Specifications (18) •
_RECEIVED M5--
AUG 7 2017
CITY TIG
ARD
BUILDING
DrvisioN
David M. Goodson P.E.
Professional Engineer
OFFICE COPY
STRUCTURAL CALCULATIONS
FOR
Tesla-Washington Square
Project No.: 1715.405
Completion Date: July 31, 2017 S4.113) pDfFfjf
44e 14.376 .P r
•II
Revisions:
4 w, 2a.•
'
ap(114141t
Engineer of Record: David M. Goodson P.E.
Project Manager: David B. Barrett
Project Engineer: Courtney Overton
Project Technician: Paul Thomas
SUITE 300, LB 17 DALLAS, TEXAS 75231-4138 214/739-8100 ,FAX'214/739-6354
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Search Result
Elevation Limitation: ASCE 7*(. round Snare» road
Quer% Date: June 20, 201
Latitude: 15 45045E
longitude: -122,780601
Elc ationa 234.0
E vet '
Elevation ';600 Leet: Ground Snow Load is 10 psf
Elevation >600 and 8011. Ground Snow Load is 15 s;'
Lkvation >500 and in00i Ground Snow Load is 20 psi'
All loading data is in pounds per square foot,
For a site-specific case study area, a case study is required to
establish ground snow loads,
*Bused on Figure 7-1 Ciround Snow Loads printed in ASCE
7-95 through ASCE 7-10.
Users should consult with local building officials to determine
if there are eunrrnunity-specific:snow load requirements that
gov<e .
Red shaded area is the load specific boundaries.
Any darker red area is the overlapping load specific boundary,
GROUND SNOW 1,0.AI) WEBSITE DISCLAIMER
While the information presented on this website is believed to be correct, ATC and its sponsors and.
contributors assume no responsibility or liability for its accuracy. The material presented in the
ground snow load report should not be used or relied upon for any specific application without
competent cx.aminati0n and v"erit cati€>u of its accuracy, suitability and applicability by engineers or
other licensed professionals .AT(.' does not intend that the use of this information replace the sound
judgment of such competent professionals, b<avmg experience and knowledge in the field of
practice, nor to substitute for the standard of care required of such professionals in interpreting and
applying the results of the ground snow load report provided by this website, Users of the
information from this website assume all liability arising front such use, Use of the output of this
website does not imply approval by the governing buildinsa code bodies responsible for building
code approval and interpretation for the building site described by latitude longitude location in the
ground snow load report
Sponsored by the AR' fs:nd<p..vmcnt bund * Applied l'ecir of og 201 Redwood Shores Parkway. Suite 241)
Redwood City. California n40o5 • (65t)) 505-1542
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Search Results
, ,. . ,.
Query Date:Tue Jun 20 2017
Latitude:454505
Longitude: -122.7806
ASCE 7-10 Windspeeds
(3-sec peak gust In rnph*):
cV '
Risk Category I: 100
Risk Category II: 110
Risk Category III-IV: 115
MRI** 10-Year: 72
MRI**25-Year:79
• -'. United St
MRI**50-Year:85
MRI**100-Year: 91
ASCE 7-05 Windspeed:
85(3-sec peak gust in mph)
ASCE 7-93 Windspeed: -
77(fastest mile in mph)
'Wes eer hour
'Wear Rectorenea Intervre
Users should coosuit with local huitirg officials _ ,,
rh determine if there we cororr,nly-spoo,fie wr,t1,.pee,
...
reouxernonts that govern
...r7:1
[17:1 Print your results
WINDSPEED WEBSITE DISCLAIMER
While the information presented on this website is believed to be correct,ATC and its sponsors and contributors
assume no responsibility or liability for its accuracy, The material presented in the windspeed report should notbe used or relied upon for any specific application without competent examination and verification of its
accuracy,suitability and applicability by engineers
orother licensed professionals. ATC does not xinteefnledntcheatatnhde
use of this information replace the sound judgment of such competent professionals, having e p „ ,
knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in
interpreting and applying the results offrie„ windspeed report provided by this website. Users of the information
from this website assume all liability arising,from such use, Use of the output of this website does,not imply
approval by the governing building code bodieslres'ponsible for building code approval and interpretation for the
building site described by latitude/longitude cation in the windspeed load report.
Sdeesored by the ATC F....,dawa-ent f'.•.;na eq).pliqd itt:tx,:lipay C,,,..„!vu!.'ell 1 Redwr., ,a.Stit.es Parkway,Suite40=Redwood City.Caiiforo 94065 r.rfir:rUi 595-'1542
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USGS Design Maps Summary Report
User-Specified Input
Report Title
Bililding Code Reference Document 2 ; 21'2,1! Cor..1c
. • , , „
Site Coordinates 45.-150,16°N, 122.78061/2N
Site Soil Classification SiTo Class - "Stiff Sod"
Risk Category I/[
A
Hillsboro
Portland Gre
Beaverton
10'
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10
iak4oswego
. "
c.)
' . 4 Sherwood
USGS-Provided Output
S, = C.).978 g S = 1.085 g S = 0,723 g
5, = 0.425 g Sm, = 0,670 g S = 0,446 g
Inforrlat;or) on eu the SS and Si values iidove lave been enti..,,flate,,i1 from probabl.stIc (risk-targeted) and
(1.eterrrlinstic:. ground rr(fti()ns '-r• the dre(:tion of ,Tlax...mtirn ho cocth (esp()(1se, please return to the appication and
dCc the'2009 NFtiRP" bdicg code refi'rer'ice
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rv!ri), Ir-cepUf
GS Design Maps Detailed Report
2012/2015 International Building Code (45.45046°N, 122.7806°W)
Site
ss 1_ "Stiff Soil", Risk Category I//Ili
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horilontel
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying liactors of 1 .1 (to obtain SO and
1.3 (to obtain S,). Maps in the 2012/2015 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3,
From Figure 1613.3.1(1) t1] S. _- 0.978 g
From Figure 1613.3.1(2) l21 St = 0.425 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (root: the USGS), site-specific geotechnical data, and/or the
default has classified the site as Site Class D, based on the site soil Properties in accordance
with Section 1613.
2010 ASCE-7 Standard - Table 29,3-1,
SITE CLASS DEFINITIONS
Site Class vs N or NCh so
m.,
A.Hard Rock >5,000 f /s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500rt/s >50 >2,000 psf
J. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ftis <15 <1,000 psf
Any profile with more than; 10 ft of soil having the
characteristics;
• Plasticity index P1 > 20,
• Moisture content w ? 40%, and
• Undrained _shear strength s < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: i ftis 0.30.18 mts lir!t"t' 0.0419 kN%rn
ilt.,n `eartt1gi lake.i,isc,ti.govrcr cies.Kir: aosit;sir epert.php7tempate=minimal&latituda t5450A56&Iongltuda. 122.780001&sitelass=3&rlskcate.<;ory=JBedtion 114
uE:siyra maps cmaFea<;Newt
OG
Section 1613=3.3 - Site coefficients and adjusted maximum considered earthquake spectral
response acceleration parameters
ABLE 1613.3,3
Site O.i s Mapped Spectral Response Acceleration :at Short Period
S 025 S.. 0.5€ S. - 0.75`,> = L00
0.8 0.8 0,8 0.8 0,8
5 .
3.0 1.0 1,0 1.0 1.0
1„2 1,2 1,1 1.0 1.0
1.6 1.4 1.3 1 1 1.0
5
2.5 1.7 1 ,2 0.9 0.9
F See Section 11,4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S.
For Site Class = D and 5, = 0,978 g, F = 1.109
TABLE 1.613.3.3(2)
VALUES OF SITE CO::TH.L;0EE1T F
Site Class Mapped Spectral Response Acceleration at .1-s Period
S, < 0,10 S, m 0.20 'a. . 0.30 5 - 0,40 S. 0,50
A 0.5 0.8 €a.€> 0.8 0,8
l
1.0 1.0 1,0 1,0 1.0
c 1.7 1.6 1..5 1.4 1,3
2,4 2.0 1 .8 1,6 1,5
l 3,5 3.2 2,4 2,4
See Section 11,4,7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class - 0 and S, = 0.425 g, F,,, = 1.575
Ottps Weartracuake.?asgs.q vic 1Aes y ar 5sfrcrsortrsk;,s tc', atEir,r:.<irn d €a'ts:)c454_Z ` iongitud-�,t227B0 ?&sirciass a&skcategory-t"' €i€tion . 214
Liesicyl EgAJRx.,tceport
en
Equation (16-37): - LS 1,109 x 0,978 L085 g
Equation (16-38): S = F S 1.575 x 0.425 = 0,670 q
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39): S ., = Y-; S,, % 1,085 = 0.723 g
Equation (16-40): S,„ = S„, 2/3 x 0.670 = 0,446 q
rittpsJ/earthqiake usgs 9ovicri;desIgnmapshisireport phOternpiate=mtpil.fiai&atiturie,-15 4504568,iongitude.-122 780601&sitecla,ss=3&riskcat„Nory=0&erttion 3:4
I)fe,Ag l I _'T>=Jt '1 Ck:O hteporl
Section 1613.3,5 - Determination of seismic design category 08
IAN r i i 1 t '=?I.
.1'1 S.!311C DESIGN r. IEt ; .Y BASES) ON SHORT _P.IO (rt.: _._._sic.) ESP ONSE AC [LER ION
RISK CATEGORY
VALUE OF S ---- _
OS
I or II Iii IV
Sds < 0.1679 A A
0.167g5Sus < 0.33g
0.33g c Sys < 0,50g
0.S0g { Sos
For Risk Category = I and Sr,S = 0.723 g, Seismic Design Category = D
TABLE 1613.3,5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE:':; ACCELERATION
RISK CATEGORY
VALUE OF So,
I or II IIi IV
So, < 0.0679 A A A
0.067g 5 St, < 0,1339 F3 C
0.133g 5 Sv, < 0.209
0.209 S [) 1) 0
For Risk Category = I and SD, = 0.446 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of
the above,
Seismic Design Category "the more severe design category in accordance with
Table 161 x,3.5(1) or 1613.3.5(2)" = D
Note' See Section 161.3.3.5,1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1); haps://carthquake.uscls.goys/F•ta.Lards/designrrt<aps/downloads,<'pdfs/IE3C-2012-Fig1613p3p1(1j.pdf
2, Figure 16!3.3. 1(2)' https://e,arthgoake_usgs.gav/hazards%ciesigrt['naps/dewnloads/pdfs!IE3C-2012-Fig161.3o3p1(2).pdf
h ti .r earthgLia, usgs c:kYo t oNsgtIr apslus/report.phn?template-rnir'itnal&J;3titune�45.4 C456&tongituae-= 122,7806018,siteclass-3Rriskcatecory. &edition. +le
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Company : RLG July 18, 2017
Designer - CVOO
Job Number : 1715A05 Tesla Washington Square Checked By:_ii
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Sketch ,
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4 ft r; D
Footing Elevation
Controlling X direction steel requires the follovVng placement:
Region 1 (starts at A): 9 in Steel: .31 in (1 #5 @NA)
Region 2(middle): 30 in Steel: .92 in J3#5 @15 in)
Region 3(ends at 6): 9 in Steel: .31 in`(1 #5 @NA)
Bottom Rebar Plan
6 in
0 * *. 4#5
-ri
k0 .ri
• *
U')
v-I
Pedestal Rebar Plan
Geometry, Materials and Criteria
Length :4 ft eX :0 in Gross Allow. Bearing : 1500 psf(gross) Steel fy :60 ksi
Width :2.5 ft eZ :0 in Concrete Weight : 150 pcf Minimum Steel :.0018
Thickness :12 in pX :6 in Concrete ft :3 ksi Maximum Steel :.0075
Height :24 in pZ :6 in Design Code :ACI 318-05
Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9
Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75
Pedestal Longitudinal Bar Cover : 1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65
RISAFoot Version 3 0 [Untitled rft] .
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Company RLG July 18, 2017
Designer . CVOO
Job Number : 1715,405 Tesla Washington Square Checked By: 12
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. ,
Loads
P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf)
DL 11.48 100
+P i +VX +VZ Al+MX b. +Mz +Over
:b •':',L'4••'''
A D D C D C A D
Soil Bearing
Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio
ASCE 2,4.1-1 1DL 1500 1403 (A) .935
ASCE 2.4.1-2 1DL+1LL 1500 1403 (A) 935
ASCE 2.4.1-3a 1DL+1WL 1500 1403 (A) .935
ASCE 2.4.1-3b 1DL+.7EL 1500 1403(A) _935
ASCE 2.4.1-3c 1DL+.75LL+.75VVL 1500 1403 (A) .935
ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1403 (A) .935
ASCE 2,4.1-4 .6DL+1VVL 1500 841.8 (A) .561
ASCE 2.4.1-5 .6DL+.7EL 1500 841,8 (A) .561
A B AEI B A. B A. B Ai B
D CD CD CD CD C
1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL
QA: 1403 psf QA: 1403 psf QA: 1403 psf QA: 1403 psf QA: 1403 psf
QB: 1403 psf QB: 1403 psf QB: 1403 psf QB: 1403 psf QB: 1403 psf
QC: 1403 psf QC: 1403 psf QC: 1403 psf QC: 1403 psf QC: 1403 psf
QD: 1403 psf QD: 1403 psf QD: 1403 psf QD. 1403 psf QD. 1403 psf
NAZ: -1 in NAZ: -1 in NAZ: -1 in NAZ: -1 in NAZ: -1 in
NAX:-1 in NAX:-1 in NAX:-1 in NAX:-1 in NAX:-1 in
A B A B A B
IIII
D C D C D C
1DL+,75LL+.7EL .6DL+1WL .6DL+,7EL
QA: 1403 psf QA: 841,8 psf QA: 841.8 psf
QB: 1403 psf QB: 841.8 psf QB: 841.8 psf
QC: 1403 psf QC: 841.8 psf QC 841,8 psf
QD: 1403 psf QD: 841,8 psf QD: 841.8 psf
NAZ: -1 in NAZ: -1 in NAZ: -1 in
NAX:-1 in NAX:-1 in NAX:-1 in
Footing Flexure Design (Bottom Bars)
Description Categories and Factors Mu-XX (k-ft) Z Dir As(in2) Mu ZZ (k-ft) X Dir As(in2)
ACI-999-1 1.4DL+1.7LL 6.179 169 3.228 088
ACI-999-2 1.05DL+1.275LL+1,275WL 4.635 127 2.421 ,066
ACI-99 9-3 .9DL+1.3WL 3 972 .108 2.075 056
IBC 16-5 12DL+1LL+1EL 5.297 145 2.767 075
IBC 16-6 .9DL+1EL 3.972 .108 2.075 056
. .,.
. , .
RISAFoot Version 3.0 [Untitled.rfti , ,
Page 2
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Company . RLG July 18. 2017
Designer . CVOO
Job Number . 1715.405 Tesla Washington SquaretS
Checked By.
, .
Footing Shear Check
Two Way (Punching) Vc: 101 798 k One Way (X Dir Cut) Vc 26.907 k One Way (Z Dir. Cut)Vc: 43.051 k
Punching X Dir. Cut Z Dir, Cut
Description Categories and Factors Vu(k) Vu! Vc Vu(k) Vu/ Vc Vu(k) Vu/ Vc
999 9-1 1.4DL+1.7LL 13 886 .182 4 309 .214 2 051 .064
AC1-99 9-2 1 05DL+1.275LL+1 275WL 10,414 .136 3 232 .16 1.539 048
ACI-99 9-3 .9DL+1.3WL 8.926 .117 2 77 .137 1.319 .041
IBC 16-5 1.20L+1LL+1EL 11 902 .156 3.693 .183 1.758 .054
IBC 16-6 .9DL+1EL 8.926 .117 2.77 .137 1.319 .041
Pedestal Design
Shear Check Results (Envelope):
Shear Along X Direction Vc:2.342 k Vs:21.859 k Vu: 0 k Vu! Vn: 0 : 75
Shear Along Z Direction Vc:2.342 k Vs:21 859 k Vu: 0 k Vu/ Vn: 0
Pedestal Ties: #5 @ 6 in
Bending Check Results (Envelope):
Unity Check: .191 Phi :.65 Parme Beta:.65
Pu :16.147 k Mux :0 k-ft Muz: :0 k-ft
Pn :129.841 k Mnx :NA Mnz: :NA
Mnox:NA Mnoz :NA
Pedestal Bars: 4#5 % Steel:3.409
Compression Development Length Pedestal Bars (Envelope):
Lreq.: 13.693 in Lpro.: 6.625 in Lreq./Lpro.: 2.067
Concrete Bearinq Check(Vertical Loads Only)
Bearing Bc : 183.6 k
Description Categories and Factors Bearing Bu (k) Bearing Bu/ Bc
ACI-99 9-1 1,4DL+1.7LL 19.642 .165
ACI-99 9-2 1.05DL+1.275LL+1.275WL 14,731 .123
999 9-3 .9DL+1.3WL 12.627 .106
IBC 16-5 1,2DL+1LL+1EL 16.836 .141
IBC 16-6 .9DL+1EL 12.627 .106
Overturning Check (Service) . .. ,
Description Categories and Factors Mo-XX (k-ft) Ms-XX(k-ft) Mo-ZZ(k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ
ASCE 2.4.1-1 1DL 0 28.06 0 17.537 NA NA
ASCE 2.4.1-2 1DL+1LL 0 28,06 0 17.537 NA NA
ASCE 2.4.1-3a 1DL+1WL 0 28.06 0 17.537 NA NA
ASCE 2.4.1-3b 1DL+.7EL 0 28,06 0 17,537 NA NA
ASCE 2.4.1-3c 1DL+ 75LL+,75WL 0 28.06 0 17.537 NA NA
ASCE 2.41-3d 1DL+.75LL+.7EL 0 28.06 0 17.537 NA NA
ASCE 2.4.1-4 .6DL+1WL 0 16.836 0 10.522 NA NA
ASCE 2.4.1-5 .6DL+.7EL 0 16.836 0 10.522 NA NA
Mo-XX: Governing Overturning Moment about AD or BC
Ms-XX: Governing Stablizing Moment about AD or BC
OSF-XX: Ratio of Ms-XX to Mo-XX
RISAFoot Version 3.0 [UntitledCrftj , Page 3
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Company : RLG July 18, 2017
Designer : CV00
Job Number : 1715.405 Tesla Washington Square Checked By: I LI
Sliding Check (Service)
Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-77
ASCE 2,4 1-1 1DL 0 4.209 0 4,209 NA NA
ASCE 2.4,1-2 1DL+1LL 0 4 209 0 4.209 NA NA
ASCE 2.4.1-3a 1DL+1WL 0 4209, 0 4.209 NA NA
ASCE 2.4,1-3b 10L+.7EL 0 4,209 0 4,209 NA NA
ASCE 2.4.1-3c 1DL+,75LL+.75WL 0 4 209 0 4.209 NA NA
ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 4.209 0 4,209 NA NA
ASCE 2.4.1-4 .6DL+1WL 0 2.525 0 2.525 NA NA
ASCE 2,4.1-5 .6DL+.7EL 0 2 525 0 2.525 NA NA
Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis
Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis
SR-XX: Ratio of Vr-XX to Va-XX
RISAFoot Version 3.0 [Untitied.rftj
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