Specifications 1 (,6s 72 2c0
City of Tigard
Ap .. ved Plans
= I Ili
t a 0- ,� f 1 r. �y Date
/ ,
A -, R OOF LINE
... V: L. s N OFFICE COPY
; ° HSS 4x4X1/4
��3 .
. .,�....._..._ 1
L 3 I /2x3 1/2x1/4x0' -4" 0 w • Typ� 3/16 D
°
4' -0" OC MAX, STAGGERED,
W/ 1/2 "0 THREADED ROD 8 " fIN
W/ SIMPSON SET XP. EPDXY , 1 MA
W/ 3 3/8" EMBED W/
SPECIAL INSPECTION
0
mil
in is!
w A11/2" C
3/16 D < YP
FIN FLR
10' -0" MAX 3' -2"
NOTE: PLACE (2) ANGLE
CLIPS AT TOP AND BOTTOM
OF HSS STRONGBACK
O rmi HSS STRONGBACK m
1/4" =1' -0" o+
i
J f`.t i f ( i ( ... . By •
G R p U P Date
MACKENZIE1 Job#
Portland, Oregon i Seattle, Washington 1 Vancouver, Washington Sht. - of
www.groupmackenzie.com 02010 GROUP M AC RENZIE. ALL RIGHTS RESERVED
Project Name = Stash T.I. at Pactrust Bus. Ctr.
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.433037
Longitude = - 122.752122
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05000000074505806 deg grid spacing
Period Sa
(sec) (g)
0.2 0.951 (Ss, Site Class B)
1.0 0.340 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.433037
Longitude = - 122.752122 ss , t o t't ue4
Spectral Response Accelerations SMs and SM1
SMs = Fax Ss andSMI =FvxS1 e
Site Class D - Fa = 1.12 ,Fv = 1.72 4,, 1 e "1 •
Period Sa • e� rr
sec ( ) (9) ; ....ti�.» \
0.2 1.065 (SMs, Site Class D) �•
1.0 0.585 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.433037
Longitude = - 122.752122
Design Spectral Response Accelerations SOs and SO1
SOs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.12 ,Fv = 1.72
Period Sa
(sec) (g)
0.2 0.710 (SDs, Site Class D)
1,0 0 ,510(5D1 - •
r 's ; 1 ''
G R 0 t1 P RiverEast Center
I 1515 SE Water Ave. - P.O. BOX 14310
A K E N Z I E TEL R (5 3) 224-9560 O FAX (503) 228 -1285
Concrete Tilt -Up Panel Design Per 2009 IBC
PROJECT NAME: Pactrust - Stash Tea T.I. PROJECT NO.: 2100085.00 DESIGNER: RRB
NORTH WALL PANELS
OUT - OF - PLANE
GENERAL Panel Ht. ht := 22.5.ft Conc Strength f := 4000•psi
LOADING
Panel Thickness t := 5.5.in Rf Load Ecc. t + 3 -in e = 5.75 in
2
Reveal Depth . r „ := 0.5.in Reinf Yield 60.ksi
c :=
St! Depth 0.625•in t
def := t — 2 — 1.5 - in d = 3.688 in d := —
2
Roof DL DL := I4•psf Roof Snow Load Si, := 25•
Panel Width w 25•ft
GENERAL LOADING
IBC WIND 95 MPH Exp B Wind I,,,:= 1.0 X := 1.0
w•ht
Area := 2 Area = 281.25 ft 2
q := 16.5 -psf•I .. q = 16.5 psf Per Table 1609.6.2
M ft U k
gp•ht2 k
Mw = Mw = 1.044 ft i �� f . , �.., = �, a -�
8.
' _ \. : (. ) • ( \ . ';/ A �• ;rd. 1 . C , c a r
"` /' � V��� yi� e. f �r c f l
SEISMIC (Per. ASCE 7 -05 Sect 12.11.1) l� f/ f L�� �
1,, := 1.0 h := ht X t /r1 Z • �f C
F := 1.1 S, := 0.951 '
Sros := F S, ? r ? 7 c . . - p. . . 1 ' I l '' " - -'
.:'t. " t 1 j
C7 := .15•kcf -t C7 = 68.75 psf Wt. of Panel
F := 0.4Sd I F = 0.279
2
q := F C7 C(7 = 19.178 psf Mg q7 ht
8 M = 1.214 k
ft
ft
/ /i,,
PANEL W/ OPEN'G Panel Ht. ht = 22.5 ft Steel Depth d := d
New 4'x10' window of
Panel Width 25.ft Panel Thick.
�'° t -5.5in
• Opening Width w := 10•ft Rf Load Ecc. e = 5.75 in
Opening Ht. ht, := 4.ft Reveal r„ = 0.5 in
w + L
Panel Leg 3 . 1 8•ft 2
x
DL.50•ft L
PdI 2 .x P dI = 900.314 plf SL
PII := P dI' DL Pu = 1.608 x 10 Of
P2 := C7- [(ht)..5]•x P2 = 1.99 x 10 Of
M := Mw-x M = 2.686 k -
ft
Sei Mom w/ Opening
w1 Q7p - x w = 49.333 psf
2.25.psf.w 0.5 + Q L
w 2
L
WI
RNA := w2'ht + (w – w2)-(ht – ht
2•ht
R top :_ [w -+- w – ht,,)] – Rbot
R top
x"' w x,,, = I 1.058 ft
2
WI•Xm
Ms• = Rtopxm_ 2 Ms= 3.016 —ft
ft
Compression Check
P :• Pal + P + P2 P = 4.498 klf
P 0.06 -f P = 15.84k1f
Check := if(P > P "Okay" , "No Good ") Check = "Okay"
nb := 4 # 5 Each Face In Leg
nb•0.31•in
As: L
DETERMINE Mn USING THE YELLOW BOOK METHOD _ _
1.0 • A klf 2 P 1i • klf 1. 6 M 1 0
d) • klf 1.05•P2. 1 1.28 1 1
f 4000.0
fit := 0.85 - 0.05•
1 1
1000•psi 1.05 - Pd)• kif 1.05•P2• klf 1.28.1)1• kif 26 —.M„„-- k 0
0.85•f / 87000.0 1 1 1 1
Pb c, R) 87000•psi + f,) Ultimate Loads 4 : = 1.2•Pd)• klf 1.2•P2• kif 0.2•P))• kW 1.0•M,•— 0
f k
i := o..a
0.9•Pd 0.9. 1 0 1.0.M 1
Ms. k 0
A := t• 12• in klf kif
Pti := t ( 0 x i, t x i,2) .k \ 0. - P d)• klf 0. ! 0 1.6•Mw k 0
J
Pu •2+ As ft f 1• P dr • 1 1 . p 2. 1 1 Pii 1 l M 1 0 -
X.:-
d y t klf klf 2 klf "' k
0.85. 12•in 2 t 1 1 1
Pw• + A,•ft•fy 1.Pd1.— 1 • P2.— 1 •P11•.— 1 •M • 1 0
I d
Ase :_
klf klf klf 2 '" k
fy Service Loads 1 . 1 i . !.. M s' 0
:= 0.9 Pdi• k lf 1 1 y klf 1.4 i y
$
»>
M := A d- X 1 1 RI 1 2 1. Pdr klf 1 P2 klf 0 M, k 0
+Me =_ 4Si'Mni 1 t
l •Pdl klf 1 P klf 0 1 •M " , • 1 0
Steel Ratio check - Tension controlled required k
d := d Depth to Extreme Tension Fiber
x
Neutral Axis Location
C 'HOK"
C. t _
flag := if ! < 0.375, "OK" , "Revise Steel" dt
"OK"
d t flag = "OK"
0.207
0.213
"OK"
0.205 \ "OK"
0.198
0.198
DEFLECTIONS AND Mu he := ht.0.8 ht * 0.8 For dock high Panels Only
12 in t Xi fc 29000•ksi
�:= 12 C :- — E := 57000. .psi n :_
0.85 psi E
c
12• in•(Ci)3 5 •Mn.• ht'2
1 cr. :- 3 + n•A (d - c )2 d _ i fc.
i An. 48 •E 1 f r := 7.5 psi
c cr psi
3.lk + (x. + x. / k • e + (x. + x. + x. / k•A„ C , := y. lk + + 1 ( + y. + yi k , ht
M := xi, 1 i, 0 t, 2/ 2 1 t, 0 t,1 i, 2 """" c, 3' yi, 0 yi, 2J k 2 + l i, 0 i, I i, 2) 150
(L,
c• 5 'Mcr'ht' 2
ht Ms. — Mcr
• Mu ` Acr t -- 48.E,-18 Amax — A : = A + •(d — 6 cr)
i SO Mn. — Mcr ` '
' 2
5 'Ms.•ht' 2
A := if Ms. < Mcr, ' , As .
' 48•Ee I 1
1.05DL + 1.28LL/2 + 9,6WL Note: Load Combo M. := 0 Ai := 0
Based on AC1 Appendix C
OMno= 80k•in > M 72.417k•in
M := if(4)Mr,. > M "OK" , 0)
Amax = 1.8 in > A = 1.11 in
Ai := if(Amax > As. , "OK" , 0)
1.05DL + 128LL + 1.6WL /2
OM„ i = 82.093k•in > M = 53.59k'in
Check
( " ` '" \
Amax = 1.8 in > A = 0.386 in "OK" "OK"
M = "OK" A = "
1.2DL + 0.2LL + 1.0E "OK" "OK"
\ "OK" i "OK" ,
0M4 = 79.441 k•in > M° = 54.344 kin
A 1.8 in > A s2 = 0.523 in
0.9DL + 1.0E
4M, = 77.004k•in > M„ = 48.122 kin
A max = 1.8 in > A 3 = 0.533 in
0.9DL + 1.6WL
OMn4 = 77.004 kin > M = 63.495 k• in
Amaa = 1.8 in > As = 0.921 in
/ ( Th/ .Vi
1 •