p7~f~ifA 4 LCOMPUTE III~ I ~~qNERN I ICAI i .g )IIIP JII · Cha pa£ Ilios 12 Inom to TIEE I, 09...
Transcript of p7~f~ifA 4 LCOMPUTE III~ I ~~qNERN I ICAI i .g )IIIP JII · Cha pa£ Ilios 12 Inom to TIEE I, 09...
p7~f~"ifA 4
4 LCOMPUTE jAIDjD0S- - .g *III~ ~ ~~qNERN I ICAI i" )IIIP 1'O JII IINTUTO REOR ITL* 2-3
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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
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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
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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
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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
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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.
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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.
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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
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-- - ''
. 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
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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
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-7 -*----
Draw Mod"
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~~~-,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
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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---------------..--------
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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--------------
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Wind ASsumptions
P.,,.ftoi For BI h/ OoDufaub Height ROW. 0.75Plan RgOW. 0.75
Amme fraonpn uman c~di
h2
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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
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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
Wind Components & Cladding Loads
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 -
''•."•--
Wind Components & Cladding Loads
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
50
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
52
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
56
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
68
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
Surface Element Analysis
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
Surface Element Analysis
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
82
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
Steel Roof Deck Design
84
Steel Roof Deck Design
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
86
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
94
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
98
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
102
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
106
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
110
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
Column Load Run Down
Lime Load Occupancy (UL)Redt' Apply LIve Load Reducion
121
Column Load Run Down
122
Column Load Run Down
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
128
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
132
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
Define Lateral Resistance
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
Define Lateral Resistance
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
Wind Lateral Analysis
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
Wind Lateral Analysis
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
Wind Lateral Analysis
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
Wind Lateral Analysis
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
Wind Lateral Analysis
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
148
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
Column Self Weight 5.7 36.8 200.8 36.2 205.4
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
Column Self Weight 3.8 36.8 139.2 24.0 93.9
Sum 686.9 25299.0 27738.8
N-S Center Of Maas: 36.83 ft
E-W Center Of Ma4s0 40.39 ft
155
156
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
Seismic Lateral Analysis
(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
Seismic Lateral Analysis
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
Seismic Lateral Analysis
,~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
Seismic Lateral Analysis
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
Seismic Lateral Analysis
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
166
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
168
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
Double Click RightMouse Key To EndCopying Designs
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
Double Click RightMouse Key To EndCopying Designs
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