ew library at the university of virginia’s · technical report 2 assignment that was handed out...

September 27, 2013

Heather Sustersic

[email protected]

Dear Professor Sustersic,

The following technical report was written to fulfill the requirements specified in the Structural

Technical Report 2 assignment that was handed out on September 13, 2013.

Technical report 2 includes a detailed structural analysis of the New Library at the University of Virginia’s

College at Wise, located in Wise, Virginia. This analysis includes calculations of roof loads, floor loads,

exterior wall loads, snow loads, snow drifts, wind pressures, and seismic story forces.

Thank you for reviewing this report. I look forward to discussing it with you in the future.

Sincerely,

Macenzie Ceglar

Enclosed: Technical Report 2

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Technical Report 2 Macenzie Ceglar Structural Option

U n i v e r s i t y o f V i r g i n i a ’ s C o l l e g e a t W i s e – N e w L i b r a r y Page 2

Executive Summary The New Library at the University of Virginia’s College at Wise will serve as a main link between the upper and lower campus areas, which are currently divided by a steep 60 foot hill. The new 6 story, 68,000 ft2, library will be integrated into the hillside, and will provide students with an easier and safer path across campus. The architectural design of the façade incorporates traditional materials found on campus, such as brick and stone. Construction on the New Library began in August 2012 and will be completed in August 2015. Soil loads caused the foundation system for the New Library to be unique in its design. The foundation system utilizes a temporary leave‐in‐place soil retention system and foundation walls which are designed to resist future lateral soil loads. Other parts of the foundation system include piers, footings, and slabs‐on‐grade. All six stories of the building have composite floor framing involving both composite steel wide flange members and composite decking. Framing layout in the building is fairly typical with bay sizes ranging between 25’‐4” x 25’4” and 31’‐0” x 25’‐4”. Steel wide flange columns are used as the vertical framing system and shear walls make up the building’s lateral system. Loading conditions considered in the building’s design include live loads, gravity loads, snow loads, wind loads, seismic loads, and lateral soil loads. The Virginia Uniform Statewide Building Code (USBC); along with “Facility Design Guidelines”, governs the design of all buildings on the campus. The USBC adopts chapters 2‐35 of International Building Code (IBC) 2009, which references codes and standards which include American Society of Civil Engineers (ASCE) 7‐05, American Concrete Institute (ACI) 318‐08, and the 13th edition of the Steel Construction Manual.



Table of Contents Executive Summary ......................................................................................................................... 2

Table of Contents ............................................................................................................................ 3

Building Abstract ............................................................................................................................. 4

Site Plan and Location of Building .................................................................................................. 5

List of Documents used in Preparation of Report .......................................................................... 6

Roof Loads ....................................................................................................................................... 7

Roof Dead Loads ................................................................................................................. 7

Roof Live Loads ................................................................................................................... 9

Floor Loads .................................................................................................................................... 10

Floor Dead Loads .............................................................................................................. 10

Floor Live Loads ................................................................................................................. 12

Exterior Wall Loads ....................................................................................................................... 14

Snow Loads ................................................................................................................................... 15

Snow Drifts .................................................................................................................................... 16

Wind Loads .................................................................................................................................... 18

Seismic Loads ................................................................................................................................ 31



Site Plan

Location Plan



Documents Used in Preparation of Report Below is a list of the design codes and standards used in the structural analysis of the New Library at the University of Virginia’s College at Wise.

• International Code Council o International Building Code 2009 (Chapters 2‐35 Adopted by Virginia Uniform

Statewide Building Code) • American Society of Civil Engineers

o ASCE 7‐05: Minimum Design Loads for Buildings and Other Structures • University of Virginia Facilities Management and University Building Official

o Facility Design Guidelines • University of Virginia’s College at Wise – New Library

o Construction Documents o Specifications

• Vulcraft Deck Catalog

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Co - SCi P5f

b" R, <;pd I = p f

Roof = d p r

Ad := d

5 J...J-.Pel , (Y1 poeed \~:

cell I (i = 5 f

= /0 P

10

lobJ...\ = " 1 p~r.

ere

~__ Cold ForMt..d Me.te;..l if\)..

1

f

=I~" O.C.

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I = l..f~ = ~3. \ plf,

\1 = 55 x d = I\0 pIt

LC>AD~

&> f

Code.

dO f

ISOp ~

: UV c,u-. d II ope.c.\ f e. (A. roof IjvG loo..d Wh1c..n

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Roof Are.o. 10 Sloped R<::::of:: LA.() II ke..l'l rno.t:. +-hI Clrea Will

6ee a live. \oo.d 00 0. M'('"Mum we. LA eel

Roof reo. ~

Plov,ded 0 I

10

Ad

po De.c~ d llNlJJC. I ~ q,~'Ok.

5

Co lot '/z."r- W, dOC Flo.fl<¥- fYW'n

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II No() - T'lpico..\ Lc:>o.d ~ I~ c..e.cyt..o.tTe.c.h

No(\- 1"

J l,)..'0 1:;;, f \c..o..\:.\ 0("\d~ Loc...o..t:.\~n Vo.\v..e

vt).\c.ro. \0 I V1. II 00 ecK \.Appec roof ~.Ib f

(1,5 A R~f De.J::A:?O~

ewe\ L1CoM o olApPO( b' 105 poF VlAJClo.f Co. o~ p~ 5;;

8'/z" 'Nt-dill Ve.s. .b\e o./i Cf'P5F / o·~/lof toPP'(\~

3'lIb " Tun ~U> Le-ve,l 4 Til ~ ~I.j" X ~Ltl' Ve.&bt Ie.

o.nd In &to.\c w II

Lco.c\~

oFfIce

bO()e Cod

So SO A'5Cf='-OS"

offlc.e ... Cor(, doC .5afYlC WeD. Peu 1l;IO() ~W

(Nob F r.t. FlOC() 5e.tve.d

PoJb,t\o ,n Co..r.nor. De::"c:aO ~ do.fd

Ioo.d Pefb~'('\ tt\.Q.. h.j P ,co.' sp C,lfle.d \f'\

Te. \co,\ R \. ThtJ..A, OJ to If'\ ~ \

fY\Q.Jor , of ttu. 1M \01 ~. LI brQ.( I rYlo. ~e. u..p Ck \ ¥ paJb of th.L live loo.c1l~) eo. not ~oc.o...be.d In ec.., e.d

d~ LOc,.oJ:.l 0 I"'l Code.r....hl"'l. J u.:=.bI ~ I c.o..t.\O

Li bcnr'4 ~toc.k. L.Ue...t ~I JLj,5 1b

1("\ YCAr.oU. loc..abOl)

1'50 f 19:>pGf AOCE. '-05

Me. L~ti~. \00.> (oof ~50 f

'Ir'\du~\:;('1 &toJ'\dc:a.rd

f« he.o ~

E wprt\U\t

HI l-e1'Ie.-l ~SO ?-50 f A c.e.,-c$

\::.0.\(

ce.n~. eQ.::.t c r

100 f '00 f A~'-05

rla.c "ZJ e ~o.! 0'_'Lj

",--_l\u:.o~t.IC. Pc Gc.111~

,--_ Ap II~ FIre. Proof

BrIde +- g-" eMU == qSpsf x I~ ( lwl flooc- to

.: 16 p::>f

ITot...<:A\ ::: J5311 pI fl

ThR- \oad d to LO( \ t::. c.o...r .ed b ~ ed~ of *'.t. e.c be d~~· ~ ded1 to f I to tt'U.. wide. fl ('Y) ex7f) W h \c..h t+\A..f) :s+hJ.. load I()to ~eeR.' c..olu.IT • FroM e +h.L. loo.d I

trCU'l rer.~ ta tt\Q. tQu..nd o..bton a.f)d dl CJ,-;o.tQd In to I;:)e.d roc~.

Snow Loads

Lgu..) oof - Flo.

~ '" 0.1 CeC T~

Ce a I.Q (p.(t

Ce ::; I. 0

I = I. \

Pf: 0,-.(1.0)(loXI,,->'/....:;."'~,: ~3.1 p f

u'ppe.r Roof - 0\ope.d p~:= C~Pf

Ce.= \'0 (eo

Ci; = I. I

I. '::: I. \

R = 30

c. = I. 0 (cold (oof) roof f~o r~)

p~:: 1.0 (&5.Y) = 'd5,4 p f

=} De \ n of

a.f)d

-( C've.c..o CU)d 0. de. \ n ('\O~ 10 f for bot-h )0UJel.

flCJ.t roof 1o ed 0:::>.

(')0 c\ rt t .. S roof See..clo0

0(\ ~ LU (rr~e ~

we o::u N orb- of ~ dIC\(' oJ'Id

for dr, Ft.~ H (Y) o( of ef

of.

f 0 'oCA.l c..e..d snow loo.d l:;-o !:Pp of

C-X.terlo( W \\ a Co\ ('\ LH\.... 3)

o~ O. 1'0 P ~ J Lj

=o. ~ (:~c) t 1'1 -= 11.'1 pC~

<. 30pc

:: 'd-f. /11,c.. ~ (,Y5 ~l::

hc/h!:> = Sf ,q /1.45 ~ 05."~ '> o.~

Le.eW

p~ -= 00 Iv. -::: ?5'l.l1l

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tl. 'is'

(J.5' 4"

-

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hd~

hc...~ Ib' nil h~~ I,l..!

Ib' II" /1.45' :: II. b'1 '> 0:;> => 5r'lO~ dr. ft:. (Y) sc toe <:Of) \0

lee.. d

p~:: '30 Iu. = ~'5 ==> 'f""c .<::>Of lApW I ()d of de. A:. eo

Lu.:: 'd5Fc ~ed p f''dwe 7-Q.

~ p~f-1-----"'-----,

I~'

/47'

TeGh

Wino loo.d Cp...\c.v.\ 00

I. OCGu,. I - I

d. Dec.e.rm I ~ +n.9- W.f'Id lood I

~ T:: \.115 Loc.e:.u , no('\- 'nu.ff, c:,o.ri.D.. P roNL

~,

.=} v= 90 MPt-\

'-f. DebefMlf\JI. WI d Load Ebso

• ) - N

AQ>= (1l3'X51')~(LJ'd-'X'l~): \\I~l.\lR:."t

H:, /od'

hl = IO~' Ac., =: Ir;/' X lyl = \l.! ft'L

I'd-

I l- = IY

- 0.0\\

H = IO~'

hL = 1001'

A l = \'C)"X gl ~ gl fc"t 1'0

DL -= (;)1'

\-\ = lO~ \

hL:Of:,V f.\ L = I~ I' )( i'. ~' 'l' <i. b 'l.

I~

bl-= .b'

(I:~ ).. ; O.3(.{,

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h( = 10;>\

A~ = l';llt X ?O. '3>1> I ;: ';l0.3'3> ft::.~ "IT'

Dl. ~ {1Q.~31

( IO~\' ~o, - o. ~9 ~) r, .... o.rr'3J{IO'l. 1

L \:: 'ZP.:l'l

Wind LoadS C)O

J h.2.o.e ( A c a. 5-) - N::>

\-:T.= \O?' h\..,:: IO~\

AI. - 0" X 1&' = 1 ftl.

I'd

D '= I":;}'

1'+:: IO'd-' L,= lo~J

f\...,:=. I'd-"x f}5.';l -= 'd5.'Jft.'L I~

D~:: 015.?'

1+ =-I~I

hi-:: IOd' Ai.- ::. I?" )( ;)0' ~ ")Oft.l.

,~

D(,,,::- ?O'

\-\ = \(y~'

= oyl

I\IJ -= IC:>" X 10/ = /oft'l.. I?

DL-: 10/

, ~=IO~

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" Di,= d3.3'

NQctb - South

(H )1. Al.

~ 1'1'\1. [I 'to," (~i,1wY = Q,¢ll + 0 .3~~ "\- 0.1'\1 i"' 0, ~35 + 'il' .YQ5

= 10,'0154

etA') = \00 (10,

II) ~"I'

E9xf>~ - WCSt

L- (%S G~·t3Z rPLl] C W1 EW ~ /00 (1~.~(.n) = O. bbbO

",CZS'i'1

G = O,q~

0! 03 \" = O.'"d;\ -= 0, 0 \O.b(,O~ .)

IYl t

~'3,o3'

( i.)~L ~3 =

(?,-:: ,,1..4,'2> I

h:: \o~ li. = oq .IE>

e-w)Q:j =I 0,403 , +-o.~ (Cj'i.~+ 10

3'13.15

N 1:), re.c.bOf\ (;, =

E-w D,r~,o ~ G- = O. q~5((' ~ 1.1 (3.4 (6:~'ifOrO.~43») = o. ~35 (E-w) I to /., (';~IL.t)(~''q~)

,nd

-5)

5

0( :: 7.0z.~ = l'dOC

1<-2 (~L.tl) = ? .01 (~ /1 o.qe;

)<."L ( 10<;>1).: ::LO' (10 Ii

<{,2. = 0, OO,.;lSb J<.l..)<Z.b \(.d y'll.

K"l..t::' 1,0

kd:o.~5

y'L =¥IOO

1-= \.\5

Q. A 00"" -L KO"t.= '-J. 'c;I'SO

q.1..(I~) ': 1~.~~

'(.""L Ci30 :; I 5 •0::>

q,,. (5d = lb. E:>~

~1. (bl') ~ I~.O;

C(,1. (~"i) = 1C1 ,OS

q,'2.(IO~) = dO.01

/ 0 O,c:oV I.15 = .....0 ...... ' K. ..,-0. 0 0 '.\.. Qf ~ ...

--

-,

94,&1 -:. l.L - 0.<:'-. G 141'

c.p, L :: -0·5

l ::: ~ : l.is e.,.b7

a-\ :: x = - o. '088'-

h/L :; l\o.5/~y.bll -:. 1.\1 ). 1.0

;;1.5 ~"'. I 30

-o.~

o

x':; - 0 .Y5(.,

\j: 0.0,-\4

Cp, :: -O.b

~ For (Y'\()..() o...rd ("oof~, l:o nor. ~ bo-.\_ f \e.c:.wcUd \nc\\ru..d oLA.Cfo.c..e ohc..\ bQ.

D \ eLu.::l~ r-,-~",,,....,._ Fr-o \ lTC4 \e. b-E:.

RooT

~

t. e,o.te..d )

0.5 <. 0.,5 <.. 1.0

~s db. , '60

5 -0.'4 -O'~'$ -o.d

5 -o,~,

-0.5 ·o.45b -o.~

0.'

1,0

1.0

5

o

o. Jc~

O. 044 O· ":)

e = ~b.\ ') 90

Cp, ~:. - O.b

. Roof~o..\\ 5

N S O,(lZ,e...t;.\of\ t ... h('\d.,'\r. rd' o.<g - 0 .YSb, 0.04'1

\" ... .'\r.rc\ -a.S - O. b

E.w ,re.ctA lD \('\d word O. g - O.'06'J O.\ad

1l!J:.~o..\d - a.o"iS~ -O'b

I ~ ~-_.__._-

Equation: p=qGCpi

Constants: G(NS) = 0.824G(EW)= 0.835

qh= 20.6Building Width NS= 147'Building Width EW= 94.33'

Floor Height qz Windward Pressure (PSF)

Leeward Pressure (PSF) Trib Area (SF) Force (K)

18 12.36 8.15 ‐8.49 2646 4436 15 9.89 ‐8.49 2499 4652 16.62 10.96 ‐8.49 2352 4668 18.04 11.89 ‐8.49 2352 4884 19.05 12.56 ‐8.49 2499 53102 20.07 13.23 ‐8.49 1323 29

265

Floor Height qz

Windward Pressure (PSF) Leeward Pressure (PSF) Trib Area (SF) Force (K)

18 12.36 8.26 ‐6.67 1698 2536 15.00 10.02 ‐6.67 1604 2752 16.62 11.10 ‐6.67 1509 2768 18.04 12.05 ‐6.67 1509 2884 19.05 12.73 ‐6.67 1604 31102 20.07 13.41 ‐6.67 849 17

155

Wind Pressures (N‐S Direction)

Base Shear=

Base Shear=

Wind Pressures (E‐W Direction)

8. Calulate Wind Pressure, P, on each surface

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27

-\e.ch

= '\h &Cp

:: ~O. b

p::: ( (70 of:> (0 I '6 ~'-\)(- 0.45&)'" -".1 '-\ pcf

p= (~Olb o,«is~"iYo, 4'" = O."opof

E- 'H D, Cec..boQ - Ieo t,...X.!fd

lo.~f

1~.4\p:s

I? 31"*1-------41-

1?05"P~I _

,1.\0

10 '~.p~f I-_~I

-N I().J~ p~f

"'691 TrT1'1' T1'1'1 TIT TTTTl' T~

~

~

f --')

18 --'l

~

."

I ---1

Ih -'-'

'6'•Ib

:-:JI

---!,,: --;

--l

q ~"p"J I" ---;

f--\ --'l

ZS.I'5p5{ f--\ 18 ~

--" --'l

<

Us9p<..,f

IOI%p~

h

Te~

~ = o. ~Od-~

I"=- 0.0 4C)

'Oe;, '> 0.15"' .,.. ,') 0,0

~fY'c;) = Fa ~o = (I.OX.O.O~~ ) =- 0, o~';;)

~,= fv5, = (l.oXo.oqy~) = 0.Oq4~

D. Q

SD~: 7-/3 5M~ : 2/~ (0, '3~ 50\ ': "/ 5MI = 'l../3(O.OQ

ed Ie.- b~i Id\ doe5 (11).ILt")

C>c:.c..u.-po..t'C \ C,c.I~ 0 (I :nr o. lb. (.. ~D~ < 0,'0 :!>

Force A 0\'1 ,So

=4

b) IfY'I \ e.. II. 5 -, )

-hI": I\q fl::

C : O.o? 'X = o .•s

Tc..::- (o.o'i))(I\C\ o.~

:: 0.1 e;t \

c~= ~ O. 'd'd I ~ O. C ~ \

( RI'I.) (y II.?'S")

TQ\ = 0.1~\ < TL':: b

c";) = 501 = T(l<../l:)

0.06 ,c -= => 0.0';;2, '> 0.0 t/

Roof

Q:,~ Peed l..oo-d :: III p~f x '1'l05 ~f y\OO())0.

=- 1\58. q 't(

L\f\L LQo.d.:. I~~.I p\f x 061 ft x YtOOO

= Yl.5 ~

~)

:.

'33 t:,~Loa.d

.£.Jgor

TI \ <:0...\ f\oo( = /OG,5 psf ...

::.pO-(ei 10 ",1 p f

Tot:.u.l F' ( Deo.d L d .• Lv/e.\ : 1(:>,;;1.5)( \~) 8SQ /IC::CO'= 1103. g t. ~WeA '3: 1'00.,5)( Id I ) 3 /1000 = I G> 6" ~ .0"

LcJ.I, ,. I':?>~. )( \\) I IS /ICOO: lYl'J.7 It..

L.<:.AIe.l5 ~ , do,S )( JO,31 //000: 1'2115.'O-K.

U=.wCA -:. 1~~,.5 x I ~~ /ICCO; f3 j'q. ~ I(I

Tol:.oJ W~~t = ~ 775", 3~

II) G\eulo.k:e &:t.se ~ 0..( V U~.f!, I)

V;; C~ W

- (0.o,n3 CjS"S. -:3r..)

K~ To. ... o.ldl => 0.:5 < 0.1~1 < ?.5

';).5-o"~1 ::i) ~= 1.11 ~ - K

k= 1.11Vb= 239.57 K

Level wi (K) hi (FT) wihik (K‐FT) Cvx F (K)

Roof 1206.4 102 446685.20 0.256 61.276 1359.2 84 411049.90 0.235 56.385 1375.2 68 329360.11 0.189 45.184 1472.7 52 263858.18 0.151 36.193 1658.0 36 200094.25 0.115 27.452 1703.8 18 95549.22 0.055 13.11

Sum= 1746596.86 1.000 239.57

12. Vertical Distribution of Forces

Calculation of Story Forces

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l(

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-

Jb,lq1<. ' ,-'

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