07120237 Review of Structural Plans GE®FORENSICS 'INC. Consulting Soil Engineering
561 Pilgrim Dr., Suite,D,'Foster City, California 94404 Phone: (650) 349-3369 Fax: (650) 571-1878
File: 207089
January 10, 2008
CopI�Landmark Development Corporation������
1307 South Mary Avenue, 4120 . TA (/
Sunnyvale, CA 94087 _ 2
Attention: Mr.,Keith Kolker
Subject: North Stelling Road Townhouse Structures 0 4 7000
:10855 North Stelling Road
Cupertino,;California
REVIEW OF STRUCTURAL PLANS
Dear Mr. Kolker
This letter has .been prepared to document that we have reviewed the plans prepared for the
construction of the new:townhouse structures proposed for the"site. �f
Plans Reviewed
MAR 0 4 2009
We were provided with 27 sheets;of drawings and.130 pages of structural calculations te ew.
BUHUi�➢VE�3U11 E
Structural plans were prepared'byJR Structural Engineering, Inc.,and are dated De"Aber l7,2007.
These drawings were identified as sheets SD-1 through SD-6,S 1.1 through S1.4, S2.1 through S2.4,
S3.1 through S3.4, S4.1 through S4.4, and S5.1 through S5.5.
Plan Review Comments -�
We have reviewed • the . above listed plans for their conformance with the geotechnical
recommendations and parameters ;provided in our report (dated July, 26, 2007), and good
geotechnical engineering practice. Based upon our review, we have the following
comments/changes:
'SD-2 - In Detail I and any other detail pertaining to the underslab section, the 2 inches of
sand should;be,placed-over the waterproofing membrane over the 4 inches of clean
'/4-inch crushed drain.rock. The waterproofing membrane should separate the sand
from the drain rock.
SD-2 - In Detail I'9 the pipe should be located at least 6 inches below the slab subgrade
elevation.
i
/S 1.1 - In the Foundation Plan, the under slab sand and drain rock should be separated with
a vapor barrier. See the above note. This continent should also be applied to.the
Foundation Plans ofthe'other buildings on Sheets S2.1, S3.1, S4.1, S5.1, and S5.2.
File: 207089
January 10, 2008
In general, these plans appear to have been prepared in substantial conformance with the intents of
the recommendations within our report and good ;geotechnical,:engineering practice. The
aforementioned comments/changes are relatively minor in extent. Therefore;'alteiations may be
made as red-line changes at the city or as field changes. These items will need to be observed by our
office in the field.
These plans may be submitted to the building department without further review by our office.
It is the addressee's responsibility to provide this letter to the proper building:officials, design
professionals, and contractors. Delays and additional expenses may result:ifthe proper people are
not notified of our comments.
Should you have any questions, please contaetthe undersigned.
.J1
Respectfully Submitted;
Daniel F. Dyckman, PE, GE
``}. ` ..
Senior Geotechnical Engineer, GE 214$x: .,,.-,
Bemar A. Atendido
Field Engineer
cc: 3 to addressee
I to JR Structural Engineering, Inc.
4305 Hacienda Drive, Suite 530
Pleasanton, CA 94588
2
R Structural
i, E�aSineer5n, 9, One.
February 29, 2008
,2
Keith Kolker
1307 South Mary Avenue, Suite 120
Sunnyvale, California 94087
Subject: Plan Check Comments—Structural
Las Palmas
Cupertino, California
Project Number 7LO601
Dear Mr. Kolker,
The following responses are provided to the above referenced plan check<comments by GeoForensics Inc.
dated January 10, 2008:
SD-2 In Detail 1 and any other detail pertaining to the undefslab section,the 2 inches of
sand should be placed over the waterproofingmembrane over the'4 inches of clean
'/.-inch crushed drain rock. The waterproofing membrane should separate the sand
from the drain rock.
All details have been revised as noted above.
SD-2 In Detail 19 the pipe should be located at least 6 inches:below_the slab subgrade
elevation.
Detail 19 has been revised so that the perforated pipe is a minimum of 6 inches below the
slab subgrade elevation as requested.
Sl.l In the Foundation Plan,the under-slab sand and drain rock should.be separated
with a vapor barrier. See the above note. This comment should also be applied to
the Foundation Plans of the other buildings on Sheets S2.1,S3.1,S4.1, S5.1,and
S5.2.
A 11foundation plans have been updated to note a vapor barrier between the undenslab
satd and the drain rock cis requested.
Please feel free to call with questions.
Very truly,
JR STRUCTURAL ENGINEERING, INC.
Melo JohnNai PE
Project Engineer
-.;C Fla,:ie•,ia `rid?, Suite 530, I'lea..nn on, CA ^-1S88 n Phone: 925.4ti9.8i'66 Fax: 925.469,8008 v wwvv.IkStructural.com
21456.0165 21 a48t %-�-'� Z175p�0
lbs
330.0011/It
330.00 Wit
TI / IT17 T11TTI I / 1II TTIITIIII / TT11 / 1111TITIT / TI
SUBMITTAL ,.s.
o a loos
19.751t _ ---
i
Mmax=43.17 k-ft
Dmax=-0.0838 in
I
i
i
Rmax=21.831 k Rmax=-12 421 k
Vmax @ left=21.831 k Vmax @ n= 12 421 k
I �
i
MAR 0 4 2008
f30�W t �.fff�h-iRT F
A"We- ,Yh'ucno'al mm/rsi.sinc/iri/cs'.cnmserruli re tlerign u.usmnpliorrs.
Las Palmas U �. JR-Structural
F ,r_ngineering, lnc: .
Bv-Cuncrtn�DcvelopmcnCCorn------- --,-:.__._.
1 Cu ertinu, California Job 7LO601 ..... _ ..
�' 4305 Flacicnda, Suite 530 ';. . (925),469"-8000 hale
Pleasanton, Cdlifornia94588: (925)'46.9-SOON Fax
Title: Job#
Dsgnr: Date:10:46AM. 29 FEB 08
Description
Scope:
i Rev; 590004 ----------------------------
1 User:KW-0603671.Ver 5.9.0. 1-No,006 General Timber Beam Page 1
(c)1953.2006 ENERCALC Engineenng Soll re - bcarrs.ecw:Caloulalions
Description 1FBI-Uplift
1 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000:Base allowables are user defined
Section Name 6.75x22.5 Center Span 19.75 ft . . . . .Lu '1.30 11
Beam Width 6.750 in Left Cantilever ft . . . . .Lu 0.00 ft
Beam Depth 22.500 in Right Cantilever ft . . . . .Lu 0.00 ft
Member Type GluLam Douglas Fir,24F-V4
Fb Base Allow '2,400.0 psi
Load Dur.Factor 1.000 Fv Allow 240.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0psi
E 1,800.0 ksi
LFull Length Uniform Loads
Center DL 330.00#/ft LL - #/ft - -
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
1 Point Loads - -- -- - -- -- --
Dead Load lbs lbs lbs lbs 406.0 lbs �' 406.0 lbs lbs
Live Load 21,456.4 lbs -21456.4 lbs 21.758.8 Has -21,758.8lbs 1,040.0 lbs -1,040.0 lbs lbs
...distance 0.292 ft 10.625 If 13.792 ft 19.458 it 10.625 ft 13.792 It 0.000 fl
Summary Beam Design OK
Span=19.75ft, Beam Width=6.750in x Depth=22.5in,Ends are Pin-Pin
Max Stress Ratio 0.413 1
Maximum Moment 43.2 k-ft Maximum Shear ' 1.5 13.1 k
Allowable 104.5 k-ft Allowable36.5 k
Max. Positive Moment 43.1801 at 13.825 ft Shear: @ Left• 21.83k
Max.Negative Moment -6.26 k-ft at 10.586 ft @ Right 12.42 k
Max @ Left Support 0.00 k-ft Camber: @.Lek 0.000in
Max @ Right Support 0.00 k-fl @ Center 0.173in
Max.M allow 104.53 Reactions... @.Right 0.000in
ifb909.73 psi fv 86.30 psi Left DL 3.57..k Max 21.83 k
Fb 2.202.42 psi Fv 240.00 psi Right DL 3.76 k Max -12.42 k
Deflections -�
Center Span.... . Dead Load Total Load Left Cantilever...1 Dead Load. Total Load
Deflection -0.115 in -0.084 in Deflection 0.000 in 0.000 in
...Location 9.954 ft 13.509 ft ...Length/Deft 0.0 0.0
...Length/Deft 2,053.6 2,824.85 Right Cantilever...
Camber(using 1.5D.L.Deft)... Deflection 0.000 in 0.000 in
@ Center 0.173 in ...Length/Defl 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
r
'Vale: Stmcturetl analvsu includes conservative r/erign u.c.rmn/rlinns.
Las Palmas }ff 4Rt Structural)yJ I: .�nginzering, lfec:. .
By Cliperlino Development Corp. -_ -
Cupertino.California Job 7LO601 430i 1laciClIda„Suite 530 I (925)..469-8000
Pleasanton:California 94588 (925)'469-8008 Fax Page
Title: Job#
Dsgnr: ",i Date:-10:46AM, 29 FEB 0,
Description.: rl�a3t47 6?50
Scope
User:KW-0603671 Ver 5.90, I-Nov-2006 General Timber Beam Page 2
;_(<1198]200fi ENERCALC Engineenng Software fioan¢_ecw:Calculations
Description 1FB1-Uplift
l Stress Calcs - -- --- — -----�
Bending Analysts
Ck 22.210 Le 2.677 ft Sxx 569.531 in3 Area 151.875 int
Cv 0.919 Rb 3.984 CI 0.998
Max Moment Sxx Read Allowable fb
@ Center 43.18 k-ft 235.25 in3 2,202.42 psi
@ Left Support 0.00 k-ft 0.00 in3 2,206.05 psi
@ Right Support 0.00 k-ft 0.00 in3 2,206.05 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.34 k - 13.11 k
Area Required 1.406 int 54.610 in2
Fv:Allowable 240.00 psi 240.00 psi t
Bearing @ Supports
Max. Left Reaction 21.83 k Bearing Length Req'd 4.976 in
Max.Right Reaction -12.42 k Bearing Length Req'd 2.831 in
!—Query Values ------ -- --- ------ ---�
M.V,&D @ Specified Locations Moment Shear' i_ Deflection
@ Center Span Location= 0.00 ft 0.00k-ft 21,83 k 0.0000 in
@ Right Cant_ Location= 0.00 (t 0.00 k-ft 0.00 k 0.0000 in
@ Left Cant. Location= 0.00 ft 0.00k-ft - 0.00 k 0.0000 in
Note. Structural analurie-incGrdes emiser;,ative dcargn (jssunq)tinn.c.
Las PalmasCf ". JR'Structural
I,I Enginaerir�g, Inc.
By Cuncrtinn Development Corp. -
Cupertino. California .lob 7LO601 =4305 Hacienda, Suitc 530 (925)469-3000
Plcasanton,,California 94533'" (925)409-80()S Fax P'tg°
I
i' �g t�j vv
19723.277 0 lb, �9726940I�ss 4196.W Ibs
I 225.00 W/It I T T T I I T'T I T T T T I T T T T T T I T 1 T / 225-00 Wit
I
i
147.00 B/ft 147.00 8/fl
1 127.50 p/N T T 127.50 Wit
I
I
153.00 B/ft 1 T / 153.00 @/f1
I
I I
i
I
21.00 It
I
Mmax=57.21 k-fl
I
Dmax=0.2964 in
Rmax= 14.610 k Rmax=0.148 k
Vmax n.Iefl= 14.618 k Vmax Q rt=4.562 k
i
1
i
i
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I
1 i
/Vole: S11 ucrural anulvsis includes couserralive desi¢n u.ssunlplinns.
Las Palmas ( � Structural
1�'\ Engineering, Inc.
BwCupertino""Dcvclopn enrCorp--- - — - — -- - - — "--- ------------
Cupertino.California Job 7LO601 4305 Hacienda,"Suite 530 , (925)4 69-8000 Pa c
Pleasanton;California 94549, (925)469-4005 fhx
Title : Job#
Dsgnr: Date: 10:46AM, 29 FEB 08
Description
Scope :
I Rev, 580007_
User:KW-0603671.Ver 5,B 0, I-No,2006 General Timber Beam Page 1
(e)1983.2006 ENERCALC Engineering Software beanie emCaiculal
ons
Description 2FB1-Uplift
General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined
Section Name 6.75x22.5 Center Span 21.00 it .. . . .Lu 1.33 it
Beam Width 6.750 in Left Cantilever it . . . . .Lu 0.00 it
Beam Depth 22.500 in Right Cantilever it . ..Lu 0.00 it
Member Type GluLam Douglas Fir,24F-V8
Fig Base Allow 2,400.0 psi
Load Dur. Factor 1.000 Fv Allow 240.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 1,700.0 ksi
Full Length Uniform Loads
Center DL 225.00#/fl LL #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Trapezoidal Loads
#1 DL @ Left 147.00 #/fl LL @ Left #/fl Start Loc 0.000 it
DL @ Right 147.00 #/fl LL @ Right #/ft End Loc 6.500 it
#2 DL @ Left 127.50 #/ft LL @ Left #/ft Start Loc 6.500 it
DL @ Right 127.50 #/fl LL @ Right #/ft End Loc 9.250 it
#3 DL @ Left 153.00 #/ft LL @ Left #/ft Start Loc 18.750 it
DL @ Right 153.00 #/fl LL @ Right #/ft End Loc 21.000 it
Point Loads
Dead Load 1.196.0 Has 1,196.0 Has lbs lbs lbs lbs Has
Live Load 3,000.0 lbs 3,000.01bs 19,723.2 has -19,723.2 Has lbs Has Has
...distance 9.250 it 18.750 it 0.292 it 9250 it 0.000 it 0.000 it 0.0008
Summary Beam Design OK
Span=21-00ft, Beam Width=6.750in x Depth=22.5in, Ends are Pin-Pin
Max Stress Ratio 0.551 : 1
Maximum Moment -57.2 k-ft Maximum Shear1.5 6.7 k
Allowable 103.9 k-ft Allowable 36_.5 k
Max. Positive Moment 4.02 k-ft at 0.336 it Shear: @ Left 14.62 k
Max. Negative Moment -57.22 li-ft at 9.240 it @ Right - 4.56 k
Max @ Left Support 0.00 k-ft Camber:
Max @ Right Support 0.00 k-ft @Left in
Center
0.243in
Reactions...
Max. M allow 103.88 @Right 0.000m
fa 1,205.54 psi fv 57.21 psi Left DL 4.21 k Max 14.62k
Fla 2,188.66 psi Fv 240.00 psi Right DL 4.56 k Max 0.15 k
Deflections p
Center Span... Dead Load Total Load Lek Cantilever... Dead Load Total Load
Deflection -0.162 in 0.286 in Deflection 0.000 in' 0.000 in
...Location 10.416 it 9.912 it ...Length/Dell 0.0 0.0
...Length/Deft 1,555.6 879.72 Right Cantilever...
Camber(using 1.5'D.L. Defl)... Deflection 0.000 in 0.000 in
@ Center 0.243 in ...Length/Dell 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Nate. Sri uclural armlvsis includes con.serrative de.ri;n or.runlplinn.r.
Las Palmas JR Structural
F`I ' �:zngineering, Inc.
fiv Cupertino Duvelonmcnt Corn.
Cupertino, California .I oh 71-0601 4305 Flacicnda, Suite 530 _ (925)469-8000
Plcas:urton, California 94553Pa'O
(925)46)-8008 Fax
Title: Job#
Dsgnr. _ Date: 10:46AM, 29 FEB 08
Description :
Scope:
User:H 2060ENERCer6.B.o.nginee ng 06
So General Timber Beam Page 2
(c)19B&2006 ENERGALG Engmeenng boflware D 9 I
Description 2FI31-Uplift
Stress Calcs -------- — ---��
Bending Analysis
Ck 21.584 Le 2.739 ft Sxx 569.531 in3 Area 151.875 int
Cv 0.914 Rb 4.029 CI 0.998
Max Moment Sxx Req'd Allowable fb
@ Center 57.22 k-ft 313.71 in3 2,188.66 psi
@ Left Support 0.00 k-ft 0.00 in3 2,192.55 psi
@ Right Support 0.00 k-ft 0.00 in3 2,192.55 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 8.69 k 0.82 k '
Area Required 36.202 in2 3.435 int -
Fv:Allowable 240.00 psi 240.00 psi.
Bearing @ Supports
Max.Left Reaction 14.62 k Bearing Length Req'd 3.332 in
Max. Right Reaction 0.15 k Bearing Length Req'd 0.034 in
Query Values ----- ---- ----- -----�
M,V,8 D @ Specified Locations Moment Shear Deflection
@ Center Span Location= 0.00 it 0.00 k-ft 14.62 k 0.0000 in
@ Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in
@ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
I
Las
Snvcrm'ell e nulvsis includes )corsevative desi,u m
nssrrpr.e
tiun .
Las Palmas _� � Jr'2',Structural
1=U, � Fa�goc���rirag, lrzc. -
By Cupertino Dcvclonmcnt Curp
Cupertino, C:1lifon)ia .lob 7LO601 4305 Hacienda, Suite 530 - (925)469-3000
Plcasanton.'666rni:g9a533!' (925)469-3008 Fa., ptlgc
FBI
5510.00 Ibs 17899 IIbs 17889.80 lbs
I
i 165.00 H/fl 1 / T T I I 1 1 1 f 1 1 T I T f 1 1 1 1 f 1 1 1 1 E 7'T T T T T T I T T T T / / 1 T T T 1 165.00 ft/ft
180-00 N/fl 1 1 TIT 180.0011/11 ..
72.00 d/8 T / T T T 1 1 11 T' T' ,b.1�1'VII T-Y;T 1'11'T'T ,I.T 1 1 1 / / 1 72.00 s/n
180.00 gR1TITTT111t / lIT T111TTi 180.008/fl
i
i
I
i
I
II
100 ft 29.00 f1
Mmax=37.99 k-ft ,
Dmax=0.1627 in
i
j Mmax Q tell=-0.20 k-II
Rmax= 3 448 k Rmax= 14.528 k
iVmax Q left=5-994 k Vmax n rl=14.528 k
Deb L7u left end=.0.0240 in
I
I
I
IVore:.Savcaa al analvsir iivClades canSerVrrlive daei,,a«s.cunrptinas,
Las Palmas �[
;131 Structural
nc�iroeering, Inc.
RVCiljlcrliiio Dcvelnp nclSf Cum'-- —'--- -- ----
Cupertino, California lob 7LO601 4305 Hacienda, Suite 530 .. (925)4(,9-8001)
pleasantoll,California 94588- (925)469-8008 Pax p't'°
Title : Job#
Dsgnr: Date: 10:47AM, 29 FEB 08
Description:
Scope:
1Users KW.0603671.ver 5.e 0. 1-Nov-2006 General Timber Beam P- ag A
_(01993-2006 ENERCALC Engineering Sonre beart5.ecw:Calculal ons Y{
Description 3FB1-Uplift
General Information Code Rei: 1997/2001 NDS.2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Q
Section Name 6.75x22.5 Center Span 20.00 ft . . .:Lu 1.30 it
Beam Width 6.750 in Left Cantilever 1.00f1 . . . . .Lu 1.00 It
Beam Depth 22.500 in Right Cantilever It . . . . .Lu 0.00 it
Member Type GluLam Douglas Fir,24F-V8
Fb Base Allow 2,400.0 psi
Load Dur. Factor 1.000 Fv Allow 240.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 1,700.0 ksi
Trapezoidal Loads -- - - - ----�
#1 DL @ Left 165.00 #/fl LL @ Left #/R Start Loc --1.000 If
DL @ Right 165.00 #/ft LL @ Right #/fl End Loc 20.000 It
#2 DL @ Left 180.00 #/it LL @ Left #/ft 'Start Lac -1.000 If
DL @ Right 180.00 #/fl LL @ Right #/ft End Loc 1.000 it
#3 DL @ Left 72.00 #/ft LL @ Left #/fl Start Loc -1.000 it
DL @ Right 72.00 #/ft LL @ Right #/it End Loc 20.000 It
#4 DL @ Left 180.00 #/ft LL @ Left #/ft Start Loc 11.000 It
DL @ Right 180.00 #/ft LL @ Right #/fl End Loc 20.000 It
I Point Loads---- - - --
Dead Load 2,196.0 lbs 2,196.0 lbs lbs lbslbs lbs lbs
Live Load 3.314.0 lbs , 3,314.0 lbs -17,889.0 lbs 17,889.0 lbs lbs- lbs lbs
...distance 1.000 it 11.000 ft 11.000 ft 19.500 It 0.000 ft 0.0001t 0.000ft
Summary Beam Design OK
Span=20.00f1,Left Cant= 1.008.Beam Width=6.750in x Depth=22.5in.Ends are Pin-Pin
Max Stress Ratio 0.364 : 1
Maximum Moment -38.0 k-fl Maximum Shear"1.5 6.3 k
Allowable 104.4 k-ft Allowable 36.5 k
Max. Positive Moment 7.20 k-ft al 19.498 It Shear: @ Left 5.99k
Max. Negative Moment -37.99 k-ft at 10.962 It @ Right 14.53k
Max @ Left Support -0.21 k-fl Camber: @ Left 0.036in
Max @ Right Support 0.00 k-ft @ Center 0.253in
Max. M allow 104.39 Reactions... @ Right 0.000in
fb 800.47 psi fv 41.18 psi Left DL 6.41 k Max 3.45 k
Fb 2,199.44 psi Fv 240.00 psi Right DL 4.94 k' Max 14.53 k
Deflections -�
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.169 in 0.163 in Deflection 0.024 in 0.024 in
...Location 10.209 it 10.293 It ...Length/Deft 998.9 998,9
...Length/Deft 1,421.5 1,474.71 Right Cantilever...
Camber(using 1.5D.L.Defl)... Deflection 0.000 in: 0.000 in
@ Center 0.253 in ...Length/Deft 0.0 0.0
@ Left 0.036 in
@ Right 0.000 in
;Vnie:Structural ana/rsis inch«le.r conservative design assrrn+ptions.
Las Palmas JR Stru,ctuPar
Engineering,-lnc: .
By Cuncrtino Dcvclopnwni Corp. .___.. _ .. .._.
Cupertino, California .lob 7LO601 4305 Flacienda.Suitc 530 (925j1=169-8000
Pa'c
Pleasanton; Caliloniia,9�4588 - (925)469-8008 fax
Title: Job#
Dsgnr: Date: 10:47AM, 29 FEB 08
Description
Scope:
I user KW-06036]1,Ve15.8.0.1-Nov.2006 General Timber Beam. Page 2
i_(cn983-2006 ENERCALC Engineenng 5oftmre b C
Description 3FB1-Uplift
Ws
StressCalcs -- ---- -------- - ------- --
Bending Analysis
Ck 21.58A Le 2.677 ft Sxx 569.531 in3 Area 151.875 in2
Cv 0.918 Rb 3.984 Cl 0.998
Max Moment Sxx Req'd Allowable fb
@ Center 37.99 k-fl 207.28 in3 .2,199.44 psi
@ Left Support 0.21 k-fl 1.14 in3 2,200.35 psi
@ Right Support 0.00 k-ft 0.00 in3 2,203:28 psi
Shear Analysis @ Left Support @ Right Support .,
Design Shear 4.77 k 6.25 k _
Area Required 19.891 in2 26.059 in2' - -
Fv:Allowable 240.00 psi 240.00 psi '
Bearing @ Supports
Max. Lek Reaction 3.45 k Bearing Length Req'd 0.786 in
Max.Right Reaction 14.53 k Bearing Length Req'd 3.311 in
Query Values -- ------ — �
M,V,&D @ Speafied Locations Moment Shear - Deflection
@ Center Span Lomlion= 0.00 fl -0.21 k-k _ 3.03 k 0.0000 in
@ Right Cant. Location= 0.00 It 0.00 k-ft 0.00 k 0.0000 in
@ Left Cant. Location= 0.00 it -0.21 k-ft 3.03 k 0.0000 in
Nnte:,5(riecturnl antdvsis.i11Cllydes Conservn/rne drsi"'n (Is.sutnptinns.
Las Palmas itI �- �z sir„ctur�a_
By Cupertino Development Corp C_U I `�. raginaering;Jne.
'e.
Cupertino, C;tlil'ornia .lob 71-0601 4305 1-lacianda, Suite 530
(925)46,9,-8000 Pugc
PICasauton, California.94585; '•(925)4169-8008 Fax
3 1 Baa a 174=0DOM �. �a Y
a �1aiv? yiern� \ � �C2T� Z�66 j 2.tD7 T aaq,aym
v 4 Se
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JR Structural
Las Palmas Engineering, Inc.
Be Ctmcilino Develoomew Com Page
Cupcnino. California Job7LO601 A305Hacienda Drive,Suite 530,Pleasanton,CA94588
Phone:925.469.8000 m Fax:925469.8008
www.JRStructural.com