HomeMy WebLinkAboutB06-0196 Supplementary Structural Calculations 01/29/08.r
SUPPLEMENTARY
STRUCTURAL CALCULATIONS
for
- BULLETINS #001, #002
FOUR SEASONS RESORT AT VAIL
. Vail, Colorado
r
JCL[
rLB 0 4:1908
~J
TOWN OF 1
for
i
HKS/HILL GLAZIER STUDIOS
925 Alma Street
Palo Alto, CA 94301
by
NISHKIAN MENNINGER
1200 Folsom Street
San Francisco, CA 94103
NM Job No. 7083
January 29, 2008
See response below by Nishkian Mennincrer 1-28-08
Vail Four Seasons: Fourth submittal review
KL&A, Inc.
DRAWINGS DATED 10/23/2007-BULLETIN #001
DRAWINGS DATED 11/05/2007-BULLETIN #002
Structural Comments:
Note: structural comments are numbered S1,S2, and are also given a designation with regards to the topic,
as follows: DC = design criteria; F= foundations; D = drawings; C = structural calculations; GS = gravity
system; LS = lateral system.
General Structural Comment: This review and eventual approval does not permit the violations of any
section of the building code, or any other ordinance or State law.
CLOSED COMMENTS HAVE BEEN REMOVED FROM THE LIST
5164 LS S2.11 Provide detail of roof diaphragm to concrete cores. ProN ide or
indicate detail of steel beams to concrete cores for gravity plus
lateral loading, per ASCE 7-02 load combinations. Verify drag
loads and chord force detailing at eave framing. Verify diaphragm
welding is sufficient for expected shear forces, provide shear and
moment diagram at roof deck levels. ASCE 7-02: 9.52.6.2.2.
9.5.2.62.6. 9.5.2.6.2.7.
KLcC'.l 111 ON-- CUIc111uii1117,S luili-c' ht1'C Ihc'cn Ir,r r1;1)>
c1C"Z"c'1c'1'Ulloll. 170/ 11011 Iol'c~ Dec"c'lel"trllo11pc'1'.1~~(~ 9 5.J.4.
c1"ltl' 11 11741 4 /OL'.' 1101 c'o1711,01 ol'c'1' ~ciNIn c 101" 1'0oI "11'C'17
~11'c'l 1'11111 vl0/)c' U11c11011' 1.1011710 IMO '01000_ c'017711017c171
uI lrin,hr~rr<I unc/Ic~cu'ln<1l1 ul1s. IP(' 16(19.1. Tribulclrl' cnrc'c1
tcc~ll /M. hr~rc'r ~lr~i~17 n7rn' n~11 ucclrrrllc'N ITIlcc'1 .~lijli7c'sv of
co11c7'ctc' Core; CM117Alc'c/ 10 I/W 1'001 c8(11)17FU( 117 rc'I01il•c' 10 ~Ic'17c10'
hrcu'eJ Ii ~nllr~. 11l(' 1604.4.
Response: The roof lateral design force was used based on 2-
sta,,e analysis. A flexible structure over a stiff structure. The base
shear calc. for roof used was a lower R=3.25 compared to the
entire buildin( R=6.
M
y However, the seismic force is revised to 0.4 Sds Wp (the max.
diaphragm force for any structure) See revised calc.
The horizontal component of wind load is checked against seismic
load and does not govern. (the roof has large footprint but smaller
projected area.)
Due to the shape and material of the roof. it is reasonable to
assume the diaphragm is flexible and force distribution should be
independent of the stiffness of resisting elements.
S165 LS S2.11 Provide detail of concrete diaphragm to concrete cores. verify
shear transfer at each level and comment whether any drags are
required. Verify if typical details 12 & 23/S 1.0.3A apply
throughout the job. ASCE 7-02: 9.5.2.6.2.2. 9.5.2.6.2.6.
r 9.5.2.6.2.7. 9.5.2.6.2.8.
Iv1,&_f 1 l1 O : 1'I((tNc dcIiI7c rctlllircd c177bc<1111t,171 of tlr~r;~ holN
llllo core' 11 (1//N. lox) bell ( hINN B Np/icc ICII.II117 1170111(1 be IINC'd \11C /I
11701 11101' O.riul /O(Id IN 171111N1rrrcd 10 11(1/1 rcinlr,1c11r~r .1('l 1 ~
Response: Added detail 6/S3.02A to show the drag bar embedment
length.
S169 LS S3.02A Calculations show a significant force reversal / back-stay effect
from Level 6 to Level 5 shear force. i.e. SW 14 & SW 16. Verify
this load path has been designed for the loads per 3D analysis.
Verify soil plus wind / seismic loading has been used for drag
design. Note per plan. S2.05.1, a large hole exists adjacent to wall
SW16. and per calculations page 536. (38+57)=95k shear transfer
is required. No drags are shown on plan. Please verify. Note,
elevations S3.02A show 95 r 14" o.c. at upper levels. calculations
shown (2) 45 c 24" o.c., please verify designs match calculations.
IBC 1616.1.1. IBC 1604.4.
KLc-.-l 6 26 0-: Original cominew culcidatecl (38-57)=95k loud
for SIT"14 not STI"16 us notecl holivi,er collector bears hure not been
added for ST174. SIT'16 collector load is (86+143) -229k, (4)
dw
40
An
slrolrn 017 pVarl (11-e not adequate f n- 229k. please r-erielr all
collector desV rts.
,r 0 ci.1 1 11 0S.- ('crlc idoiioa /or SIf 5 shoii s (4) =S ca cnd 0/ W(111
CII LCIVI V. 117011Cl'r'r iVC112 52.09. 1 117011s (2) - -Ill 717[' 1701-117 ~iCVe C11r71
(4) = ~tll 117' ~i~lllh ~iIIC. PhAINC (111 t11"t!~ 1101'v 7 ah-h
co/cnlotiru7s.
Response: Revised plan to show (4)48 sheet S2.09.1
S173 1/S2.08.3 Verify lateral support of the low roof structure for wind and
seismic loadin(,; low roof section is not connected to Level 8 PT
slab beyond or core Nvalls within the roof area, and braced frames
are not shown. Similar at 2/S2.08.3 and other low roof structures.
IBC 1604.4.
h-Ld-.I 1 1 V ON Occoc %I7slit1 ~1e~i~~7? torcc s hose 47001' /0/'
sIA4 cool t1111C1111'rs MV1, 1711111iplc stories. to 7;111~ose[l to
111\11'ib71ICc1 \101'l'/('1'C'C~ /711' ~C1N/ C /()(Os. cs11CC'i4llh 011 ll711111-X101'1
/7'0717C . 1 C 11 112P. CIC..11~o it il]111CC11'S Wi7h17770V (.01111.)1 wvr
~C1~I111C /M. 1'001 ~U'liclll1-Cti. 1'ICUSC l'C1'il.l' s111)21o17111," C017C7'CIC
slo>>s
C11-r ~1r si~,nr71 /1-;r 1r111i or(A o177171oir11>> c11-71c loucA /i-olll l'Crlicul
r
C(111711M1071 01 brace /77rccs..1.~:(T y.?_ 5. 4: 1130 1004 100(), 15
Response: use max. diaphragm force for design. Checked slab to
support force from braces ith over strencath factor. See calc. for
the critical bay.
Note that the slab was designed for 100 psf snow load and snow
load is not included in the over strenUth combo [1.2D+f1L+Em]
S173 11,26.28/S7.OlA Calculations indicate that roof deck is attached to slab edge
along line 2 and other locations where deck and floor slab are near
the same elevation. Provide a detail for lateral roof to slab
connection ,vhere required by lateral analysis. IBC 1604.4.
h7111s cis 1-°yirirc71..' jJ)l Ci/l' hl>~1hc 0/71(.171 /0 ,ro1~,e plc7iC. SI)CI. ill'
10v101i17" 01 hC171 16 "c111~(e 1VOIC 10 F(H) lc'ck.
•
•
W
Response: detail 5/S7.04 clarified.
S174 S2.1 1.1, etc Show roof diaphragm to concrete core connection, consider in-
plane collector shear forces and out of plane anchorage forces. IBC
1604.8.2; ASCE 7, 9.5.2.6.2.6, 9.5.2.62.8.
h"Lc+.1 I II 1)S..AcClrioiI S1.1)i[3: I'rrifi- 'Icckp 11 c']
c'olOilloa is oc/c'clllcllc' jor !1111 of 1-1(o7c 11-'I// or
c"o17c'1'c'Ic' c orr 11 411A ~ptm hors=tm1iifl.i. pc r IM 100-4.N2. 1 CXI7tll7NI.017 c177c'17ol"N orc Odc'cliloic' for c ollihl/lcil roof ('ro "lll' Iocic1111('
m oihl117c1.A717711171 fleck ~17car of 'o c15N11111c'1/ill roof cIi(lphro,,"171
ccrlcl hllio11~_ /B(' 17) 1?-IVI
Response: Metal deck parallel to wall is not designed for out of
plane wall anchorage. Instead, the beams are anchored to wall. The
concrete shearxNall is capable of spanning horizontally.
See calc. for combined gravity & shear loading for bolts.
S175 S2.11.1 Verify diaphragm continuity at dormers line A5 between upper
roof deck and lower roof deck. provide collectors as required for in
plane shear and out of plane shear. IBC 1604.4.
hLc~"I ] lI ON. AcIll' (1041i/N 10. I S1. ().B. I 'c'Oh, 011 ~lclh~
~11I7I7rn"ti17~~ ~li~conli1717ou~ ~lc'r1 hrocccllrclnlc'~ urN c/c'~i~r71c'cl101'
~I)i'c"loll ~c'l~'1711c ollli'~~o lockl colllhillalir7ll~. 1hic to ma of p/al7c
olf~ci irrc~rtll iritr. Ti lliccll cell hrclre'clli'(IMUN 411]YI collc'clol"v
~71I?I~UI'tC11 h{" v/cl/IN he/olt 170" 17('11' cVlc?l1ol7o17.v-
Response: same as 4173. see cal c.
S188 S5.03 Revised beams 4138 & 4139 appear too shallow to support one ,vay
slab at ramp. Shear ties are spaced careater than d/2. Please review
beam sizes for ramp loads. IBC 1604.2.
('iilc ~~(11,A) 171(71111'111. 11 `L l1.
i
w
An
r
17011 'ivr /,OIl)III /itIrN IV CTL' I] It I C/ L'i1 il7A/C( It/ U1I( /lIII'
h01i. ~I3y IC/v rulllilllrurls a ilh 4131'' WWI 4 coO 16 cirplhc.
Response: Beam 4138 is a short-span beam and is adequate as
shown. Beam 4139 is analyzed as semi-fixed end beam. Some
moment will transferred to column rather than Bear 4138. See
attached cale. for 4139 Reinforcement is adequate.
The beam having stirrups spacing less than d is when factored
shear is less than ! , of shear strength.
Some bears are actually thicken PT slab but labeled as beam.
Those stirrups are provided for constructability purposes.
1~7.~t.1 1 Il ll.~ (lJ.t/111: A l ll\ .AI.fl l)I.i_l1/_~ l r~L100
• A2.02.1 S: Note "concrete till as required..." at Level 2A and other slabs. Please verify
this «as accounted for in dead loading. IBC 1606.
Response: the slab design has included 2-1/2" concrete till addition dead weight.
Structural drawings: Many new details have been added in Bulletins #001 & #002 which
have raised questions. Instead of writing comments for each question xve propose a phone
conference to clarify the questions and avoid back and forth comments. Please call James
Horne at 303-854-7495 at your earliest convenience.
Misc. items on drawing:
Bulletin 002 set:
Sheet S7.01 H: detail 28, the cross reference near grid 14 should read 24/S7.0313
Sheet S7.01 K: detail 26, added cross reference detail 5 for beam to column connection.
Sheet S7.03: detail 9, 19 added steel angle and diagonal braces L5X5 to transfer porte
cochere walkwav roof diaphragm force back to level 7 slab. Also
sho«n on plan S2.07.1. 9, 14, 24, 27, 29/S7.02A 30/S7.02F
Added connection detail 24!S7.02F
Revised detail 27 for Nvelding.
Sheet S7.03 A: detail 16, 26/ S7.03 )A. added kicker to brace the ridge beam.
Sheet 57.0313: detail 11, call out vent. slotted hole.
•
An
Detail 25, added note to reference typ. deck support detail (added
27B/S7.04)
Sheet S7.04: Detail 13 14. fixed weld svmbol
Detail 14, checked for offset embed and it is adequate. The load from the
facia channel is small.
Detail 5, re, ised.
Bulletin 001 set:
Sheet S2.0.0.13 revised footing bars to shovN% hooks.
Sheet 52.07.3 added horizontal braces for steel posts near grid i.
Sheet S2.10.1 detail cut 6/S701A should read 6/S7.03A Similar for sloped slab.
Sheet 56.01 detail 2A. 213 added top bars at balcony slab.
-
[end]
-
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go
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NISHKIAN
CONSULTING AND STRUCTURAL ENGINEERS
1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
SHEET NO.
CALCULATED BY.
CHECKED BY
OF
DATE
DATE
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01/24/08 Project title:
10:32:49
C:ID000MENTS AND SETTINGSWUIDESKTOPIPT-FOURI10THSLABISLAB.ADB - Dale: 112412008
M
- -
ADAPT CORPORATION
STRUCTURAL CONCRETE SOFTWARE SYSTEM
1733 Woodside Road, Suite 220, Redwood City, California 94061
-
ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN
Version 7.10 AMERICAN (ACI 318-02/IBC-03)
ADAPT CORPORATION - Structural Concrete Software System
1733 Woodside Road, Suite 220, Redwood City, California 94061
Phone: (650)306-2400, Fax: (650)364-4678
Email: SupportCAdaptSoft.com, Web site: http://www.AdaptSoft.com
DATE AND TIME OF PROGRAM EXECUTION: Jan 24,2008 At Time: 10:40
PROJECT FILE: slab
P R O J E C T T I T L E:
four Season
support Bracing of roof
1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S
CONCRETE:
STRENGTH at 28 days (fcu), for BEAMS/SLABS 5000.00 psi
for COLUMNS 5000.00 psi
MODULUS OF ELASTICITY for BEAMS/SLABS 4030.50 ksi
for COLUMNS 4030.50 ksi
CREEP factor for deflections for BEAMS/SLABS 2.00
CONCRETE WEIGHT NORMAL
TENSION STRESS limits (multiple of (f'c)1/2)
At Top 6.000
At Bottom 6.000
COMPRESSION STRESS limits (multiple of (f'c))
s At all locations .450
REINFORCEMENT:
YIELD Strength 60.00 ksi
Minimum Cover at TOP 1.00 in
Minimum Cover at BOTTOM 1.00 in
POST-TENSIONING:
SYSTEM
Ultimate strength
Average effective
Strand area......
Min CGS of tendon
UNBONDED
of strand 270.00 ksi
stress in strand (final) 175.00 ksi
.193 in'2
from TOP 1.00 in
M
Page 2 (slab) ADAPT-PT V- 7.10 ACI-02
Min CGS of tendon from BOTTOM for INTERIOR spans.. 1.00 in
Min CGS of tendon from BOTTOM for EXTERIOR spans.. 1.00 in
Min average precompression 125.00 psi
Max spacing between strands (factor of slab depth) 8.00
Tendon profile type and support widths............ (see section 9)
ANALYSIS OPTIONS USED:
Structural system ONE-WAY
Moment of Inertia over support is NOT INCREASED
Moments REDUCED to face of support YES
Limited plastification allowed(moments redistributed) NO
2-
I N P
U T
G E O M
E T R Y
2.1.1
PRINCIPAL
SPAN DATA OF UNIFORM SPANS
+ S
FI
TOP BOTTOM/MIDDLEI
P
OI
I
FLANGE FLANGE REF I
MULTIPLIER
A
RI
LENGTH
WIDTH
DEPTHI
width thick.I width thick.IHEIGHTI
left right
N
MI
ft
in
in I
in in I in in I in I
dw -1--
---3--
--4----
---5---
----6--
7------8------9------10----11---
--12----13-
1
1
14.00
144.00
10.00
10.00
.50 .50
2
1
28.00
144.00
10.00
10.00
.50 .50
3
1
14.00
144.00
10.00
10.00
.50 .50
4
1
28.00
144.00
10.00
10.00
.50 .50
5
1
14.00
144.00
10.00
10.00
.50 .50
LEGEND:
-
_
1 -
SPAN
3 - FORM
C =
Cantil
ever
1 = Rectangular sect
ion
2 = T or Inverted L
section
3 = I section
4 = Extended T or L
section
7 = Joist
8 = Waffle
11 - Top surface to reference line
2.2 - S U P P O R T W I D T H A N D C 0 L U M N D A T A
SUPPORT LOWER COLUMN UPPER COLUMN
WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC*
i'
a
Page 3
(slab)
ADAPT-PT
-
V- 7.10
ACI-02
JOINT
in
ft
in
in
ft
in
in
® --1-
-2
-3-----
--4
5-----
6------
---7---
----8----
-
--9---- 1
0---
1
24.00
12.00
24.00
12.00
(2)
.00
.00
.00
(1)
2
24.00
12.00
24.00
24.00
(2)
.00
.00
.00
(1)
3
24.00
12.00
24.00
24.00
(2)
.00
.00
.00
(1)
4
24.00
12.00
24.00
24.00
(2)
.00
.00
.00
(1)
5
24.00
12.00
24.00
24.00
(2)
.00
.00
.00
(1)
6
.00
12.00
24.00
24.00
(2)
.00
.00
.00
(1)
*THE COL
UMN BOUNDAR
Y CONDITION CODES (CBC)
Fixed at
both ends
...(STANDARD)
=
1
Hinged at near end,
fixed
at far
end
=
2
Fixed at
near end,
hinged
at far
end
=
3
Fixed at
near end,
roller
with rotational
fixity
at far
end =
4
• 3-
I N P U T
A
P P L I E D
L 0 A D
I N G
<
CLASS >
<
TYPE
D =
DEAD LOAD
U =
UNIFORM
P = PARTIAL
UNIFORM
L =
LIVE LOAD
C =
CONCENTRATED
M = APPLIED
MOMENT
Li=
LINE LOAD
_
Intensity (
From
To )
( M or C .
..At) 3otal
on Trib
SPAN
CLASS
TYPE
k/ft-2 (
ft
ft )
(k-ft or k .
..ft)
k/ft
-1--
---2-----
-3---
-----4-------
---5-----
---6---
------7-----
--8-----
-9-
1
L
U
.020
.00
14.00
.240
1
D
U
.233
.00
14.00
2.796
2
L
U
.020
.00
28.00
vlJ
.240
2
D
U
.233
.00
28.00
2.796
2
D
C
18.90
8.00
3
L
U
.020
.00
14.00
.240
3
D
U
.233
.00
14.00
2.796
4
L
U
.020
.00
28.00
.240
4
D
U
.233
.00
28.00
2.796
4
D
C
18.90
20.00
5
L
U
.020
.00
14.00
.240
5
D
U
.233
.00
14.00
2.796
40
4W
Page 8 (slab) ADAPT-PT V- 7.10 ACI-02
9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE
Tendon editing mode selected: FORCE SELECTION
<
SELECTED
VALUES
CALCULATED VALUES
FORCE
DISTANCE OF CGS
(in)
P/A
Wbal
Wbal
SPAN
(k/-)
Left
Center
Right
(psi)
(k/-)
(oDL)
--1----
------2J
-----3----
----4----
----5-----
------6-----
-----7----
----8--
s 1
380.000
5.00
3.50
9.00
263.89
4.524
162
2
380.000
9.00
1.00
9.00
263.89
2.585
74
3
380.000
9.00
5.50
9.00
263.89
4.524
162
4
380.000
9.00
1.00
9.00
263.89
2.585
74
s 5
380.000
9.00
3.50
5.00
263.89
4.524
162
Approximate weight of strand 794.9 LB
9 . 5
R E Q U I R
E D MINIMUM P O S T -
T E N S T O N
I N G FORCES (kips)
BASED
ON STRESS
CONDITIONS
BASED
ON MINIMUM
P/A
SPAN
LEFT*
CENTER
RIGHT*
LEFT
CENTER
RIGHT
--1--
--------2---
-------3--
4-----
----------5----
-----6-----
----7----
1
.00
.00
227.93
180.00
180.00
180.00
_ 2
173.43
198.45
83.91
180.00
180.00
180.00
3
145.75
38.70
145.75
180.00
180.00
180.00
4
83.91
198.45
173.43
180.00
180.00
180.00
5
227.93
.00
.00
180.00
180.00
180.00
Note:
* = face-of-support
9.6
S E R V I C
E S T R
E S S E S (psi) (tension
shown
positive)
L E
F T*
C E N
T E R
R I
G H T*
SPAN
TOP
BOTTOM
TOP
BOTTOM
TOP
BOTTOM
-1---
-------2----
------3-----
--------4-----
----5-----------
--6---
------7----
1
-263.80
-263.98
123.49
-651.27
61.98
-589.75
2
-99.63
-428.15
-536.32
8.54 -
214.86
-312.92
3
-63.03
-464.75
161.21
-688.99
-63.03
-464.75
4
-214.86
-312.91
-536.32
8.54
-99.63
-428.15
5
r
61.98
-589.75
123.49
-651.27 -
263.90
-263.88
r
t'
r I I t I I I I I I 1 I 1 t i I 1 1 I
Stress Diagrams
Pile: slab [(+)'T'ension (Limit=424.3) (-)Compression (Limit=-2250.)]
200 -
100 -
0
-100
-200 -
-300
-400 -
-500 =
-600
-700 -Lill
Span 1
Project Name:
slab
Jan. 24, 2008
10:40 AM
ADAPT-PT
7.10
Span 2 Span 3 Span 4 Span 5
Combined stresses factors: 1.0*DL+1.0*LL+1.0*PT
I i ! f t f 1 f f 1 i f f i i 1 f 1 i
100
0
-100
-200
a
u, -300
-400
-500
-600
-700
Span 1 Span 2 Span 3 Span 4 Span 5
Combined stresses factors: 1.0*DL+1.0*LL+1.0*PT
X
Project Name:
slab
Jan. 24, 2008
10:40 AM
ADAPT-PT
7.10
Stress Diagrams
Pile: slab [(-i-)Tension (Limit=424.3) (-)Compression (1-imit--2250)]
Combined Bottom Max-T Combined Bottom Max-C Allowable Stresses
;r
LL--j
Im
Fie Ida l'iew Help
Des Eill:e ion ~~~JJJ p ft
Units
English;
s
- Properties
X = C; E = 3605; I = 9096;
X = E = 3605; I = 5096;
Moment Releases
Supports
% = 0, Disp = 0; Rotation = O;
= Z?; Dnsp 0; Rotation 0;
Sprin7s
~Point
o nt1 Loads
..Mart = 0; XEnd = 27; UStart = -3.98; r7End = -3.58.
r
'J
. Errorif), 0 Uerr,ingis)
Punning Pnalps is
Iol?01 Nodes Defined, 402 Degrees cf freedom
Equilibri,.un error: Vert - -0.000 hips; Rotatior, . 0.000 kiP ft
Snalysis Comp lete,
the :vrer.t'drin6tarn He
s
s
~J
t~
c
_J
rxrr
lr~ beam.wbni - 6e,tloP- . r y,a r] C 43 ?M
Monday, Jan 21, 2008 12:59 PM
r.
M
JsJJ
Fie Edit View tielp
• ✓ a~ Ea ofi 4J- ~c I=1
Description Moment - kip ft
- Units
English;
Properties
X = 0; E = 3605; I = 4096;
X = 27; E = 3605; I = 1056; .-185.535515
Moment Releases
Supports
} X = 0; Disp = 0;
X = Z7; Disp = 0;
Springs
- Point Loads
X = C; Moment = -105.7;
X = 27; Moment = 158.55;
XE-t,art = 0; XEnd = 27; UStarc = -3.43; UEnd = -3.43.
f,
-158.550000-
-IYY
'I
T_rroris), 0 Uerninafo)
I:IPunning Analysis
0 201 Nodes Defined, 402 Degrees of freedom
Y Equilibri= error: Pert . -0.000 kips; Rotation - 0.000 kip ft
- Analysis Complete
t7
iu
Feady
_e _~Start w- l~
i
~r3
J~
rto, - Mv, P" ~ beaml.wbm ~ Goy De~13nG...~ 34i Monday, Jan 21, 2008 12:58 PM
+r
i
NISHKIAN
CONSULTING AND STRUCTURAL ENGINEERS
1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
JOB J I'k'I ` Cwj V451-, NO. 1
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
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NISNKIAN . -
CONSULTING AND STRUCTURAL ENGINEERS
1200 Folsom Street, San Francisco, CA 94103
Tel: (415) 541-9477 Fax: (415) 543-5071
I
JOB `-f-~1f~ It 1 L..-~` NO. N~I
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
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