2.11 3.31

37.42 43.8 42.46 42.73

Total Combined Load -- Loads & Reactions (k)

146


Project Office Building - Scheme A

Location : kadford AAP

Time Ned Feb 26, 1992 3:56 PN

* * ** Rigid Horizontal Diaphra•m Calculations *

Center of Rigidity

Name h I Av Deflection Rigidity R/ x R*x

(ft) (ft^4) (ft^2) (in) sum(R) (ft)

-S-i 14.0 0 0 0.101 9.917 32.48% 0.8 8.264

NS-2 14.0 0 0 0.101 9.917 32.468 48.8 484.294

NS-3 14.0 0 0 0.093 10.697 35.04% 84.8 907.432

Sum 30.531 1399.991

Centroid from lower left - sum(R*x)/aum(R) : 45.85 ft

Maximum dimension . 85.67 ft

Eccentricity (a) - centroid-(max dJmenaion)/2 : 3.02 ft

e min - O.05*max. dimension . 4.28 ft

Eccentricity (a) used for torsional analysis : 3.02 fte min considered only for seismic analysis.

Name h I Av Deflection Ri;idity RI x Rex

(ft) (ft^4) (ft^2) ,in) suR(R) (ft)--- -- -- -- -- -- -- -- --------------------------------._... . ... --- -- . ...---------

LW-1 14.0 0 0 0.078 12.733 50.00b 72.8 )31.750

EW-2 14.0 0 0 0.078 12.793 50.00% 0.8 10.661-- . -- - - - - -.----------------------------. ------------------.-- °---

Sum 2!.586 i42.411

Centroid from lower left - sum(R*x)/aum(R) : 36.83 ft

Maximum dimension . 73.67 ft

Eccentricity (a) - centroid-(max dimenaion)/2 0.00 ft

a mmn - 0.05*maz. dimension : 3.68 ft

Eccentricity (e) used for torsional analysis : 0.00 ft

a mn considered only for seismic analysis.

Assumptions usedt

Deflections calculated by applying a 1 kip load.

Nam h Rigidity dx R*dx R*dz*dx R*di/

(ft) (ft) sum(R*dz*dz)

NS-i 14.0 9.917 45.0 446.487 20101.310 0.00641

NS-2 14.0 9.917 3.0 29.543 88.007 0.00042

NS-3 14.0 10.697 39.0 416.944 16252.029 0.00599

LW-1 14.0 12.793 36.0 460.545 16579.613 0.00662

EW-2 14.0 12.793 36.0 460.545 16579.613 0.00662

sum 69600.573

Shear distribution : Fv- V*R/sum(R)

Torsional moment : Mt - Vee

Torsional component : Ft - MteRedx/sum(R*dzxdz)

Total shear to element: Ftotal - Fv + Ft

147

Seismic Loads

U.e Loads & Desgn ITool Palesj

Load Combination Use_ LoadD ÷E Combinatiol

Set Faclrs

Dead: 1.0Seismic. I 0

ft _ bG I-I.:• d ,Ol,,v,

. Highlight D4E 1

Loads Review Cte Seled Latmral ForocResiing System As C.3.a.

-J*

View D Sesigal PBase -

PlotS Ct=0.035 For Steel MomentSResisting Frames.....................

Spenm(ZCiRC)

14

Vew O esign Base _ ' ... . ..... " ...Shesar Coefficient

SSpewmm (ZC/Rw) ,,

149

Seismic Loads

Calculate Seismic View Spectral i Print ScreenLoads Plats

Close Spectral PlotsDialog Window

Calculate

Review PlaniStructural Irregularities

Review Vertical 1Structural Irregularities

aI

(1) Ct=0.035 For Steel Mon entResisting Frames

Estimated Self Weight 45 plf j' i'Column Self Weight

i Estimated Self Weight 45 plf

Center Of MassFile Name: Centrnass.txt

SeismicYes. All The Loads Have Been

Applied To The StructureAnd The Correct LoadCombination Selected

View Output Print Data

j SeismicSCenter Of Mass

Q All Other-I Print To FileExecute Notepad

150

Seismic Loads

• ~y.

Page Setup

Left Margin: 0.5 inRight Margin: 010 in

Print File

Ei Notepad

ErY

Seismic Loads

152

Seismic Loads

0.413 Zone ZA Z=0.150,0.40 . . .. .\ . . . . ... . . . .... Soig Factor S3 ' S-1.5 '

I C=1.25.5/(7-.2/3),

0.,0 - ------ - -- - . . .. . . .... . ....

0.9AC20 0. 4 00.0

0.05. . . . - - -.-.. . . - -.. . . .. - - - -

0.05 - - -- -- ---- -------- ------- -- -------- C=1 .2505A(TA213Y--- -- -- -- -- -- -- -- -Cmin-b.0750tw-0.ASO

ZC/Rw

0.0 1 . . .J . . . .. . . . .. . . . . . . . . .. . . .. .. . . .- -- - - - - - -- - - -- - - -

0.93*

"0•.o 1.4 J.8 .2 -- .6 2.0 24. 2.8 3 2 3.6 4 0

T (geconas)

,eion 8096 Shear Coefficient S .ectrurn

'[ '•' ' hn : 28.0 15'3

Seismic Load.

Project Office Buildinq - scheme ALocation Radford AAN

Seismic Code: Th 5-809-10 1991

Time : Sun Jan 26, 1992 1:40 PM

*****ettt**t*****t***t*.... Seiasic Analysias ........................***

3. Upper Roof . 194.9 k

2. Second Floor/Lower Roof . 686.9 k

Total BuildLnq Weiqht (W) 8 881.7 k

*e e* N - S and E - . .......t****t

Zone: 2A: Z - 0.150Importance Cateqory: IV: I - 1.00Soil Factor: S3: S - 1.5

Systom: C3a: Rw - 6Ct - 0.035hn - 29.0 ft

T - Ct*hn^3/4 - 0.43 secC - 1.25S*/T'2/3 - 3.79 > 2.75C - 2.75

C/RW - 0.458 > 0.075

w - 881.7 k

V - Z*I*C*V/Rw----------------------------- 4

I V - 60.6 k-------------------

T < P I sec-------------------

, €" -0.0 k4----------------------------

-----------------------------+

I v-rt - 60.6 k I

-----------------------------+

Floor to weh/ sum(F)

Level h Floor h w sum(w) w*h sum(weh) F V

(ft) (ft) (k) (k) (kft) (kW (k)

Ft - 0.0

3 28.0 195 5457 0.362 21.914.0 195 21.9

2 14.0 687 9616 0.638 38.7

14.0 882 60.6

1 0.0

SU8 082 15073 1.000 60.6

Floor to su(fr) Ft+gum(F)/

Level h Floor h w aum(w) V OTh sum(OTH) sum(w)(ft) (ft) (k) (k) (k) (kft) (kft)

3 28.0 195

14.0 195 21.9 "07 • .113

2 14.0 687 307

14.0 882 60.6 849 .. 0691 0.0 1156

Sum 882 1156

154

Seismic Loads

Project office Building - scheme A

Location : Radford AAPTime sun Jan 26, 1992 1:40 PM

* ***..*****.***.***********...* Center Of Mass * . ..**..**********. ********

-------------------------------------------------

Upper Roof -- 28.00 ft

------ ----------------------------------------------------------------

Name Weight NS :$SSWeiqht EW EW*Weiqht

(k) (ft) (kft) (ft) (kft)----- -----------------------------------------------------------------

Exterior Nll 36.9 36.8 1358.9 0.8 30.7

Exterior wall 24.6 0.8 20.5 24.8 610.8

Exterior Wall 36.9 36.8 1358.9 48.8 1901.6

Exterior Wall 24.6 72.8 1791.4 24.0 610.8

Upper Roof 49.8 36.8 1833.1 24.8 1235.9

Beam Self Weight 18.4 36.8 676.3 24.8 455.9

Column Self Weight 3.8 36.8 139.2 24.8 93.9

------ ----------------------------------------------------------------

Sum 194.9 7178.2 4839.6

N-S Center Of Mass: 36.83 ft

E-W Center Of Mass: 24.83 ft

------ -----------------------------------------------------------------

Second rloor/Lower Roof -- 14.00 ft----- -----------------------------------------------------------------

Nom Weight NS HE*Weight EW r.W-"oLght(k) (ft) (),.z ) (ft) (kft)

----- -----------------------------------------------------------------

Second rloor 72.9 12.8 933.1 24.8 1809.5

Second Floor bu.i J9.6 :.30.5 28.8 1750.8

Second Floor 72.9 60.8 4432.6 "'4 is0g.i

Lower Roof 123.6 36.8 4554.0 66.8 8263.2

Exterior wall 73.8 36.8 2717.8 0.8 61.5

Exterior Vail 24.6 0.8 20.5 24.8 610.8

Exterior "all 36.9 36.8 1358.9 48.8 1001.6

Exterior mail 24.6 72.8 1791.4 24.8 610.8

Parapet 9.9 0.8 8.3 66.8 662.1

parapet 19.8 36.8 729.8 84.8 1600.9

Parapet 9.9 72.8 721.6 66.8 662.1

Beam Self Weight 24.8 36.8 914.9 36.2 899.9


Exterior Wall 43.0 0.8 35.9 42.8 1843.6

Exterior all 36.9 36.8 1358.9 84.8 3129.7

Exterior mail 43.0 72.8 3134.9 42.8 1843.6


Sum 686.9 25299.0 27738.8

N-S Center Of Maas: 36.83 ft

E-W Center Of Ma4s0 40.39 ft

155

Seismi'c Lateral Analysis

Use Loads & DesignTool Iaee

Load Combination Use LoadD * E Combination

Set Famom

Dead: 10Seismic- 1.0

OK Button To CloseDialog Window

_ Highlight DIEIn List

Define Member See Vfid Lalwal

Selea Second Floorl jLower Roof komon in

Snrudcural Plane

LateLtera

Select NS-1 l

Y

Analysis

Units: Feet & KipsG) Use Actual Propemes0 DL=Deck÷Self Weight

I

15

Draw Structure

Draw UprDraw Surface 1 eetrHadle OnRoof I raming In BayA1-B2 Grid L2ne A1-A2

Select Handle OnGrid UneB 11-12

Double ClIck Right IMomr Key To End

Defining Area

SSurface Element 1

Copy Beams &One-Way Surface

To Other Bays

Point Beamns

SSelect One-Way 1SuracefDouble Click Right1

Mouses Key To EndSelecting Structurej

Location All As

The Base Poilt

Paste Structure

Gid Locations,Oc l -.I.A3. MN_

Double Click RightMorn Key To End

58

Seismic Lateral Analysis

View-output I Scrolloutput

Page Setup

Left Margin: 0.5 inRight Margin: 0.0 in

Print File

15

Selamic Latral Analysms

160


(4

24.0- 24.0 -24.0

W 12 x 22 N 12 x 22 W 12 x 22

w2.0w=22.00 Iw-22.00 ___ _ie

• [-2900 M E-29000 •"E-29001 156.00 1-156.00 1=156.00

-1 OA=1 .10 14.01 00 =1 .00

45.00 -. -4.0' W. 8.0-_ _ )

14.6 £0 R-iLO ,- l L -4.0

Awl t.10 A-1 ..10 A-ll.10 xl .10 14.0

E.,z o E.- E., E

11 .01= .00 1=1mI (kit 1-- NSl - 2

I=161

w-4&00 W"60 w.00 0

I- A A-4o R1O- -4-44.o0-•

, 00! , 0

6 .3 W.) 00 . 00 . 0,

Aul 10 =1 .0 A .10A-1.10 14.0

1-1 00IR.011 .0I=it 4..0

-46 - - -, -- / \ -• - - --"~

Z2 _P4Z &-L

14.0


L 2 4

24.0 24.0----

1382.ý6 2. 6

0 0 0 -exible:

14.02f 1.25 Q 12 1.02 91 1.25 87

14.0

.00 Superirnised NO ,.i'

1F2 n32-4.0 24.0 2.

.7 0. 7 O. '7

14.01.8

.0 050.07 i6gid- -14

0.70.7 0.7 0.57

t4.0

1.00 Dead (klf)

162


,~S 4jc3C :' 4", " .• 23:•" .,

2.! 4C 5..1 i c 5.; 5c 4

5. 47 IC 4,.5 .46.

35. ,SC 47 10C 47. ,c

Z• ~47 LICL ,

"rotWl Combined Load -- Axial (k)

0.22 0.17 0.08

1.12 0.25 0.74 22 3.9- 0.31 0.79 1.26 2.0i 0.40 3.88 36 2.44

1.12 3.02 2.03 2.44

I 17 3.02 2.03 2.44

9, 12 5 .1 955.1 An.413.6 --. ui 3.

.14. 116 1•3.565 5.29 5.9¶j

3.56 1 5.29 5.9

Total Cormalked Logad- ShWor (k)

4. It 8 i 05 105J .35 5.93 2.64 -5.51 4.63 0794.81 3 -. 51 1, 53 5.92 I 50

8.10 9.32 11.05 6.96

12.02 1,24 3.9 I,57

"' 3.4 4 u.36 4.55 1, 3.12 10.103 41t 21.65 20.01 34.89 .36.84

8.454.15 .24 55.58 12 52.85 43

25.64 42.7537.01 41 9g-o

12.82 20.9.8

lotol Combring Lboo -- '0omwat (kit)

163


Total Combined Load -- Deflecti,)n

1.65 2.76 2.76 1.65

F'60.08 0.08 0.0 oo

[i7 0.17 Oil 0i7

2'3 1.33 '2 1.07 1 1.33

14.694

0.7 0. 7 0.57 0.7

"3.65 6.11 5.29 5.99

35.72 47.63 44.67 47.43

Total Combined Lood -- Loads & Reactions (k)

164


Project Office Buildinq - Scheme ALocation : Radford AAP

Seismic Code, T" 5-809-10 1991Time Sun Jan 26, 1992 1:43 PM

.....t**- Seismic Lateral Resistance Locations ........ ...

NS-1 -- F, 32%

Floor to sum(F)Level h Floor h F V OTH sum(OTM)

(ftl (ft) Wk (k) (kft) (kft)

-- -- - -- - -- -- - -- - -- -- - -- - ----------... . . .. . . . .. . . . .. . . ---

3 28.0 21.914.0 21.9 307

2 14.0 38.7 307

14.0 60.6 849

1 0.0 1156

Sum 60.6 1156

NS-2 -- F, 32%

Floor to sum(F)

Level h Floor h F V OTH sum(OTM)(ft) (ft) (k) Mk (kft) (kft)

3 28.0 21.914.0 21.9 307

2 14.0 38.7 30714.0 60.6 849

1 0.0 1156

Sun 60.6 1156

N8-3 -- F, 35%

Floor to sumir)Level h Floor h F V OTH sumf(OTMH

(ft) (ft) (k) (k) (kft) (kft)

2 14.0 38.714.0 38.7 541

1 0.0 541

Sum 38.7 541

165

Quantity Take-Off Philosophy

3 Considerations

1. One typical interior bay (exterior side bay, comer bay)

2 bay.by

2 baps

2. One typical floor level and roo' !evw1

3. The entire building structral ystein

Eslmdts weigts are not usedfor quantit fta-off.

Element. designe by Excellex ware used

Use Modify Design and Copy Designto manualy enter element sizes

Calculated square footagecan be overridden

167

Quantity Take-Off

Use Loads & DesignTool Palft I

Select Second FilorodLower Roof Horzontal

Sructural Plane

Design All Elements Design__SurfaceTo Include In Design rn

Quantity Take-Off

Select A Surface ElementOn The Second Floor

Dsign

Mal..aw. SteelDescrption: MU Dk 2.-20gaINI.Wr 2.5"Weight 1.99 psfConcre"t Weight 145.0 pdConcrete Weight 42.0 psfDepth: 4.5 in

use Copy Design

Select Surface With

tAll Other SurfaceElements On The

Second Floor


Design Beamp

169

Quantity Take-Off

Design All Elements Design Beam Select Third PointTo Indude In Elements Beam With Proper""

Quantity Take-Off

Select All Other Third* Point Beamr

Double Click Righti Mouse Key To End

! Copying Designs

I-

b aleo Girder iWith Pperties

Select All Other 1Girders

Double Click Right IMouse Key To EndCopying Designs

Design Column ue copy Design

Select Interior Column IWith Proerties,

Interior Column


1

170

Quantity Take-Off

Design All Elements Delete DesignedTo Indude In Elements Not To Use Modify Design

Quantity Take-Off Include In Take-off

Select BeamC4-14

Wi

Delete

Repeat For AJlElements Supporting

Lower Roof

0Ovemde Calculat2dSquare Footage

NS. 72'S EVV: 4a,

Pge Setu

Lft Margin: 0.5 inR~igh'tM1rgin: 0.0 in

W

; Print File

171

Ouantity Take-Off

172

Quantity Take-Off

Project : Office Building - Scheme A

Location Radford AAPTime : Sun Jan 26, 1992 1:57 PM -

* ~*...*~ **.* Quantity Take-off *~ ..........

Second rloor/Lower Roof

Plan Area: 72.0 ft x 48.0 ft: 3456.0 sqft

STlrL: Narrowly Spaced Elements

Weiqht/ Total

Description Length Weight Element No. Weight

(ft) (plf) (lbs) (lbs)

24.0 0.0 0.0 24 0

Sum 0

Total Weight : 0.0 tonsWeight Per Square Foot : 0.0 paf

STEEL: Widely Spaced Elements

Weiqht/ TotalDescription Lengtn Weight Element No. Weiqht

(ft. (plf) (lbs) (lbs)

* 14 x 40 24.0 48.0 1152.0 10 1520

18.0 0.0 0.0 4 0

* 21 z 6b 24.0 68.0 1632.0 4 6523

* 16 a 40 24.0 4).u 9io.0 15 14400

24.0 0.0 0.0 3 0

Sum 32446

Total Weight : 16.2 tons

Weight Per Square Foot : 9.4 paf

STEEL: Surface Elements

Total Conc Conc Total Weight

Description Depth Area Weight Weight Weight Conc(in) (sqft) (pof) (pcf) (psf) (lba) (lb.)

MtL Dk 20-20qa/NLUT 2.51 4.5 2080 2.0 145.0 42.0 5731 120960

Mtl Dk 21-20qa/NLWT 2.5. 4.5 384 2.0 145.0 42.0 764 161260.0 2592 0.0 0.0 0.0 0 0

Sun 6495 137036

Concrete Cubic Yards : 35.0Total Weight : 3.2 tons

173

Quantity Take-Off

STflL Column Elements

W*LqhtI Total

Demcription Lenqth weight Element No. Weight

(ft) (plf) (lbs) (lbs)

W a x 48 14.0 48.0 672.0 10 i720

W 8 x 28 14.0 28.0 392.0 2 784

14.0 0.0 0.0 6 0---- -------------------------------------------------------------------

Sun 7504

Total Ueight 3.9 tons

Weight Per Square, Foot 2.2 paf

174

Concludina Remarks

Schemes A, B and C were developed to permit exploration and instruction of the broadest possible range ofCASM capabilities. The schemes should not be viewed as completely logical structural framing solutions tothe given design parameters, nor as necessarily economical. Each of the three schemes contain a varietyof elements, which if properly combined and interchanged might produce "real* schemes for considerationat a 35% review.

Examples of unlikely components assembled in schemes A, B and C include: (1) concrete as a decking forthe low roof, (2) custom made busses for the low roof framing, (3) prefabricated limestone wall panels mixedwith cast-in-place concrete shear walls, and (4) non-composite steel beam framing for the second floor.

A logical steel framed beam/column solution for "real" consideration would include open web steel joistsspanning 48 feet for the upper roof to eliminate a central column in the second floor space. The lower roofwould be framed with 36 foot span open web steel joists (without inclusion of custom trusses) as in schemeB. Both roofs would be sheathed with a metal roof deck without concrete and both would become flexiblediaphragms. The second floor would be framed with composite steel beams as in scheme B and remain arigid diaphragm. Two lateral load resistance system options could be compared. One scheme could includea moment resistant frame approach similar to scheme A, while a second approach oight incorporate trussingsimilar to scheme B. The non-loadbearng exterior envelope is open to a variety of possibilties. TheArchitects wil likely dictate the aesthetic expression. The foundation system would be a combination ofisolated and linear spread footings.

,AI Vtird logic solution would be a masonry bearing won syem to support the sieel open-web joist roofplanes described above. The second floor plane might be constructed of pre-cast pre-stressed hollow coredplanks, which would also bear on the wafl and a central steel girder line. Some of these wails could becomeshear walls for lateral load resistance. Thus the exterior envelope and the interior partition provide a structuralfunction, eliminMing costly moment connections and columns within the exterior wall layout Footings arenow all linear spread footings with only one isolated footing.

It Is unlikely that a reinforced concrete frame would present an economical solution for a 1-2 story officebuilding.

The structural engineers that become proficient with the use of CASM will be able to explore many otherideas to arrive at the most structurally efficient and economical solution for this hypothetical project.

175

Concluding Remarks

.0 O 0

,-~o 8.- -. o - -..

24.0 24.0 1~2 _____________ -2,TypicalLateral Corn

_I____2__4_Resistence 24.0 s Car Joistr 4 o.c. 24.0I -Locations r" '- ____

24.0 24.0 1

I Upper Roof' Second Floor Lower Roof

Typical LateralResistance Locations

Scheme 1: Moment connections for lateral load "' Brick "erneetresistance 1" Rigid Insulation

Scheme 2: Trussing for lateral load resistance ',' 3 5/8" Metal Studs

0 1/2" Dry Wall

176

Concluding Remarks

24240" --- .0 -24.0A 0 Q

3-.0 3 .56.0

Resistance(D2- - Cored Joistsi @ 4' o.c. Joists. @ 4' o. c.Locations v[•Planksi 2'

I

Up_ I Roof

Second Floor Lower RoofTpa--_Typical Lateral "I

ResiL•tance Locations

S1hrr. Z.. •recr . .lls tar lateral load •_4- Brick

resistance I " Air Space

S1" Rigid insulation8" CMU wails can be used as shear walls

B8" Bearing Wall CMU

_woo Furring

1/2" Dry Wall

177

Form App)roved

REPORT DOCUMENTATION PAGE F o. m 70p-0188Public recortn ourcden or tohis collectron of information i$ esumated to aweraqe n:out der resoonse. rnIluln the time tao reviewing instruc0oMns. seal0rching e70 St40q oats soure.gatherinq and maintaining the dats needed, and comoletinq and review.nq the col el"ion oa informiaton Send comments reqarding this burden estimate or any other aw0Cet of thiscolletiton oi information. including suggestion$ for reducinq this burden to Wvas•inqton resao •uarters Services. Directorate for Information OcieratlOnSl •$ An4d10os. 1 15 JeffersonOavi HtghwIav. Suite 1204 Arhlngton. VA 22202-4302. and to the Off(e of Manaeniment and Budget. Palberworit Reduction Project (0704-0188). Washington. DC 20503.

1. AGENCY USE ONLY (Leave blank) 2. REPORT DATE 3. REPORT TYPE AND DATES COVERED

June 1992 Report 1 of a series4. TITLE AND SUBTITLE S. FUNDING NUMBERSConcept Design Example, Computer Aided Structural Modeling Contract No.

(CASM); Report 1, Scheme A DACA39-86-C-0024Work Unit No. AT40-CA-001

6. AUTHOR(S)

David Wickersheimer, Gene McDermott, Carl Roth, Michael E. Pace

7. PERFORMING ORGANIZATION NAME(S) AND AOORESS(ES) 8. PERFORMING ORGANIZATION

REPORT NUMBERWickersheimer Engineers, Inc., 821 South Neil Street,Champaign, IL 61820; US Army Engineer Waterways Experiment Instruction Report ITL-92-3Station, Information Technology Laboratory, 3909 Halls Ferry Road,Vicksburg, MS 3918n-6199

9. SPONSORING /MONITORING AGENCY NAME(S) AND ADORESSiES) 10. SPONSORING/ MONITORINGAGENCY REPORT NUMBER

US Army Corps of EugineersWashington, DC 20314-1000

11. SUP"LEMENTARY NOTES

Avaiiabie trom National Technical Information Service, 5285 Port Royal Road, Springfield, VA 22161.

12a. DISTRIBUTION / AVAILABILITY STATEMft 'I 12b. DISTRIBUTION CODE

Approved for public release; distribution is unlimited.

13. ABSTRACT (Maximum 200 words)

This is one in a series of three manuals designed to instruct in the use of the Computer Aided StructuralModeling (CASM) computer program. The manuals are composed of flowcharts which show step-by-stepprocedures for executing a broad range of CASM capabilities. CASM is a computer program designed toaid the structural engineer in the preliminary design and evaluation of structural building systems by the useof three-dimensional (3-D) interactive graphics. This manual contains one of three different framingschemes for the same 1-2 story office building. The examples contain a complete range of capabilities topermit framing comparisons, including 3-D geometry modeling, criteria specifications, development ofloads (snow, wind, seismic, dead, and live), drawing structural elements, preliminary analysis and design ofstructural elements, and quantity take-offs.

14. SUBJECT TERMS IS. NUMBER OF PAGES

See reverse. 16. PRICE CODE

17. SECURITY CLASSIFICATION 18. SECURITY CLASSIFICATION 19. SECURITY CLASSIFICATION 20. LIMITATION OF ABSTRACTOF REPORT OF THIS PAGE j OF ABSTRACTUNCLASSIFIED I UNCLASSIFIED I I________NSN 7540-01-280.5500

Standard Form 298 (Rev 2-89)O-i'lleda Iby ANSI Sid 139-8', 98.102

Waterways Experiment Station Cataloging-in-Publication Data

Concept design example, computer aided structural modeling (CASM) /by David Wickersheimer ... [et alJ ; prepared for Department of the Army,US Army Corps of Engineers.

181 p. :ill. ; 28cm. - (Instruction report ; ITL-92-3 rept. 1)1. Structural frames - Computer simulation. 2. Computer-aided de-

sign. 3. Structural engineering - Computer programs. 4. Girders. I.Wickersheimer, David. II. United States. Army. Corps of Engineers. Ill.Computer-aided Structural Engineering Project. IV. U.S. Army EngineerWaterways Experiment Station. V. Series: Instruction report (U.S. ArmyEngineer Waterways Experiment Station) ; ITL-92-3 rept. 1.TA7 W341 no.ITL-92-3 rept.1

•VATERWAYS EXPERIMENT STATION REPORTSPUBLISHED UNDER THE COMPUTER-AIDED

STRUCTURAL ENGINEERING (CASE) PROJECT

Title Date

Technical Report K-78-1 List of Comouter Programs for Computer-Aided Structural Engineering Feb 1978

instruction Report 0-79-2 User's Guide: Computer Program with Interactive Graonics for Mar 1979Analysis of Plane Frame Structures (CFRAME1

Technical Report K-80-1 Survey of Bridge-Oriented Design Software Jan 1980

Technical Report K-80-2 Evaluation of Computer Programs for the Design/Analysis of Jan 1980Highway and Railway Bridges

Instruction Report K-80-1 User's Guide: Computer Program for DesigniReview of Curvi- Feb 1980linear Conduits/Culverts (CURCON)

Instruction Report K-80-3 A Three-Dimensional Finite Element Data Edit Program Mar 1980'nstruction Reoort K-80-4 A Three-Dimensional Stability Analysis/Desiqn Program (3DSAD)

Reoorn 1: General Geometry Module Jun 1980Report 3: General Analysis Module (CGAM) Jun 11-412Report 4: Special-Purpose Modules for Dams (CDAMS) Aug 1983

Instruction Report K-80-6 Basic User's Guide: Computer Program for Design and Analysis r,ec 1980of Invened-T Retaining Walls ana Flooowalls (TWDA)

Instruction Report K-80-7 User's Reference Manual: Computer Program for Design and Dec 1980Analysis of Inverted-T Hetamning Walls and Floodwai&. (i WDA)

Technical Report K-80-4 Documentation of Finite Element AnalysesReport 1: Longview Outlet Works Conduit Dec 1980Report 2: Anchored Wall Monolith, Bay Springs Lock Dec 1980

Technical Report K-80-5 Basic ['ile Group Behavior Dec 1980

Instruction Report K-81-2 User's Guide: Computer Program for Design and Analysis of SheetPile Walls by Classical Methods (CSHTWAL)

Report 1: Computational Processes Feb 1981Report 2: Interactive Graphics Options Mar 1981

Instruction Report K-81-3 Validation Report: Computer Program for Design and Analysis of Feb 1981Inverted-T Retaining Walls and Floodwalls (TWDA)

Instruction Report K-81-4 User's Guide: Computer Program for Design and Analysis of Mar 1981Cast-in-Place Tunnel Linings (NEWTUN)

Instruction Report K-81-6 User's Guide: Computer Program for Optimum Nonlinear Dynamic Mar 1981Design of Reinforced Concrete Slabs Under Blast Loading(CBARCS)

Instruction Reoort K-81-7 User's Guide: Computer Program for Design or Investigation of Mar 1981Orthogonal Culverts (CORTCUL)

Instruction Reoort K-81 -9 Jser's Guide: Computer Program for Three-Dimensionai Anaiysis Aug 1981of Building Systems (CTABS80)

Technical Report K-81-2 Theoretical Basis for CTABS80: A Comouier Program Tor Sep 1981'hree-Dimensionai Analysis oi Building Systems

!nstruction Reoon K-82-6 User's Guide: Comouter Program for Anaivsis of Beam-Column Jun 1982Structures with Nonlinear Supports (CBEAMC)

(Continuea)

WATERWAYS EXPERIMENT STATION REPORTSPUBLISHED UNDER THE COMPUTER-AIDED

STRUCTURAL ENGINEERING (CASE) PROJEC7T

.:ontinueaj

Title Datenstruction Reocri ITL-87-4 Users Guiae: 2-D Frame Analysis Link Program iLINK2D) Jun 1987-ecnnfcai Reoon ITL-87-4 Finite Element Stuaies of a Horizontally Framea Miter Gate Aug 1987

Report 1: Initial ana Refined Finite Element M~odeis (rýýhnsesA. B. ano C), Volumes I and ii

Report 2: Simplified Frame Model (Phase 0)Report 3: Alternate Configuration Miter Gate Finite Element

Studies--Go)en SectionReport 4: Alternate Configuration Miter Gate Finite Element

Studies-Closed SectionsReport5: Alternate Configuration Miter Gate Finite Element

Studies-Additionai Closea Sections.ý-.,oort 6: Ejastic Suckling ot Girders in Horizontaiiy Framea

Miter GatesRcpc..a 7: Application and Summary

Instruction Report GIL-87-1 iJsrr's Guide: UTEXAS2 Slope-Stability Package; Volume 1, Aug 1987Lser's Manuz-1

instruction meport ITL-87-5 Sliding Stability of Concrete Strupnures (CSILDE) - Oct 1987lnsiructio1n l-port .TL-57-6 Criteria Specifications I-.f and Va idution of a Computer Program Dec 1 vd7

jr tne uesigi i or investigation of Horizontally Framed Miter-Gates (CMITER)

Technical Report ITL-87-8 Procedure for Static Analysis of Gravity Dams Using the Finite Jan 1988Element Method - Phase Ila

nistruction Reoort ITL-88-1 User's Guide: Computer Program for Analysis oi Planar Grid Feb 1988Structures (CGRID)

Technical Reoort ITL-88-1 Development of Design Formulas for Ribbec Mat Founocations Aor 1988on Expansive Soils

Technical Report iTL-88-2 User's Guide: Pile Group Graphics Display (CPGG) Post- Apr 1988processor to CPGA Program

Instruction Report ITL-88-2 User's Guide for Design and Investigation of Horizontally Frameo Jun 1988Miter Gates (CMITER)

Instruction Report ITL-88-4 User's Guide for Revised Computer Program to Calculate Shear. Sep 1988Moment, and Thrust (CSMT)

istruction Reoon GL-87-1. ser's Guide: UTEXAS2 Slooe-6zabilitv 0---aae; joicume ii. Feb 19891,eory

echnical Reconr iTL-89-3 *Jser's Guide: 0 1e Grouo) Analysis (CPGA, C-zmouter GfouD Jul 198979chnicai Reoort ITL-89-4 -,BASIN-Structural Design of Saint Anthony Fails Stilling Basins Aug 1989

Accorcing to Corps of Engineers Criteria for HydraulicStructures: Computer Prcararn XOC98

Continuea)

WATERWAYS EXPERIMENT STATION REPORTSPUBLISHED UNDER THE COMPUTER-AIDED

STRUCTURAL ENGINEERING (CASE) PROJECT

(Concluded)

Title Date

Technical Report ITL-B9.ý COHAN-Structural Design of Rectangular Channels According Aug 1989to Corps of Engineers Criteria for Hydraui:cStructures: Computer Program X0097

Technical Report ITL-89-6 The Response-Spectrum Dynamic Analysis of Gravity Dams Using Aug 1989the Finite Element Metnod; Phase 11

Contract Report ITL-89-1 State of the Art on Expert Systems Applications in Design, Sep 1989Construction, and Maintenance of Structures

Instruction Report lTL-90-' User's Guide: Computer Program for Design and Analysis Feb 1990a of Sheet Pile Walls by Classical Methods (CWALSHT)

Technical Reoor: TL-90- investigation and Design of U-Frame Structures Using May 199CProgram CUFRIBC

Volume A: Program Criteria and DocumentationV4oiume B: User's Guide for BasinsVoium6 0: User's Guide for Cnannels

Instruction Report ITL-90-c- User's Guioe: Computer Program for Two-Dimensional Analysis Sep 1990of U-Frame or W-Frame Structures (CWFRAM)

Instruction Report ITL-90-2 User's Guide: Pile Group-Concrete Pile Analysis Program Jun 1990I-7r(-C

0 7,rioce.--L C:Y32A ProrTechnical Reoort I L-i Application of Fin~te Eiement. Grid Generation. and Scieoitifz:- Sep 1990

Visualization Tecnniques to 2-D ane, ?: =~; ..c

Instruction Repor: ITL-9-' User's Guide: -Oornio-Ato' Fronrtrm for Design and Analysis O-ct199"of Sneet-P'~ WaIs byi ý;assical Methods (CWALSHT)Includini. Howe's Mumert ReJuctior

Instruction Report ITL-87-.. User's Guide *or '..or'crete 6iren.itn investigation and Desigr Mar 199-(Revised) (CASTR), in AV~oroance win Aý',l 31 8-80

Technical Report ITL-92K:- Fiinite Element Modeiing 2~.J:~e Thick Piatc~ for Bonneville May 1992Navigation Lock

Technical Reot, rTL-92--: introductior. to the Computation of Response Spectrum for Jun 1992Earthouake Loading

Instruction Rieoor.. r:--92-' C.onceot Design Example. Gomouter Aiced Structura.Mooeting (CASM I

Heport , Scnieme A Jun 1992Repct. 2: Scneme E Jun 1992Report?--: ScnemeC Jun 1992

p7~f~ifA 4 LCOMPUTE III~ I ~~qNERN I ICAI i .g …p7~f~"ifA 44 LCOMPUTE III~ jAIDjD0S- -.g * ~ 1'O I...

Documents

Transcript of p7~f~ifA 4 LCOMPUTE III~ I ~~qNERN I ICAI i .g …p7~f~"ifA 44 LCOMPUTE III~ jAIDjD0S- -.g * ~ 1'O I...