ALb-46LE SE-ARLI(J&% S-rTGGý OP C JAe iS SAFETY RELATED ...

STONE &. WEBSTER ENGINEERING CORPORATION

CALCULATION TITLE PAGE *SEE INSTRUCTIONS ON REVERSE SIDE

CLIENT & PROJECT PAGE I OF "2.q-+.

CALCULATION TITLE (Indicative of the Objective). OA CATEGORY (,.4

ALb-46LE SE-ARLI(J&% CAPAC.CT%( Akyb ý-~~c-[r - NUCLEAR S-rTGGý OP C S JAe gocT iS SAFETY RELATED

0 OiOm 0 OTHER

CALCULATION IDENTIFICATION NUMBER

J.0. OR W.0 NO. DIVISION F GROUP CURRENT OPTIONAL OPTIONAL CALC. NO. TASK CODE WORK PACKAGE NO.

o5q9C..oi 1 0o1 %% _

*APPROVALS - SIGNATURE E, DATE REV. NO. SUPERSEDES CONFIRMATION

PREPARER(S)/DATE(S) REVIEWER(S)/DATE(S) INDEPENDENT OR NEW *CALC. NO. *REQUIRED(V) REVIEWER(S)/DATE(S) CALC NO. OR REV. NO. YES NO

I q,I c P I IcoP

k&(v (R-7

DISTRIBUT ION * ICOPY Icopy

GROUP I NAME & LOCATION I SENT GROUP I NAME & LOCATION I SENT I I(,A I I (,,

RECORDS FILES (OR FILE IF N

MGT. I FIRE I

lONE) I

9707300138 PDR ADOCK is

970714 07200022

PDR

A 5010 64 fFRONTI

STONE 86 WEBSTER ENGINEERING CORPORATION

CALCULATION SHEETA 5010.65


J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONALTASK CODE

I= CC ,-0 16,9- -' I1

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Appendix

A

B

C

D

Detailed Calculation of Allowable Bearing Capacity to Resist Static Loads

Detailed Calculation of Allowable Bearing Capacity to Resist Dynamic Loads due to the Design Earthquake

Detailed Calculation of Allowable Bearing Pressures to Limit Settlement to 2" for Strip Footings

Detailed Calculation of Allowable Bearing Pressures to Limit Settlement to 1.5" for Square Footings

PAGE #

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TABLE OF CONTENTS

Title Page

Table of Contents

Reasons for Rev 1

Objective

Assumptions/Data

Method

Discussion

Conclusions

References

Tables

Figures

# of Pages

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STONE & WEBSTER ENGINEERING CORPORATION

CALCULATION SHEET A 5010.65

I CALCULATION IDENTIFICATION NUMBER

J.O. OR W.O. NO. DIVISION & GROUP I CALCULATION NO. IOPTIONAL TASK CODE

o039q9. 0 1 6(.Z) 0-7 - I1

2

"3 REASONS FOR REV 1: 4

S

6 Incorporate changes made in the course of finalizing Calculation 05996.01 -G(B)-05, Rev 0: 7

o , • =300 9

,o Bearing capacity FS for design earthquake = 1.1. II

,12 Use G/G,. vs shear strain curve recommended by Geomatrix in Calculation 13 05996.01-G(P05)-1, Rev 0, for estimating E values. 14

I • Add additional calculations to define the allowable bearing capacity as a function of 16 allowable settlement for strip and square footings for various footing widths and depths. 17

Remove "Confirmation Required', since the bases for the 'Requires Confirmation' on pp 1 & ,9 186 of the original issue of this calculation were that some of the input data for this

20 calculation were based on the original issues of Calcs 05996-G(B)-01, -03, and -04, which 21 required confirmation, as well as Calculation 05996.01-G(B)-05, Rev 0, which was not 22 complete at the time that the original issue of this calculation was being prepared. Since 23 that time, those calculations have been finalized and no longer require confirmation; 24 therefore, this calculation no longer requires confirmation as well. 25

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STONE IL WEBSTER ENGINEERING CORPORATION

CALCULATION SHEET

L 010,65 ICALCULATION IDENTIFICATION NUMBER

J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE

C1990bICA L5 ) 1 0-7TI-NI1

2

• OBJECTIVE: 4

5 Determine the gross allowable bearing pressures against a shear failure for strip and 6 square footings for a range of footing widths, depths, and load inclinations. Also 7 determine the gross allowable bearing pressures that will limit the settlement to the 8 allowable settlements recommended in Calculation 05996.01-G(B)-05, Rev 0 (2" for strip 9 footings and 1.5" for square footings).

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3 ASSUMPTIONS/DATA '4

14 Figure 1 presents the generalized soil profile. The critical portion of the soil profile from a 15 15 bearing capacity perspective is the top layer, 0 ft to 30 ft. The groundwater table is 1,7 greater than 120 ft below grade (Geosphere (1997).

Is Bearing capacity failure mode for the top layer is a general shear failure. 19

20 Footings are spaced far enough apart that adjacent footings will not affect the bearing 21 capacity or total settlement. 22

23 FS = 3 is required for static loadings and 1.1 is required for dynamic loadings from the 24 design basis earthquake, as indicated in Calculation 05996.01-G(B)-05 Rev 0. 25

26 The soil properties for the top layer are presented in SWEC Calculations 05996.01-G(B)27 01, Rev 1, -04, Rev 1, and -05, Rev 0, and are summarized as follows: 20

29 Effective-stress strength parameters for drained analyses are estimated to be* = 30 300 and c = 0, based on the plasticity index of this material. 3 1

32 Total-stress strength parameters for undrained analyses (e.g., dynamic loadings) are estimated to be * = 00 and c - 2.2 ksf, based on unconsolidated-undrained triaxial

33 tests.

34

35 Consolidation parameters: 36

37 6.00 ksf =Maximum past pressure from consolidation tests - See p 7 38 Calculation 05996.01-G(B)-01, Rev 1 39

40 0.294 = CR, See p 4 Calculation 05996.01-G(B)-05, Rev 0 41 0.014 = RR, See p 4 Calculation 05996.01-G(B)-05, Rev 0 42

43 C, = rate of secondary compression & is f(acrw), as shown in Figure 2. 44

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STONE P, WEBSTER ENGINEERING CORPORATION

CALCULATION SHEETA 5010 6


J.O. OR W.O. NO. [ DIVISION & GROUP I CALCULATION NO. JOPTIONAL TASK CODE

d ,,.o I IC, o7 - (

METHOD:

Bearing Capacity Calculation Methodology

This calculation uses the same method of calculating allowable bearing capacities of footings as is used in Calculation 05996-G(B)-04, Rev 1 (pp 9 & 10). The ultimate bearing capacity was calculated based on Meyerhof's equation:

,= cN=scd=ý+DqNsdqli,+ 1/2-, BNsyd-i

where:

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Eq 2-8 Bowles (1968)

Eq 10.32 Das (1990)

Eq 10.39 Das (1990)

Table 10.2 Das (1990)

For D/B < 1: d, = d, - (1-dQ) I (N. tan +)

dcl1 +2tan + (1 -sin #)2 D/B

For DB > 1: dc =dq - (1-dq) I (Nq tan *) dq = 1+2 tan + (1 - sin +Y tan-'(D/B)

For* = 0: d6 = 1 + 0.4 tan-t (DB)

dy = I + 0.4 (D3B) i== (1 - j3/90)2

= (I -pM)2

The allowable bearing pressure is calculated as:

,,= 0/I FS

where FS = 3 for static loadings and 1.1 for dynamic loadings from the design basis earthquake.

N, = (Nq - 1) cot(+)

Nq = on 04 tan2(45 + 4/2)

Ny = (Nq, - ) tan (1.4 +)

s= 1 + (B/L)(Nq/N.)

Sq = I + (B/IL) tan +

sy = 1 - 0.4 (B/I)


CALCULATION SHEET


J.O. OR W.O. NO. I DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE

2 3 Settlement Calculation Methodology 4

4 This calculation uses the same method of calculating settlements as was used in 5 Calculation 05996-G(B)-03, Rev 1 (pp 5 to 7). Stress distribution with depth was found 6 using the Boussinesq equation (Figure 3.40 of Das 1995, copy included as Figure 3). 7

a Elastic settlement was found using the elastic modulus (E) for the given strain level and "9 the change in vertical effective stress for each sublayer. A value of vertical strain was

, o assumed for each sublayer. Using the G/G,. vs shear strain curve recommended by "Geomatrix in Calculation 05996.01 -G(P05)-1, Rev 0 (p12/29 of Section 1.3, shown in

12 Figure 4), a corresponding value of G/G,. was found. Because E is directly proportional to 13 G, E/E,_• was assumed to vary with respect to vertical strain as G varies with respect to 14 shear strain. E for the assumed strain level was calculated as E/E,. e E,,.. Vertical strain 15 was then calculated as Aa, / E, and was compared to the assumed strain. Iterations were 16, performed until the actual strain was approximately equal to the assumed strain. 17

19

20 Primary consolidation settlement was calculated as: 21

22 Apw%,n = [AH• x 12 in./ft] x [RR x Log (a(.. I a,) + CR x Log (ra cr..)] 23

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26 where: 27 27 6.00 ksf = a,., Maximum past pressure from consolidation tests 28

29 See p 7 Calculation 05996.01-G(B)-01, Rev 1 30

3, 0.294 = CR, See p 4 Calculation 05996.01-G(B)-05, Rev 0 32

33 0.014 = RR, See p 4 Calculation 05996.01-G(B)-05, Rev 0 34

35 Secondary compression was calculated as: 36

,.. =• :12 in.ft x Ca x Logi0(At in min)

38 where: 39

40 C, = rate of secondary compression & is ) as shown in Figure 2. 41

42 At = elapsed time in minutes since end of loading. 43

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CALCULATION SHEET A 5010.85


J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE _7

o (q. o-7

2 DISCUSSION: 3

4

5

6 Bearing capacity analyses were performed for a variety of footing widths and depths for 7 both strip footings and square footings, for vertical loads, and for loads inclined 10 and 20 a degrees from the vertical. These analyses were performed using effective-stress strength 9 parameters to investigate long-term conditions, which are applicable for static loads. For

1o these analyses, the allowable bearing pressure was determined using a factor of safety of 1 1 3. Bearing capacity analyses also were performed using total-stress strength parameters, 12 which are applicable for earthquake loads. For these analyses, the allowable bearing 13 pressure was determined using a factor of safety of 1.1.

"14 Appendix A presents detailed calculations of the allowable bearing capacity for static 15 loadings for 4 ft wide strip and square footings placed at a depth of 4 ft, for vertical loads, 16 and for loads inclined 10 and 20 degrees from the vertical. These calculations follow the 17 method described above using the effective-stress strength parameters, and the required Is factor of safety is 3. 19

20 Appendix B presents similar calculations determining the allowable bearing capacity to 21 resist dynamic loads due to the design earthquake. These calculations follow the method 22 described above using the total-stress strength parameters, and the required factor of

safety is 1.1. 23

24 These calculations were repeated for other combinations of footing widths and depths, 25 and the results are summarized in Tables 1 through 4. These tables are all organized in 26 the same manner; i.e., Sheet A (Table 1A, 2A, 3A, and 4A) summarizes the allowable 27 bearing capacity for footings subjected to vertical loads. Sheets B and C summarize the 28 allowable bearing capacity for footings subjected to loads inclined 10 and 20 degrees from 29 the vertical, respectively. 30

3 1 Table 1 presents the allowable bearing capacities for strip footings subjected to static 32 loads, and Table.2 presents the allowable bearing capacities for square footings. Tables 3

and 4 are organized in the same manner, but they provide summaries of the allowable bearing capacities for strip and square footings, respectively, to resist dynamic loads due

34 to the design earthquake. For these analyses, total-stress strength parameters were used, 35 and the required factor of safety was 1.1 36

37 Review of these tables indicates that the static analyses yield the minimum allowable 38 bearing pressures, primarily due to the higher factor of safety required for static 39 conditions. These results are plotted in Figures 5 and 6 as the horizontal lines originating 40 from the vertical axis. These allowable bearing capacities are applicable for vertical loads 41 applied at the center of the footings. For inclined or eccentrically applied loads, they must 42 be reduced. For loadings inclined at 10 degrees from the vertical, they must be reduced

by -25%, and for loadings inclined at 20 degrees from the vertical, they must be reduced 443 , by "50%. Eccentric loads are addressed using the concept of "effective footing width,"

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J.O. OR W.O. NO. DIVISION 0 GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE

S1 8 1 7 - I

where the effective width (and length, if appropriate) of the footing is determined as shown at the bottom of these figures.

4

Analyses were performed to estimate the expected settlement of various strip and square footings due to various loadings. These analyses are included in Appendices C & D.

7 Appendix C presents the calculation of allowable bearing pressures to limit the settlement a to 2" for strip footings and Appendix D presents those for limiting the settlement of square

footings to 1.5". These results are summarized in Tables 5 & 6, respectively. They are , o also presented in Figures 5 and 6, superimposed on plots of the results of the allowable I I bearing pressure to obtain a factor of safety against a shear failure of 3.0 for static loads.

12 In these figures, the horizontal lines represent the allowable bearing pressure that will 13 provide the required factor of safety against a shear failure, and the curves represent the 14 bearing pressure that will result in a given amount of settlement. As indicated, the bearing pressure based on shear failure increases with increasing depth (and, typically, increasing ,6 width) of footing. Footing settlement increases as the load increases; therefore, for a ,7 given bearing pressure, as the width of the footing increases, there comes a point at Ia which the amount of settlement exceeds the allowable settlement. Thus, as the footing 19 width increases beyond this point, the allowable bearing pressure must decrease, as 20 shown by the curves in Figure 6, in order to limit the settlement to a tolerable value. 21

22

23 CONCLUSIONS: 24

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27 The proposed structures will be founded on strip and spread footings. The allowable 28 bearing capacity of these footings is limited by shear failure of the soil underlying the 29 footing and by footing settlement. Figures 5 and 6 summarize the results of this 30 calculation and present the gross allowable bearing pressures for strip and square footings. 31

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CALCULATION SHEETA 5010 65


J.0. OR W.O. NO. I DIVISION & GROUP CALCULATION NO. IOPTIONAL TASK CODE

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REFERENCES:

"* Bowles, J. E., 1968, Foundation Analysis and Design, McGraw-Hill, p 90, New York.

"* Das, B., 1990, Principles of Geotechnical Engineering, PWS-Kent, pp 199 and 459 to 504, Boston MA

" Das, B., 1995, Principles of Foundation Engineerinr, PWS-Kent, Boston MA

"* Geomatrix (1997), PFSF Calculation 05996.01-G(P05)-1, Rev 0, "Development of Soil and Foundation Parameters in Support of Dynamic Soil-structure Interaction Analyses,' prepared by Geomatrix Consultants, Inc, San Francisco, CA, March 1997.

" Geosphere Midwest, PFSF Report No. 0599601-G(PO9)-1, Rev 0, "Seismic Survey of the Private Fuel Storage Facility-Skull Valley, Utah,' prepared for Stone & Webster Engineering Corp by Geosphere Midwest, Midland, MI, February 1997.

" SWEC Calculation "Document Bases for Recommended Values of Dynamic Soil Properties and Coefficient of Subgrade Reaction,' 05996.01-G(B)-01, Rev 1, Boston, MA

"• SWEC Calculation "Estimate Static Settlement of Storage Pads,' 05996.01-G(B)-03, Rev 1, Boston, MA

" SWEC Calculation "Stability Analyses of Storage Pads," 05996.01-G(B)-04, Rev 1, Boston, MA

" SWEC Calculation "Document Bases for Geotechnical Parameters Provided in Geotechnical Design Criteria,' 05996.01-G(B)-05, Rev 0, Boston, MA

0 ,U - * tb A 0 A j b 0 - ,- 6 -- ..... - 0 r4

S A -L BTLE. kAR -CAPACI

SUMMARY - ALLOWABLE BEARING CAPACITY STRIP FOOTINGS q=, = quit I FS

+ = 30 Effective Stress Friction Angle (degrees) C = 0 Cohesion (psi) y = 80 Unit weight of soil (pcf)

surch = 80 Unit weight of surcharge (pcf) P = 0 Angle of load inclination from vertical (degrees)

FS = 3 Factor of Safety

Assume strip footing If /B > 5 B = 4 Footing Width (ift) L = 100 Footing Length (ft) Df = 4 Depth of Footing (ift)

Dh B qD, q. y,..D 1 *Nq .dq Iq +*yB .NY y "d, .

ft ft psf psf psf 2.5 1 1,850 5,571 200 18.40 1.00 1.34 1.00 40 15.67 1.00 1.00 1.00 2.5 2 1,960 5,886 200 18.40 1.00 1.26 1.00 80 15.67 1.00 1.00 1.00 2.5 3 2,140 6,448 200 18.40 1.00 1.24 1.00 120 15.67 1.00 1.00 1.00 2.5 4 2.280 6,851 200 18.40 1.00 1.18 1.00 160 15.67 1.00 1.00 1.00 2.5 6 2,620 7,883 200 18.40 1.00 1.12 1.00 240 15.67 1.00 1.00 1.00 2.5 8 3,000 9,026 200 18.40 1.00 1.09 1.00 320 15.67 1.00 1.00 1.00 4 1 2,920 8,769 320 18.40 1.00 1.38 1.00 40 15.67 1.00 1.00 1.00 4 2 3,000 9,024 320 18.40 1.00 1.32 1.00 80 15.67 1.00 1.00 1.00 4 3 3,110 9,345 320 18.40 1.00 1.27 1.00 120 15.67 1.00 1.00 1.00 4 4 3,360 10,095 320 18.40 1.00 1.29 1.00 160 15.67 1.00 1.00 1.00 4 6 3,590 10,782 320 18.40 1.00 1.19 1.00 240 15.67 1.00 1.00 1.00 6 1 4,340 13,043 480 18.40 1.00 1.41 1.00 40 15.67 1.00 1.00 1.00 6 2 4,420 13,271 480 18.40 1.00 1.36 1.00 80 15.67 1.00 1.00 1.00 6 3 4,510 13,536 480 18.40 1.00 1.32 1.00 120 15.67 1.00 1.00 1.00 6 4 4,610 13,845 480 18.40 1.00 1.28 1.00 160 15.67 1.00 1.00 1.00 8 1 5,770 17,321 640 18.40 1.00 1.42 1.00 40 15.67 1.00 1.00 1.00 8 2 5,840 17,537 640 18.40 1.00 1.38 1.00 80 15.67 1.00 1.00 1.00 8 3 5,920 17,777 640 18.40 1.00 1.35 1.00 120 15.67 1.00 1.00 1.00 8 4 6.010 18,048 640 18.40 1.00 1.32 1.00 160 15.67 1.00 1.00 1.00

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STMR-ALOARNG CPIT SP F SUMMARY - ALLOWABLE BEARING CAPACITY STRIP FOOTINGS

* = 30 Effective Stress Friction Angle (degrees) C = 0 Cohesion (psf) y = 80 Unit weight of soil (pcf)

"ysurch = 80 Unit weight of surcharge (pcf) 0 = 10 Angle of load inclination from vertical (degrees)


Assume strip footing If L/B > 5 B = 4 Footing Width (ft) L = 100 Footing Length (if) De = 4 Depth of Footing (ft)

D0 B qa q* y.uh . DI *Nq soq 1 1 YB " ." •d, • ,

It ft psf psf pst 25 1 1,390 4,186 200 18.40 1.00 1.34 0.79 40 15.67 1.00 1.00 0.44 2.5 2 1,400 4,217 200 18.40 1.00 1.26 0.79 80 15.67 1.00 1.00 0.44 2.5 3 1,480 4,443 200 18.40 1.00 1.24 0.79 120 15.67 1.00 1.00 0.44 2.5 4 1,510 4,547 200 18.40 1.00 1.18 0.79 160 15.67 1.00 1.00 0.44 2.5 6 1,640 4,929 200 18.40 1.00 1.12 0.79 240 15.67 1.00 1.00 0.44 2.5 8 1,790 5,398 200 18.40 1.00 1.09 0.79 320 15.67 1.00 1.00 0.44 4 1 2,230 6,712 320 18.40 1.00 1.38 0.79 40 15.67 1.00 1.00 0.44 4 2 2,230 6,697 320 18.40 1.00 1.32 0.79 80 15.67 1.00 1.00 0.44 4 3 2,240 6,734 320 18.40 1.00 1.27 0.79 120 15.67 1.00 1.00 0.44 4 4 2,360 7,110 320 18.40 1.00 1.29 0.79 160 15.67 1.00 1.00 0.44 4 6 2,400 7,219 320 18.40 1.00 1.19 0.79 •240 15.67 1.00 1.00 0.44 6 1 3,360 10,089 480 18.40 1.00 1.41 0.79 40 15.67 1.00 1.00 0.44 6 2 3,350 10,052 480 18.40 1.00 1.36 0.79 80 15.67 1.00 1.00 0.44 6 3 3,340 10,045 480 18.40 1.00 1.32 0.79 120 15.67 1.00 1.00 0.44 6 4 3,350 10,073 480 18.40 1.00 1.28 0.79 160 15.67 1.00 1.00 0.44 8 1 4,480 13,469 -40 18.40 1.00 1.42 0.79 40 15.67 1.00 1.00 0.44 8 2 4,470 13,423 640 18.40 1.00 1.34 0.79 80 15.67 1.00 1.00 0.44 8 2 4,460 13,396 640 18.40 1.00 1.35 0.79 120 15.67 1.00 1.00 0.44 8 3 4,460 13,393 640 18.40 1.00 1.32 0.79 160 15.67 1.00 1.00 0.44

(geo0JO4596 l camt•rbg.cspst.xb on 5/16/97

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TALE kC..SUMMARY - ALLOWABLE BEARING CAPACITY STRIP FOOTINGS

+ = 30 Effective Stress Friction Angle (degrees) C = 0 Cohesion (psf) y = 80 Unit weight of soil (pcf)

ysurch = 80 Unit weight of surcharge'(pcf) P = 20 Angle of load inclination from vertical (degrees)


Assume strip footing If L/B > 5 B = 4 Footing Width (ft) L = 100 Footing Length (ft) Df = 4 Depth of Footing (ft)

D, B qg qf" = ,•"*D, "Nq . * Ndq 98q 4 +YB .N7 Go, "dr "i

ft ft psf psf psf 2 1 1,020 3.061 2W 18.40 1.00 1.34 0.60 40 15.67 1.00 1.00 0.11 2.5 2 980 2,941 200 18.40 1.00 1.26 0.60 40 15.67 1.00 1.00 0.11 2.5 3 990 2,971 200 18.40 1.00 1.24 0.60 120 15.67 1.00 1.00 0.11 2.5 4 960 2,907 200 18.40 1.00 1.18 0.60 160 15.67 1.00 1.00 0.11 2.5 6 970 2,912 200 18.40 1.00 1.12 0.60 240 15.67 1.00 1.00 0.11 2.5 8 990 2,984 200 18.40 1.00 1.09 0.60 320 15.67 1.00 1.00 0.11 4 1 1,660 4,995 320 18.40 1.00 1.38 0.60 40 15.67 1.00 1.00 0.11 4 2 1,610 4,840 320 18.40 1.00 1.32 0.60 80 15.67 1.00 1.00 0.11 4 3 1,570 4,725 320 18.40 1.00 1.27 0.60 120 15.67 1.00 1.00 0.11 4 4 1,620 4,869 320 18.40 1.00 1.29 0.60 160 15.67 1.00 1.00 0.11 4 6 1,550 4,665 320 18.40 1.00 1.19 0.60 240 15.67 1.00 1.00 0.11 6 1 2,520 7,581 480 18.40 1.00 1.41 0.60 40 15.67 1.00 1.00 0.11 6 2 2.460 7,409 480 18.40 1.00 1.36 0.60 80 15.67 1.00 1.00 0.11 6 3 2,410 7,260 480 18.40 1.00 1.32 0.60 120 15.67 1.00 1.00 0.11 6 4 2,370 7,138 480 18.40 1.00 1.28 0.60 160 15.67 1.00 1.00 0.11 8 1 3,380 10,169 640 18.40 1.00 1.42 0.60 40 15.67 1.00 1.00 0.11 8 2 3,330 9,990 640 18.40 1.00 1.38 0.60 80 15.67 1.00 1.00 0.11 8 3 3,270 9,826 640 18.40 1.00 1.35 0.60 120 15.67 1.00 1.00 0.11 8 4 3,220 9,680 640 18.40 1.00 1.32 0.60 160 15.67 1.00 1.00 0.11

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q,. = quit I FSU

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"--, .F 2.,A -

SUMMARY - ALLOWABLE BEARING CAPACITY SQUARE FOOTINGS q, = quit I FS

S= 30 Effective Stress Friction Angle (degrees) C = 0 Cohesion (psi)

= 80 Unit weight of soil (pcf)

Ysurcd = 80 Unit weight of surcharge (pcf) P = 0 Angle of load inclination from vertical (degrees)


Df =

4 Footing Width (if) 4 Footing Length (ft)

4 Depth of Footing (ift)

Df B qN qu y.• T *Df Nq dq .Iq +÷yB .N, Bsy od

ft ft psf psf psf - 2,720 8,176 200 18.40 1.58 1.34 1.00 40 15.67 0.60 1.00 1.00 2.5 2 2,680 8,059 200 18.40 1.58 1.26 1.00 80 15.67 0.60 1.00 1.00 2.5 3 2,770 8,330 200 18.40 1.58 1.24 1.00 120 15.67 0.60 1.00 1.00 2.5 4 2,780 8,356 200 18.40 1.58 1.18 1.00 160 15.67 0.60 1.00 1.00 2.5 6 2,910 8,759 200 18.40 1.58 1.12 1.00 240 15.67 0.60 1.00 1.00 2.5 8 3,110 9,337 200 18.40 1.58 1.09 1.00 320 15.67 0.60 1.00 1.00 4 1 4,1400 13,219 320 18.40 1.58 1.38 1.00 40 15.67 0.60 1.00 1.00 4 2 4-30 13,009 320 18.40 1.58 1.32 1.00 R 15.67 0.60 1.00 1.00 4 31 4,300 12,902 320 18.40 1.58 1.27 1.00 120 15.67 0.60 1.00 1.00 4 4 4,490 13,473 320 18.40 1.58 1.29 1.00 160 15.67 0.60 1.00 1.00 4 6 4,440 13,332 320 18.40 1.58 1.19 1.00 240 15.67 0.60 1.00 1.00 6 1 6,650 19,961 440 18.40 1.58 1.41 1.00 40 15.67 0.60 1.00 1.00 6 2 6,560 19,708 480 18.40 1.58 1.36 1.00 80 15.67 0.60 1.00 1.00 6 3 6.500 19,513 480 18.40 1.58 1.32 1.00 120 15.67 0.60 1.00 1.00 6 4 6,460 19,389 480 18.40 1.58 1.28 1.00 160 15.67 0.60 1.00 1.00 8 1 8,900 26,708 640 18.40 1.58 1.42 1.00 40 15.67 0.60 1.00 1.00 8 12 8,810 26,438 640 18.40 1.58 1.38 1.00 80 15.67 0.60 1.00 1.00 8 3 8,730 26,204 640 18.40 1.58 1.35 1.00 120 15.67 0.60 1.00 1.00

8 4 8,670 26,017 640 18.40 1.58 1.32 1.00 160 15.67 0.60 1.00 1.00

lOPlV05996Wca•1mrLcipsKquarm.xl on 5/1W/97 )

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"t-A',2, 2.6 SUMMARY - ALLOWABLE BEARING CAPACITY SQUARE FOOTINGS q&I = qu1t I FS

+ = 30 Effective Stress Friction Angle (degrees) C = 0 Cohesion (psf) y = 80 Unit weight of soil (pcf)

your = 80 Unit weight of surcharge (pcf) P3 = 10 Angle of load inclination from vertical (degrees)


4 Footing Width (ft) 4 Footing Length (ift) 4 Depth of Footing (ift)

D1 B qg qw. w yu 1h'Df *Nq *a "dq "lq +* yB NT "S dI

ft It psf pst psf - 1 2,100 6330 200 18.40 1.58 1.34 0.79 40 15.67 0.60 -. 00 0.44 2.5 2 2,030 6,107 200 18.40 1.58 1.26 0.79 80 15.67 0.60 1.00 0.44 2.5 3 2,060 6,191 200 18.40 1.58 1.24 0.79 120 15.67 0.60 1.00 0.44 2.5 4 2,020 6,083 200 18.40 1.58 1.18 0.79 160 15.67 0.60 1.00 0.44 2.5 6 2,040 6,141 200 18.40 1.58 1.12 0.79 240 15.67 0.60 1.00 0.44 2.5 8 2,110 6,337 200 18.40 1.58 1.09 0.79 320 15.67 0.60 1.00 0.44 4 1 3,430 10,315 320 18.40 1.58 1.38 0.79 40 15.67 0.60 1.00 0.44 4 2 3,330 10,018 320 18.40 1.58 1.32 0.79 80 15.67 0.60 1.00 0.44 4 3 3,260 91805 320 18.40 1.58 1.27 0.79 120 15.67 0.60 1.00 0.44 4 4 3,370 10,126 320 18.40 1.58 1.29 0.79 160 15.67 0.60 1.00 0.44 4 6 3,250 9,754 320 18.40 1.58 1.19 0.79 1240 15.67 0.60 1.00 0.44 6 1 5,210 15,642 480 18.40 1.58 1.41 0.79 40 15.67 0.60 1.00 0.44 - 2 5.100 15,311 480 18.40 1.58 1.36 0.79 80 15.67 0.60 1.00 0.44 6 3 5,000 15,028 480 18.40 1.58 1.32 0.79 120 15.67 0.60 1.00 0.44 6 4 ,1930 14,800 480 18.40 1.58 1.28 0.79 160 15.67 0.60 1.00 0.44 8 1 6,990 20,973 640 18.40 1.58 1.42 0.79 40 15.67 0.60 1.00 0.44

8 2 6,870 20,629 640 18.40 1.58 1.38 0.79 80 15.67 0.60 1.00 0.44 8 3 6,70 120,314 640 18.40 1.58 1.35 0.79 120 15.67 0.60 1.00 0.44 8 4 6,670 20,037 640 18.40 1.58 1.32 0.79 160 15.67 0.60 1.00 0.44

(geotr•iO5996ScacbmgLcaplsquasf.xis on 5/16/97

Zo

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"-F-3 - P 2-C.. -- b,"Z'N "• SUMMARY - ALLOWABLE BEARING CAPACITY SQUARE FOOTINGS q u : q. 4 I FS

# = 30 Effective Stress Friction Angle (degrees) C = 0 Cohesion (psf) y = 80 Unit weight of soil (pcf)

ysurch = 80 Unit weight of surcharge (pcf)

S= 20 Angle of load inclination from vertical (degrees)


D, =

4 Footing Width (ft) 4 Footing Length (ft) 4 Depth of Footing (ft)

D, B qa q,* =" y,,,o". D, Nq dq •Iq +*lYB N, dy I It ft psf psf psf

2.5 1 1,580 4,760 200 18.40 1.58 1.34 0.60 40 15.67 0.60 1.00 0.11 2.5 2 .1,500 4,504 200 18.40 1.58 1.26 0.60 80 15.67 0.60 1.00 0.11 2.5 3 1,490 4,482 200 18.40 1.58 1.24 0.60 120 15.67 0.60 1.00 0.11 2.5 4 1,430 4,312 200 18.40 1.58 1.18 0.60 160 15.67 0.60 1.00 0.11 2.5 6 1,390 4,185 200 18.40 1.58 1.12 0.60 240 15.67 0.60 1.00 0.11 2.5 a 1,380 4,163 200 18.40 1.58 1.09 0.60 320 15.67 0.60 1.00 0.11 4 1 2,600 7,811 320 18.40 1.58 1.38 0.60 40 15.67 0.60 1.00 0.11 4 2 2,490 7,498 320 18.40 1.58 1.32 0.60 80 15.67 0.60 1.00 0.11 4 3 2,410 7,248 320 18.40 1.58 1.27 0.60 120 15.67 0.60 1.00 0.11 4 4 2,460 7,408 320 18.40 1.58 1.29 0.60 160 15.67 0.60 1.00 0.11 4 6 2,310 6,951 320 18.40 1.58 1.19 0.-0 "240 15.67 0.60 1.00 0.11 6 1 3,960 11,890 480 18.40 1.58 1.41 0.60 40 15.67 0.60 1.00 0.11 6 2 3,850 11,550 480 18.40 1.58 1.36 0.60 80 15.67 0.60 1.00 0.11 6 3 3,740 11,247 480 18.40 1.58 1.32 0.60 120 15.67 0.60 1.00 0.11 6 4 3,660 10,986 480 18.40 1.58 1.28 0.60 160 15.67 0.60 1.00 0.11 8 1 5,320 15,971 640 18.40 1.58 1.42 0.60 40 15.67 0.60 1.00 0.11 8 2 5,200 15,622 640 18.40 1.58 1.38 0.60 80 15.67 0.60 1.00 0.11 8 3 5,090 15,294 640 18.40 1.58 1.35 0.60 120 15.67 0.60 1.00 0.11 8 14 4990 14,996 640 18.40 1.58 1.32 0.60 160 15.67 0.60 1.00 0.11

[geoW)fl5996IclcNbrng.cap~squrM.xb on 5/16M97

P.

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"TAZG -3A. - 1Z>NVJA..tC SUMMARY - ALLOWABLE BEARING CAPACITY STRIP FOOTINGS

* = 0 Total Stress Friction Angle (degrees)

c = 2200 Cohesion (pst) y = 80 Unit weight of soil (pcf)

Tsurch = 80 Unit weight of surcharge (pcf)

Assume strip footing if L/B > 5 B = 4 Footing Width (ft) L = 100 Footing Length (if) Df = 4 Depth of Footing (ft)

P = 0 Angle of load inclination from vertical (degrees) FS = 1.1 Factor of Safety for Dynamic Loads Due to Design Earthquake

Df B q2I qu c C N d c+ Nymh e Dr *Nq * q dq " q

ft ft psf psf psf psf 1 15,350 16,892 2,200 5.14 1.00 1.48 1.00 200 1.00 1.00 1.00 1.00 2.5 21 14,140 15,561 2,200 5.14 1.00 1.36 1.00 200 1.00 1.00 1.00 1.00 2.5 3 13,310 14,650 2,200 5.14 1.00 1.26 1.00 200 1.00 1.00 1.00 1.00 2.5 4 12,750 14,035 2,200 5.14 1.00 1.22 1.00 200 1.00 1.00 1.00 1.00 2.5 6 12,080 13,294 2,200 5.14 1.00 1.16 1.00 200 1.00 1.00 1.00 1.00 2.5 8 12,700 12,878 2,200 5.14 1.00 1.12 1.00 200 1.00 1.00 1.00 1.00 4 1 16,020 17,625 2,200 5.14 1.00 1.53 1.00 320 1.00 1.00 1.00 1.00 4 2 15,120 16,636 2,200 5.14 1.00 1.44 -1.00 320 1.00 1.00 TOO 1.00 4 3 14,380 15,822 2,200 5.14 1.00 1.37 1.00 320 1.00 1.00 1.00 1.00 4 4 13,800 15,181 2,200 5.14 1.00 1.31 1.00 320 1.00 1.00 1.00 1.00 4 3 12,980 14,288 2,200 5.14 1.00 1.24 1.00 •320 1.00 1.00 1.00 1.00 6 1 16,490 18,146 2,200 5.14 1.00 1.56 1.00 480 1.00 1.00 1.00 1.00 6 2 15,850 17,438 2,200 5.14 1.00 1.50 1.00 480 1.00 1.00 1.00 1.00 6 3 15,260 18,796 2,200 5.14 1.00 1.44 1.00 480 1.00 1.00 1.00 1.00 6 2 15,750 16,233 2,200 5.14 1.00 1.39 1.00 480 1.00 1.00 1.00 1.00 8 1 16800 18,491 2,200 5.14 1.00 1.58 1.00 640 1.00 1.00 1.00 1.00 - 2 16.310 17.945 2,200 5.14 1.00 1.53 1.00 640 1.00 1.00 1.00 1.00 8 1 16,840 17,430 2,200 5.14 1.00 1.48 1.00 640 1.00 1.00 1.00 1.00 8 2 15,410 16,956 2,200 5.14 1.00 1.44 1.00 640 1.00 1.00 1.00 1.00

[geTJO5996Ncalclbrngcap•rsip.xbs on 5/19/97

q2,= qui I FS

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"TA,%L .• -Z (3 - b\:>3, I• . SUMMARY - ALLOWABLE BEARING CAPACITY STRIP FOOTINGS

+ = 0 Total Stress Friction Angle (degrees) C = 2200 Cohesion (psi) y = 80 Unit weight of soil (pci)

ysurch = 80 Unit weight of surcharge (pcf)

q, = quit/ FS

Assume strip footing If L/B > 5 B = 4 Footing Width (ft) L = 100 Footing Length (ft) Df = 4 Depth of Footing (ft)

0 = 10 Angle of load inclination from vertical (degrees) FS = 1.1 Factor of Safety for Dynamic Loads Due to Design Earthquake

[geotlO5996Mcak:•bmgyapcstdp.xls on 5/19/97

00

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D, B q.I q*,w c Ne •s de 0 I.+ yo.h - D * • Nq 6 1 q edq 1

ft Ift psf psf psf psf 2.5 1 12,130 13,347 2,200 5.14 1.00 1.48 0.79 200 1.00 1.00 1.00 0.79 2.5 2 11,170 12,295 2,200 5.14 1.00 1.36 0.79 200 1.00 1.00 1.00 0.79 2.5 3 10,520 11,576 2,200 5.14 1.00 1.28 0.79 200 1.00 1.00 1.00 0.79 2.5 4 10,080 11,089 2,200 5.14 1.00 1.22 0.79 200 1.00 1.00 1.00 0.79 2.5 6 9,540 10,504 2,200 5.14 1.00 1.16 0.79 200 1.00 1.00 1.00 0.79 2.5 V 9,250 10,175 2,200 5.14 1.00 1.12 0.79 200 1.00 1.00 1.00 0.79 4 1 12,650 13,926 2-200 5.14 1.00 1.53 0.79 320 1.00 1.00 1.00 0.79 4 2 11,940 13,144 2,200 5.14 1.00 1.44 0.79 320 1.00 1.00 1.00 0.79 4 3 11,360 12,502 2,200 5.14 1.00 1.37 0.79 320 1.00 1.00 1.00 0.79 4 4 10,900 11,994 2,200 5.14 1.00 1.31 0.79 320 1.00 1.00 1.00 0.79 4 6 10,260 11,289 2,200 5.14 1.00 1.24 0.79 "320 1.00 1.00 1.00 0.79

6 1 13,030 14,338 2,200 5.14 1.00 1.56 0.79 480 1.00 1.00 1.00 0.79 6 2 12,520 13,778 2,200 5.14 1.00 1.50 0.79 480 1.00 1.00 1.00 0.79 6 3 12,060 13,271 2,200 5.14 1.00 1.44 0.79 480 1.00 1.00 1.00 0.79 6 4 11,660 12.826 2,200 5.14 1.00 1.39 0.79 480 1.00 1.00 1.00 0.79

8 1 13,280 14,610 2,200 5.14 1.00 1.58 0.79 640 1.00 1.00 1.00 0.79 8 2 12.880 14,179 2,200 5.14 1.00 1.53 0.79 640 1.00 1.00 1.00 0.79 8 3 12,520 13,772 2,200 5.14 1.00 1.48 0.79 640 1.00 1.00 1.00 0.79 8 4 12,170 13,397 2,200 5.14 1.00 1.44 0.79 640 1.00 1.00 1.00 0.79

p.

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T5Ac.. "C - bl,(w AJ-" % .C SUMMARY - ALLOWABLE BEARING CAPACITY STRIP FOOTINGS

+= 0 Total Stress Friction Angle (degrees) c = 2200 Cohesion (psi) y = 80 Unit weight of soil (pcf)

ysurch = 80 Unit weight of surcharge (pco)

q2, o quit I FS

Assume strip footing If L/B > 5 B = 4 Footing Width (ft) L = 100 Footing Length (ft) D, = 4 Depth of Footing (if)

0 = 20 Angle of load inclination from vertical (degrees) FS = 1.1 Factor of Safety for Dynamic Loads Due to Design Earthquake

D, B qd q., C N se de °lI+ y..• • D, •Nq sq8 dq Iq

ft ft psf psf psf psf 2.5 1 9,280 10,219 2,200 5.14 1.00 1.48 0.60 200 1.00 1.00 1.00 0.60 2.5 2 8,550 9,413 2,200 5.14 1.00 1.36 0.60 200 1.00 1.00 1.00 0.60 2.5 3 8,050 8.863 2,200 5.14 1.00 1.28 0.60 200 1.00 1.00 1.00 0.60 2.5 4 7,710 8,490 2,200 5.14 1.00 1.22 0.60 200 1.00 1.00 1.00 0.60 2.5 6 7,310 8,042 2,200 5.14 1.00 1.16 0.60 200 1.00 1.00 1.00 0.60 2.5 8 7,080 7,790 2,200 5.14 1.00 1.12 0.60 200 1.00 1.00 1.00 0.60 4 1 9,690 10,662 2,200 5.14 1.00 1.53 0.60 320 1.00 1.00 1.00 0.60 4 2 9,140 10,064 2,200 5.14 1.00 1.44 0.60 320 1.00 1.00 1.00 0.60 4 3 8,700 9,572 2,200 5.14 1.00 1.37 0.60 320 1.00 1.00 1.00 0.60 4 4 8,340 9,183 2,200 5.14 1.00 1.31 0.60 320 1.00 1.00 1.00 0.60 4 6 7,850 8.643 2,200 5.14 1.00 1.24 0.60 •320 1.00 1.00 1.00 0.60 6 1 9,970 10,977 2,200 5.14 1.00 1.56 0.60 480 1.00 1.00 1.00 0.60 6 2 9,580 10.549 2,200 5.14 1.00 1.50 0.60 480 1.00 1.00 1.00 0.60 6 3 9,230 10,160 2,200 5.14 1.00 1.44 0.60 480 1.00 1.00 1.00 0.60 6 4 8,920 9,820 2,200 5.14 1.00 1.39 0.60 480 1.00 1.00 1.00 0.60 8 1 10,160 11,160 2,200 5.14 1.00 1.58 0.60 640 1.00 1.00 1.00 0.60

8 2 9860 10,856 2,200 5.14 1.00 1.53 0.60 640 1.00 1.00 1.00 0.60

8 3 9,580 10,544 2,200 5.14 1.00 1.48 0.60 640 1.00 1.00 1.00 0.60 8 4 9.320 10,257 2,200 5.14 1.00 1.44 0.60 640 1.00 1.00 1.00 0.60

lg~ontIfO5996%caicVnmVcsp~strp.xls on 5/19/97

'-U-i

C

ob z

0

r-N

0

0

Cr

j C

r"

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0 z

0

0 -4

r-4 0 z

Cm

rTo

0 M4

r 0

z

0

z

0

.- I

a

X

W

z 0: 'ii zl -4

"P1 V>

rp

I

0 0 0 40 to 0 -4 Wf

4A *. L e U U NdN

SUMMARY - ALLOWABLE BEARING CAPACITY SQUARE FOOTINGS q, = quit I FS

+ = 0 Total Stress Friction Angle (degrees)

C = 2200 Cohesion (psf) y = 80 Unit weight of soil (pcf)

Ysurch = 80 Unit weight of surcharge (pcf) Df =

4 Footing Width (ft) 4 Footing Length (ift) 4 Depth of Footing (ift)

P = 0 Angle of load inclination from vertical (degrees) FS = 1.1 Factor of Safety for Dynamic Loads Due to Design Earthquake

Df B q.N q* = c Nc 8C dc li+ yh, - D, *Nq sq dq 1 q

It It psf psf psf psf 2.5 1 18,300 20,139 2,200 5.14 1.19 1.48 1.00 200 1.00 1.00 1.00 1.00 2.5 2 16,360 18,550 2,200 5.14 1.19 1.36 1.00 200 1.00 1.00 1.00 1.00 2.5 3 15,870 17,462 2,200 5.14 1.19 1.28 1.00 200 1.00 1.00 1.00 1.00 2.5 4 15,200 16,726 2,200 5.14 1.19 1.22 1.00 200 1.00 1.00 1.00 1.00 2.5 6 14,400 15,841 2,200 5.14 1.19 1.16 1.00 200 1.00 1.00 1.00 1.00 2.5 8 13,940 15,345 2,200 5.14 1.19 1.12 1.00 200 1.00 1.00 1.00 1.00

4 1 19,080 20,992 2,200 5.14 1.19 1.53 1.00 320 1.00 1.00 1.00 1.00 4 2 18,000 19,810 2,200 5.14 1.19 1.44 1.00 320 1.00 1.00 1.00 1.00 4 3 17,120 18,838 2,200 5.14 1.19 1.37 1.00 320 1.00 1.00 1.00 1.00 4 4 16,420 18,072 2,200 5.14 1.19 1.31 1.00 320 1.00 1.00 1.00 1.00 4 6 15,450 17,005 2,200 5.14 1.19 1.24 1.00 •320 1.00 1.00 1.00 1.00

6 1 19,620 21,583 2,200 5.14 1.19 1.56 1.00 480 1.00 1.00 1.00 1.00 6 2 118,850 201737 2,200 5.14 1.19 1.50 1.00 480 1.00 1.00 1.00 1.00 6 3 18,150 19.970 2,200 5.14 1.19 1.44 1.00 480 1.00 1.00 1.00 1.00 6 4 17,540 19,298 2,200 5.14 1.19 1.39 1.00 480 1.00 1.00 1.00 1.00

8 1 19,960 21,963 2,200 5.14 1.19 1.58 1.00 640 1.00 1.00 1.00 1.00 8 2 19,370 21,312 2,200 5.14 1.19 1.53 1.00 640 1.00 1.00 1.00 1.00 8 3 18,810 20,697 2,200 5.14 1.19 1.48 1.00 640 1.00 1.00 1.00 1.00 8 3 18,800 20,130 2,200 5.14 1.19 1.44 1.00 640 1.00 1.00 1.00 1.00

[geoo•)59961calcbmgcap:lqumre.xis on 5/19/97

0QOo

0

0

0

C

0

In~

J r

0 z

z 0

o

z

z

-4

0

Inl 0 a Ill

T1.-..8LE: -4A,

0

r

0 z -4

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0

z

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z C

-4

M1

M

1.3

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0

z

0 >

r-n 0

10

Pin

M0

0

z

A, & 4 4 ^ ! ^ W W W W W W W W W N " N " N N N N 0 0~C~4 , N - 00 -4 0. ~4 0 0 * - , 4 ( N - 0 D 0 C 0 * . 0 4

49, -

SUMMARY - ALLOWABLE BEARING CAPACITY SQUARE FOOTINGS q.11 = quit I FS

+ = 0 Total Stress Friction Angle (degrees)C = 2200 Cohesion (psf) y = 80 Unit weight of soil (pcf)

yurch = 80 Unit weight of surcharge (pcf) Df =IP = 10 Angle of load inclination from vertical (degrees)

FS = 1.1 Factor of Safety for Dynamic Loads Due to Design Earthquake

(geo916 O596Mlcabmgcapsquwr9.xls on 5/19/97

4 Footing Width (ift) 4 Footing Length (ift) 4 Depth of Footing (ift)

0

0

z

0 0

r 0o C

0 2 z 0

0

Cn X

0 0

0 ""r

0

Srn

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0

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0

0 2

DI B qgm q., Nc e "d c •Ic+ ye.h e D, •Nq • sq d4 Iq

ft ft psf psf psf psf 2.5 1 14,460 15,913 2,200 5.14 1.19 1.48 0.79 200 1.00 1.00 1.00 0.79 2.5 2 13,320 14,656 2,200 5.14 1.19 1.36 0.79 200 1.00 1.00 1.00 0.79 2.5 3 12,540 13,797 2,200 5.14 1.19 1.28 0.79 200 1.00 1.00 1.00 0.79 2.5 4 12,010 13,216 2,200 5.14 1.19 1.22 0.79 200 1.00 1.00 1.00 0.79 2.5 6 11,370 12,516 2,200 5.14 1.19 1.16 0.79 200 1.00 1.00 1.00 0.79 2.5 8 1,T020 12,124 2,200 5.14 1.19 1.12 0.79 200 1.00 1.00 1.00 0.79 4 1 15,070 16,586 2,200 5.14 1.19 1.53 0.79 320 1.00 1.00 1.00 0.79 4 2 14,220 15,652 2,200 5.14 1.19 1.44 0.79 320 1.00 1.00 1.00 0.79 4 3 13,530 14,885 2,200 5.14 1.19 1.37 0.79 320 1.00 1.00 1.00 0.79 4 4 12,980 14,279 2,200 5.14 1.19 1.31 0.79 320 1.00 1.00 1.00 0.79 4 7 12,210 13,436 2,200 5.14 1.19 1.24 0.79 "320 1.00 1.00 1.00 0.79 6 1 15,500 17,053 2,200 5.14 1.19 1.56 0.79 480 1.00 1.00 1.00 0.79 6 2 14,890 16,385 2,200 5.14 1.19 1.50 0.79 480 1.00 1.00 1.00 0.79 6 3 14,340 15,779 2,200 5.14 1.19 1.44 0.79 480 1.00 1.00 1.00 0.79 6 4 13,860 15,248 2,200 5.14 1.19 1.39 0.79 480 1.00 1.00 1.00 0.79 8 1 15,770 17,354 2,200 5.14 1.19 1.58 0.79 640 1.00 1.00 1.00 0.79 8 2 15,300 16,839 2,200 5.14 1.19 1.53 0.79 640 1.00 1.00 1.00 0.79 8 3 14,860 16,353 2,200 5.14 1.19 1.48 0.79 640 1.00 1.00 1.00 0.79

8 4 14,450 15,905 2,200 5.14 1.19 1.44 0.79 640 1.00 1.00 1.00 0.79

r

2" 0

z E; .-4

0 I'11

z z C:0 x" -4 0 M

-u 2'. a)

r'i

(8"I

/

Ao 0 A A N N N -- 0 0 _ 0 a' U' A ~ N - 0 * U -J O~ U' A U N - 0-fL.-j a'to A U N 0 '0 ;~ dý (n (P ; W - i m j; '

-TA,1.,L_ 4A-C -- , C_ SUMMARY - ALLOWABLE BEARING CAPACITY SQUARE FOOTINGS q1, = quit I FS

* = 0 Total Stress Friction Angle (degrees)C = 2200 Cohesion (psf) y = 80 Unit weight of soil (pcf)

youm = 80 Unit weight of surcharge (pcf)LDf D,

4 Footing Width (ft) 4 Footing Length (ft) 4 Depth of Footing (ft)

= = 20 Angle of load inclination from vertical (degrees) FS = 1.1 Factor of Safety for Dynamic Loads Due to Design Earthquake

D, B q,. qu. C € Ne •de Id + Tsurt * D, •Nq N4 Sq g dq q

ft It psf psf psf psf 2.5 1 11,070 12,183 2,200 5.14 1-9 1.48 0.60 200 1.00 1.00 1.00 0.60 2.5 21 10,200 11,221 2,200 5.14 1.19 1.36 0.60 200 1.00 1.00 1.00 0.60 2.5 3 19,600 10,563 2,200 5.14 1.19 1.28 0.60 200 1.00 1.00 1.00 0.60 2.5 4 9,190 10,118 2,200 5.14 1.19 1.22 0.60 200 1.00 1.00 1.00 0.60 2.5 6 8,710 9,583 2,200 5.14 1.19 1.16 0.60 200 1.00 1.00 1.00 0.60 2.5 6 8,430 9,283 2,200 5.14 1.19 1.12 0.60 200 1.00 1.00 1.00 0.60 4 1 11,540 128699 2,200 5.14 1.19 1.53 0.60 320 1.00 1.00 1.00 0.60 4 21 10,890 11,984 2,200 5.14 1.19 1.44 0.60 320 1.00 1.00 1.00 0.60 4 3 10,360 11,396 2,200 5.14 1.19 1.37 0.60 320 1.00 1.00 1.00 0.60 4 4 9,930 10,932 2,200 5.14 1.19 1.31 0.60 320 1.00 1.00 1.00 0.60 4 6 9,350 10,287 2,200 5.14 1.19 1.24 0.60 •320 1.00 1.00 1.00 0.60 6 1 11,860 13,056 2,200 5.14 1.19 1.56 0.60 480 1.00 1.00 1.00 0.60 6 2 11,400 12,545 2,200 5.14 1.19 1.50 0.60 480 1.00 1.00 1.00 0.60 6 3 10,980 12,081 2,200 5.14 1.19 1.44 0.60 480 1.00 1.00 1.00 0.60 6 4 10,610 11,674 2,200 5.14 1.19 1.39 0.60 480 1.00 1.00 1.00 0.60 8 1 12,070 13,287 2,200 5.14 1.19 1.58 0.60 640 1.00 1.00 1.00 0.60 8 2 11,720 12,892 2,200 5.14 1.19 1.53 0.60 640 1.00 1.00 1.00 0.60 8 31 11,380 12,520 2,200 5.14 1.19 1.48 0.60 640 1.00 1.00 1.00 0.60 8 2 11,070 12,177 2,200 5.14 1.19 1.44 0.60 640 1.00 1.00 1.00 0.60

[geot~J05996.cakc:bVrcaplsquar.xis on 5/19/97

.1o

z 0

oo

- Z

LP/o

0

r 0 C

-o

r

z

r

0

0

0 z

0

r

R I

0 z

z

-c

0 m r2 -4

>n

"0 C

-'. z

-4 a 0

2n

-U C)

Ill I!?I______




J.O. OR W.O. NO. DIVISION & GROUP I CALCULATION NO. IOPTIONAL TASK CODE I0. CI k -0I

TABLE 5

SUMMARY OF GROSS ALLOWABLE BEARING PRESSURES

FOR VARIOUS WIDTHS AND DEPTHS OF STRIP FOOTINGS

TO OBTAIN < 2 INCHES OF SETTLEMENT

a

9

Io

II

12

13

14

15

16

17

Is

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

2

3

4

S

6

7

[9eot]O5996•cakcwaet minaycW on 5/16/97

Secondary Settlement Total Settlement D B q p-e PpA 1month 20yrs 40yrs pmw Pi .m p,,

ft ft ksf In. In. In. In. In. in. In. In. 2.50 7.00 1.85 0.10 1.12 0.51 0.77 0.80 1.21 1.72 2.01

2.50 8.00 1.70 0.09 1.11 0.51 0.77 0.80 1.20 1.71 2.00

2.50 10.00 1.50 0.09 1.10 0.51 0.77 0.80 1.18 1.69 1.98

4.00 5.30 2.90 0.19 1.12 0.44 0.67 0.70 1.32 1.76 2.01

4.00 6.00 2.50 0.13 1.09 0.48 0.73 0.76 1.23 1.71 1.99

4.00 7.00 2.20 0.12 1.08 0.52 0.79 0.83 1.20 1.72 2.02 4.00 8.00 - - -- 0.11 1.08 0.52 0.78 0.81 1.17 1.68 1.98

4.00 10.00 1.80 0.10 1.06 0.52 0.78 0.82 1.17 1.68 1.98

6.00 3.70 4.30 0.40 0.98 0.41 0.61 0.64 1.39 1.79 2.03

6.00 5.00 3.30 0.22 1.01 0.47 0.71 0.74 1.24 1.71 1.98

6.00 6.00 2.80 0.15 1.01 0.53 0.81 0.84 1.16 1.70 2.00

6.00 8.00 2.40 0.13 1.01 0.54 0.81 0.85 1.14 1.68 1.99

6.00 10.00 2.20 0.13 1.02 0.54 0.82 0.85 1.15 1.69 2.00

8.00 2.60 5.75 0.49 0.80 0.47 0.71 0.74 1.29 1.76 2.03

8.00 5.00 3.60 0.24 0.94 0.52 0.78 0.82 1.18 1.70 2.00 8.00 6.00 3.10 0.18 0.93 0.55 0.83 0.86 1.11 1.66 1.97

8.00 7.00 2.90 0.16 0.94 0.55 0.83 0.87 1.10 1.65 1.97

8.00 8.00 2.80 0.16 0.97 0.56 0.84 0.88 1.13 1.69 2.01

8.00 10.00 2.55 0.15 0.97 0.56 0.85 0.88 1.12 1.68 2.00




J.O. OR W.O. NO. DIVISION F, GROUP CALCULATION NO. JOPTIONAL TASK CODE

S0 - I

TABLE 6

SUMMARY OF GROSS ALLOWABLE BEARING PRESSURES

FOR VARIOUS WIDTHS AND DEPTHS OF SQUARE FOOTINGS

TO OBTAIN < 1.5 INCHES OF SE'TLEMENT

a 9

'0

II

12

13

14

15

16

17

Is

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

2

3

4

5

6

7

[geot]4W)59%ýc•stl lUsrm~n ry-A on 5/19/97

Secondary Settlement Total Settlement D B q po, Pemy I month 20 yrs 40 yrs pImmd pi ,,m p•

ft ft ksf In. in. In. In. In. In. In. In.

2.50 5.10 2.70 0.10 0.86 0.34 0.51 0.53 0.96 1.30 1.49

2.50 6.00 2.20 0.07 0.84 0.39 0.59 0.62 0.91 1.30 1.52

2.50 8.00 1.50 0.05 0.76 0.45 0.69 0.72 0.81 1.26 1.53

2.50 10.00 1.20 0.04 0.72 0.46 0.69 0.72 0.76 1.22 1.4

4.00 3.80 4.30 0.32 0.78 0.26 0.40 0.41 1.10 1.36 1.51

4.00 6.00 2.90 0.15 0.85 0.33 0.50 0.52 0.99 1.32 1.51

4.00 8.00 2.00 0.07 0.79 0.41 0.62 0.65 0.86 1.27 1.51

4.00 10.00 1.60 0.06 0.75 0.45 0.68 0.71 0.81 1.26 1.52

6.00 2.20 6.50 0.32 0.57 0.39 0.59 0.62 0.89 1.27 1.50

6.00 3.00 SAO 0.33 0.65 0.34 0.52 0.54 0.98 1.32 1.52

6.00 4.00 4.50 0.34 0.71 0.30 0.46 0.48 1.05 1.35 1.52

6.00 6.00 3.40 0.19 0.79 0.32 0.49 0.51 0.98 1.30 1.49

6.00 8.00 2.60 0.11 0.79 0.39 0.59 0.61 0.90 1.29 1.51

6.00 10.00 2.00 0.07 0.73 0.45 0.68 0.71 0.81 1.26 1.52

8.00 1.30 8.70 0.30 0.64 0.35 0.53 0.55 0.94 1.29 1.49

8.00 2.00 6.80 0.30 0.57 0.40 0.61 0.63 0.87 1.27 1.50

8.00 3.00 5.60 0.34 0.58 0.38 0.58 0.60 0.91 1.29 1.51

8.00 4.00 4.70 0.34 0.64 0.33 0.50 0.53 0.98 1.31 1.51

8.00 6.00 3.50 0.19 0.71 0.40 0.60 0.63 0.89 1.29 1.52

8.00 8.00 2.70 0.10 0.70 0.46 0.70 0.73 0.80 1.26 1.52

8.00 10.00 2.30 0.08 0.69 0.45 0.68 0.71 0.77 1.22 1.48

STONE & WEBSTER ENGIINEERING CORPORATION

CALCULATION SHEET


J.O. OR W.O. NO. I DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE 24 05996.01 G(B) 07 - 1

(-) NOLLVA-130

A 2

I

S = U

0 A.

UJ

0

a us IN

w

IW

A z

,I D

I

I_l) NOLLVA313

co

I I

I I I ! I I

I ! ! m i


CALCULATION SHEET


lIVISION & GROUP CALCULATION NO.

G(B) 07 - 1

0.5 1.0 1.5 2.0

STRESS RATIO, -1

mlnpp

KEY

Figure 2

RATE OF SECONDARY COMPRESSION VS STRESS RATIO

BASED ON RELOADING PORTIONS OF CONSOIDATION "TESTS - SEE CALC 05996.01-G(B)-05-0. ..

0.30

0.25

z 0 U.1

a

0

z.

0 0

0

U-

0.20

0.15

0.10

w 2

0 0 -j

z

C,,

0.05

0.00.0

SYMBOL

0

[]

TEST ID

Ct-U3C C1-U3D C2-U2C


CALCULATION SHEET L 5010-65


J.O. OR W.O. NO. I DIVISION & GROUP I CALCULATION NO. OPTIONAL TASK CODE PAGE 2(

0sI('x 648ý 01- 10.26

0.24

0.22

mF W-ýs oC.G

VAdLe ~a Zj.EV&h

-- - co4:fi

S.-:2.0 i K -8

""%" - -

2

3

4

S

6

7

a

9

10 IO

12

13

14

15

16

17

Is

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

Influence value, I

0.1 0 -I.7I. I I

0.14 " -• _ _0

* ~ ~ ~ I L-- - - - - - . -I'l

0.12 . IT IT I, T i -- .5 i= = _ _ IF IT I. ITI.

0.12 .. . ..= ",,. ____

0 .1 0 _ _ _ _ ITI_ _I T_

O l 1 - 1 IT I, ITT IT 1 1 ", IT ' ' ,

0.08

0.06

0.04

0.0O

b'Lz

bks% (v0A

IT \ . It\ I,

* -- - --- - . ' T .

0.2- -

* - - .- -- " -n - 0.1 -. " "". .-:.__I T T _ .

O' I* 4 4. 4. . ~-N

- ~ -I.A_____

F U .0 V 1.0 a. 1

V FIGURE 3.40 Variation of I with m and n--Eqs. (3.103) and (3.104)

0.1

* - - ." - -t~

0.20... ..

0.18 _ I • E * 0.8 -. , - _ _ _

1 1


CALCULATION SHEET


)IVISION & GROUP CALCULATION NO.

G(B) I 07 - 1

%v.foL =A Lv snlnao UVIaHS NIVU.LS IV3HS JLV snllnow IV-V3HS

V-

z

cc

= (4

I,(4

w

N6

0 0

2f

cc

ocU.

2 4 6 8

MINIMUM EFFECTIVE FOOTING WIDTH, B' (FT)

POINT OF APPLICATION OF F,, DUE TO M.& My

MI.

B'- B - 29.

LffiLJ

BASED ON MAXIMUM ALLOWABLE SEIfn.EMENT-2" @ 40 YRS USING STr'JWN-COMPATIBLE MODUU RECOMMENDED BY GEOMAThIX (1997)

My

L'- L-297

Figure 5 GROSS ALLOWABLE BEARING

PRESSURE VS FOOTING WIDTH & DEPTH FOR STRIP FOOTINGS

PRIVATE FUEL STORAGE ISFSI CALC 05996.01-G(B)-07-1 p 28

6

5

4

3

Cle

LU

02 C,

02

co

0 cr (D

2

1

00 10

2 4 6 8

MINIMUM EFFECTIVE FOOTING WIDTH, B' (F')

OF F, DUE

MF F,

B'- B - 2e,

My F,

L- L-2ey

BASED ON MAXIMUM ALOWABLE SETrLEMENT-I-, 0 40 YRS USING STRAIN-COMPATIBLE MODUJ RECOMMENDED BY GEOMATRIX (1997)

Figure 6 GROSS ALLOWABLE BEARING

PRESSURE VS FOOTING WIDTH & DEPTH FOR SQUARE FOOTINGS

PRIVATE FUEL STORAGE ISFSI CALC 05996.01-G(B)-07-1 p 29

12

10

8

6

Tj,

co,

z

w -J

co,

cl, 0 a:

4

2

00 10

B .-. .

STONE IL WEBSTER ENGINEERING CORPORATION

CALCULATION SHEETA 5010.U


J.0. OR W.O. NO. DIVISION CA GROUP CALCULATION NO. 1OPTIONAL TASK CODE PAGE A,_

ALLOWABLE BEARING CAPACITY STRIP FOOTING

Soil Properties:

Foundation Properties:

+ = 30 Effective Stress Friction Angle (degrees) c = 0 Cohesion (psf) ,/= 80 Unit weight of soil (pcf)

T,,,m a 80 Unit weight of surcharge (pcf) B= 4 Footing Wldth (ft) L= 100.00 tf D, 4 Depth of Footing (ft) Assume strip footing If UB > 5 P a 0 Angle of load inclination from vertical (degrees)

FS z 3 Factor of Safety

1

2

3

4

S

6

7

a

9

10

12

13

14

'5

16

'7

Is

I9

20

21

22

23

24

25

26

27

26

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

1, - 1 + (B/L)(Nq/Nj I,, 1 + (B/L) tan *

5,,-I - 0.4 (B/L)

Strip Strip Strip

For D•fB< 11: dc• dq- (1-dq) / (Nq tan +) dq= 1 +2tan* (1 -sin )#DfJB d,.1

For DM > 1 eld n- dq - (1-• )(Nq tan *) dq - 1+2 tan # (1 - sin )2 tan"(D,/B) d7 -1

For * 0: d, z 1 + 0.4 tan'1 (D,/B)

dy - I + 0.4 (D.B)

1:= (1 - lI90)=

•, (1 - /,)2=

N! term Co= 10,096 pf a 0

q. a 3,360 pef= qw I FS

WWM acngqm-f on 5116/9

Meyerhoff General Bearing Capacity

30.14

18.40

15.67'

1.00

1.00

1.00

: 1.32

- 1.29

: 1.00

= 1.25

: 1.23

: 1.00

: 1.31

1.02

: 1.00

: 1.00

= 1.00

N. term + 7588

Eq 2-8 Bowles (1968) Eq 10.32 Das (1990) Eq 10.39 Das (1990)

Table 10.2 Das (1990)

N. term

e 2507

q,*cNc sdy D• Nq sq ld.4 +*112yBBNrsad1

k z (Nq - 1) col(+)

N- e"' tan2(45 4+/2) N" (Nq - 1) tan (1.4 )




J.O. OR W.O. NO. DIVISION S GROUP I CALCULATION NO. JOPTIONAL TASK CODE PAGE A•2•. CcsCt¶3a5 I I &C)0 - (


Soil Properties:


+ = 30 Effective Stress Friction Angle (degrees) c z 0 Cohesion (pso) T z 80 Unit weight of soil (pcf)

yof, z 80 Unit weight of surcharge (pco) B• 4 Footing Wldth (ft) L= 100.00 ft Dflz 4 Depth of Footing (ft) Assume strip footing NiUB > S P . 10 Angle of load inclination from vertical (degrees)

FS1 3 Factor of Safety

1

2

3

4

s

6

7

U

9

10 Io

12

13

14

15

16

17

is

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

Sc I + (B/L)(Nq/N,

q 1 + (B/L) tan+ I 1 - 0.4 (B/L)

Strip

Strip

Strip

For DfB l 1: d, a dq - (l-dq) I (Nq tan +) dq -I + +2tan + (I - sin +)f DVB

d 7 .1

For DIB • 1: d, dq - (1-dCq) (Nq tan *) 4=, 1+2 tan # (1 - sin #) tan'(Df/B)

For * 0: d, a 1 + 0.4 tan'(D/B)

4. 1 " 0.4 (DM)

4 = (1 p-•o) 2

N, tern qa 7,110 puf. 0

q1 *. 2,360


30.14

18.40

15.67.

1.00

1.00

1.00

- 1.32

- 1.29

- 1.00

- 1.25

: 1.23

: 1.00

: 1.31

1.02

= 0.79

= 0.79

= 0.44

Nq term * 5996


Table 10.2 Das (1990)

Ny trm + 1114

pI fu lFS

[geotI05W996V*cabfng ap-txp on 5/16W97

qwzcNcs d cI+yDINSqdqiq +1/27 B Nt sdkiy

N 6 - (Nq - 1) cot(#) Nq - e" tan 2(45 + .2)

My (Nq - 1) tan (1.4 Q)

STONE B WEBSTER ENGINEERING CORPORATION

CALCULATION SHEETA 5010.U


J.O. OR W.O. NO. I DIVISION & GROUP CALCULATION NO. 1OPTIONAL TASK CODE PAGE A-3_

S --R .I G (._%C ) 0 -1 - 1


Soil Properties:


.= 30 Effective Stress Friction Angle (degrees) c = 0 Cohesion (pst) T= 80 Unit weight of soil (pcf)

Y1,0 = 80 Unit weight of surcharge (pcd) B• 4 Footing Wldth (ft) L= 100.0 ft Of= 4 Depth of Footing (ft) Assume strip footing If LUB > 5 p = 20 Angle of load inclination from vertical (degrees)

FS= 3 Factor of Safety

1

2

3

6

7

S

9

10 Io

12

13

14

15

16

17

Il

19

20

21

22

23

24

25

26

2?

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

s I + (B/.)(N,/N)

I= 1 + (B/L) tan l s1* 1 - 0.4 (B/L)

Strip strip

Strip

For DAf/ ! 1: d, a dI - (1-Q) / (Nq tan +) 4.= 1 +2tan* (1 -sin +f)2 DMB d 7 1l

For DC/B > 1: d= d 4- (1-d.) I (N. ton n)

dq = 1+2 tano (1 - sin )# tan"(D/B) d,=l

For -0: 4da 1 + 0.4 tanW(D,/B)

dy = 1 + 0.4 (D/B)

,= (I p/=)2

N, term 4,869 pefW 0


30.14

18.40

15.67,

1.00

1.00

1.00

= 1.32

= 1.29

= 1.00

= 1.25

= 1.23

= 1.00

= 1.31

1.02

= 0.60

= 0.60

= 0.11

Nq term + 4590

Eq 2-8 Bowles (1968) Eq 10.32 Das (1990)

Eq 10.39 Das (1990)

Table 10.2 Das (1990)

Ny term + 279

q-,s = 1,620 pef a qft I FS

[j9@V c@Pmnt-,ds on 5116W

q,-cNdI.cld=+TDtNqs dqlIq +41.1B I~B rdNl4

N, a (Nq - I) cot(M)

Nqe", tan2(45 + *2) Iy = (1• - 1) ton (1.4 #,)

quit z


CALCULATION SHEETA 50M0 d


,J.O. OR W.O. NO. I DIVISION & GROUP CALCULATION NO. JOPTIONAL TASK CODE o'q1., I. ,o 0-7 - I

ALLOWABLE BEARING CAPACITY SQUARE FOOTING

Soil Properties:


C=

B. D,=

p= FS.

2

3

4

5

6

7

I0

II

12

13

14

15

16

17

Is 19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

33

3,

40

41

42

43

44

45

46

qm , 4,480

30 Effective Stress Friction Angle (degrees) 0 Cohesion (psf)

80 Unit weight of soil (pcf) 80 Unit weight of surcharge (pcf) 4 Footing Width (ft) L= 4.00 ft 4 Depth of Footing (It) 0 Angie of load inclination from vertical (degrees) 3 Factor of Safety

Meyerhoff Generl Bearing Capacity

= 30.14

= 18.40

= 15.67

= 1.61

= 1.58

= 0.60

= 1.32

= 1.29 = 1.00

- 1.25

= 1.23

= 1.00

= 1.31

1.40

= 1.00

= 1.00

= 1.00

N teim +" 11969


Table 10.2 Das (1990)

qu*zcNcdc+ yD Iqdq q +*12Y B Nryd•dr

Ne a (Nq - 1) cot(#) N•- el " tan2(45 + #/2)

Ny = (Nq- 1) tan (1.4 #)

a I + (B/L)(NýN)

Sq- 1 + (B/L) tan a= - 1 - 0.4 (BIL)

For DffBl< 1: d=- dq- (ldq) / (Nq tan ) dq a1 +2tan+ (1 _sin #)2 DVB d4-1

For DAB > 1: d= , d4 - (1-Q) (N. ton #) dq - 1+2 tan # (1 - sin 4)f tan'(DWB) d4-1

For + m 0: d0 a I + 0.4 tan 1(DIB) d4 1 + 0.4 (DflB)

ic = (1 - P190)2

t, = (1 - p1.)2

N term q, 13,473 pe 0 0

paf m q, IFS

[geotN]o996xcaIbmgLcmplaquws.xj on 5/1 /97

N term + 1504

STONE I WEBSTER ENGINEERING CORPORATION

CALCULATION SHEETA 5010605


J.O. OR W.O. NO. DIVISION & GROUP I CALCULATION NO. OPTIONAL TASK CODE PAGE __


Soil Properties:


* z 30 Effective Stress Friction Angle (degrees) c = 0 Cohesion (psf) T = 80 Unit weight of soil (pcf)

Tare = 80 Unit weight of surcharge (pd) B- 4 Footing Width (ft) L= 4.00 ft D. 4 Depth of Footing (ft) p - 10 Angle of load inclination from vertical (degrees)

FS- 3 Factor of Safety

2

3

4

5

6

7

I

9

10

II

12

13

14

i5

16

17

Is

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

1 + (B/L)(NVNJ 1 + (B/.) tan$ I - 0.4 (B/L)

For Df/B _ 1: d," dq - (1-dq) / (N. tan #) dq- 1 +2tan+ (1 ugin #)2 D/B

For DIB > 1: d, dq - (1-Q)/ (Nq tan 4) dq - 1+2 tan + (1 - sin #)2 tan"'(DVB) d7-1

For $ - 0: dca 1 + 0.4 tan" (DMB) dy-- 1 + 0.4 (DMB)

c= (1 p/93)=

Ný tarm qma 10,126 pef"- 0

q- a 3,370 psfm q" I FS

[geotW0a6Qcibrncmapjquam.jf on 5116s9

Mhyerhoff General Bearing Capacity

30.14

18.40

15.67"

1.61

1.58

0.60

: 1.32

= 1.29

= 1.00

- 1.25

= 1.23

: 1.00

: 1.31

1.40

: 0.79

: 0.79

- 0.44

N tarm + 9457


Table 10.2 Das (1990)

N+ t6m 4. 669

Sc

a?-

q, ,cN..dcI,+-yD,Nqsqdqq +1I27BNTTd, 7

Ne- (Nq- 1) cot(+)

Nq O e" tan2(45 +# 12) N a (Nq - 1) tan (1.4 )




J.O. OR W.0. NO. DIVISION & GROUP CALCULATION NO. IOPTIONAL TASK CODE PAGE A'o

S3 C0- 1


Soil Properties:


+ = 30 Effective Stress Friction Angle (degrees) c = 0 Cohesion (psf) T z 80 Unit weight of soil (pcf)

Y,=o - 80 Unit weight of surcharge (pcf) B a 4 Footing Width (ft) L 4.00 ft Dr z 4 Depth of Footing (ft) p u 20 Angle of load inclination from vertical (degrees)

FS. 3 Factor of Safety

1

2

3

4

5

6

7

8

9

10

12

13

14

15

16

17

is

19

20

21

22

23

24

25

26

2T

26

29

30

31

32

33

34

35

36

37

38

39

40

4'

42

43

44

45

46

7,408N term

pef= 0


30.14

18.40

15.67"

1.61

1.58

0.60

= 1.32 = 1.29

= 1.00

= 1.25 = 1.23

= 1.00

1.31 1.40

= 0.60

= 0.60

= 0.11

N term + 7241


Table 10.2 Das (1990)

N. term + 167

q-, a 2,460 pefa q,*I FS

WGe0tflA9ftm pLcpquwaqxB on SMr6

qt=-cN kdI• i NsD dqiq I+1I2yB Nyvd 7I 7

Nc a (Nq - I) cot(#) 1%q a e"* tm 12 (45 + *2)

NI u (Nq - 1) tan (1.4 #)

s I + (B/L)(N./N) -= 1 + (B/L) tan*

3, a 1 - 0.4 (B/L)

For Dog 1: d, a dq - (-dq) / (Nq tan #) dql 1+2tan+ (1-sin+)2fD/B

For D >M 1: d= dq(1-)(I (Nq tan*) 4, = 1+2 tan (1 - in #)2 tan"(DA)

For 0: d4= 1 + 0.4 tan'(Df/B) d4 a 1 + 0.4 (D/B)

= (1 - p/90) 2

i, = (1 - p/)




J.O. OR W.O. NO. I DIVISION &. GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE _|

AO WA BA0.A1 I I


Soil Properties:


4 = 0 Total Stress Friction Angle (degrees) c = 2200 Cohesion (psf) y = 80 Unit weight of soil (pc)

YU.h Z 80 Unit weight of surcharge (pcif)

Ba 4 Footing WdM (ft) L= 100.00 ft DI z 4 Depth of Footing (it) Assume strip footing if LDB > 5 P 0 Angle of load inclination from vertical (degrees)

FSa 1.1 FactorOf Safety

2

3

4

5

6

7

I

9

20

I2

2

23

24

25

26

2?

28

19

20

21

32

23

24

25

26

27

28

29

30

31

32

33

34

35

36

3?

38

39

40

4'

42

43

,4'

45

46

N. a ,- 1) cot(4) Nqaex " tan2(45 + #,/2)

Ny a (Nq- 1) tan (1.4)

sc a 1 + (B/L)(NqINJ =q 1 + (BIL) tan*

a, I - 0.4 (B/L)

=:

strp Strip

Strip

For DI/B ! 1: d4. dq- (1-) / (N. tan +) dq- 1 +2tan+ (1-sin*#)DB

For DIB > 1: d, dq - (IdQ) I (N. tan ) dq 1+2tan+ (-lsin)+f tan"'(D5) d,"l

For ,0: d, 1 + 0.4 tan"(DB)

d* a I + 0.4 (DI/B)

=: (1 - l/90)2

[,= (1 - I)

N. termi

q.f z 15,181 psf a 14861

qjm a 13,800 psf oaq I FS

[geotIO5996caWS mg..c@tpa4&ds on SM6/97


5.14

1.00

0.00.

1.00

1.00

1.00


Eq 10.32 Das (1990)

Eq 10.39 Das (1990)

Table 10.2 Das (1990)

= See below

: 1.00

: 1.00

= See below

: 1.00

= 1.00

1.31 1.02

: 1.00

• 1.00

= 1.00

Nq term 320

N+t0nn

, 0

qu*cNIs=dci+yDNSdq.iq +1/2yfB N 7Sd4

STONE I WEBSTER ENGINEERING CORPORATION

CALCULATION SHEETA •fl1fl £


J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. IOPTIONAL TASK CODE

C..;~ q q (, I S -,


Soil Properties:


* z 0 Total Stress Friction Angle (degrees) c = 2200 Cohesion (psf) T a 80 Unit weight of soil (pct)

Tut = 80 Unit weight of surcharge (pct) B - 4 Footing Wld (ft) L= 100.00 ft Dr, a 4 Depth of Footing (ft) Assume strip footing If LB > 5 p a 10 Angle of load inclinaton from vertical (degrees)

FS= 1.1 Factor of Safety

2

3

4

S

6

9

10

II

12

13

14

15

16

I?

Is

19

20

21

22

23

24

25

26

27

20

29

30

31

32

33

34

35

36

3,

38

39

40

41

42

43

44

45

46

I6 -+1 (B/L)(Nq/N)

-I + (B/L) tan* s1m I - 0.4 (B/L)

Strip

Strip

Strip

For DB < 1: d=- dq - (l-dq) /(Nq tan ) dq- I +2tan* (1 - Da/B dr.,1

For D/B > 1: d4,- dq - (ldlJ / (N. tan ) dq - 1+2 tan + (1 - sin )+ tan"1(DMB)

For 0 - 0: d4 1 + 0.4 tan'(D/B)

S- 1 + 0.4 (D/B)

= (1 - n/9o)2

1= (1 -p/*)•

N, term quk a 11,994 pefti 11742

qa 10,900 pef qa% I FS

[gmod1W9W6dcaibnILCW*&V-Irp.x an 511617


5.14

1.00

0.00.

1.00

1.00

1.00

Eq 2-8 Bowles (1968) Eq 10.32 Das (1990)

Eq 10.39 Das (1990)

Table 10.2 Das (1990)

= See below

= 1.00

: 1.00

= See below = 1.00

= 1.00

: 1.31

1.02

= 0.79

- 0.79

: 1.00

4.

Nq tefr 253

N7 term 4. 0

q,,mcNc.6d,+yDteNqsq dq1iq +1/2yBNysI dr7

N w (Nq - 1) cot(0) Nq a e" tan2(45. +2) NT , (Nq - 1) tan (1.4 +)

m




J.O. OR W.O. NO. I DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE a3

O~sqq(.. -51 r. o) 1 0-7- I I


Soil Properties:


C=

Ymw

Bz

p. FS-=

1

2

3

4

7 U

9

10

12

13

14

15

16

17

Is

19

20

21

22

23

24

25

26

2?

26

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

N. a(Nql- ) Cot(#) Nquew* tan 2(45 + /2) Ny a(Nql- ) tan (1.4 #)

S I + (B/L)(Nq) SU1 + (B/L) tan* 8 a 1 - 0.4 (B/L)

0 Total Stress Friction Angle (degrees) 2200 Cohesion (psf)

80 Unit weight of soil (pcf) 80 Unit weight of surcharge (pcd) 4 Footing Width (ft) L = 100.00ft 4 Depth of Footing (It) Asmnme strip footing if LDB : 5

20 Angle of load inclination from vertical (degrees) 1.1 Factor of Safety

B NM sr d7 i4 Moyerhoff General Bearing Capacity

Strip Strip Strip

For DA Bc 1: d. a dq - (1-dq) /(Nq tan #) dql 1 +2tan+ (1- sin #)fD96 dTa1

For DA:B , 1: d0 m dq - (l-dq) I(Nq tan #) dq a 1+2 tan # (1 - sin #)2 tan'(D,/B) d,=l

For # m 0: d, m I + 0.4 tan1'(D/B)

d* a 1 + 0.4 (DEB)

I,= (1 - 13I9o)2

I,=c i, = (1 - p1.)2

N, term qvk u 9,183 pef 6 990

8,340

5.14 1.00

0.00.

1.00 1.00

1.00


Eq 10.32 Das (1990) Eq 10.39 Das (1990)

Table 10.2 Das (1990)

= See below = 1.00

= 1.00

= See below = 1.00

= 1.00

= 1.31

1.02

= 0.60

= 0.60

= 1.00

Nq term

194Ny term

* 0

pet * qc, I FS

q*=cNcNs dc li+yDfNq dqlIq +112-

qO a

[geotDO5996'4macbGcim Arpsb .xb on 5/16417


CALCULATION SHEET

A5010.65


J.O. OR W.O. NO. DIVISION 6 GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE •"

q ,,5(. 0-7 -7


Soil Properties: 4= C= Y=

B=

FS


2

3

4

5

6

a

9

20

21

2

23

24

2s

16

I2

20

29

20

21

22

23

24

25

26

27

26

29

30

31

32

43

34

35

36

3?

36

39

40

4'

42

43

44

45

46

0 Total Stress Friction Angle (degrees) 2200 Cohesion (psf)

80 Unit weight of soil (pcf) 80 Unit weight of surcharge (pcf) 4 Footing Width (It) L = 4.00 ft 4 Depth of Footing (ift) 0 Angle of load inclination from vertical (degrees)

1.1 Factor of Safety

Meygrhoff General Bearing Capacity

: 5.14

: 1.00 = 0.00.

: 1.19

: 1.00

- 0.60

= See below

: 1.00

: 1.00

= See below

- 1.00

- 1.00

= 1.31 1.40

= 1.00

-- 1.00

- 1.00

q,=cN 4*y•d +,DfNqsrdqiq +lr2yBN,Sy Iý4,

N1 = (Nq - 1) cot(W) Nq - e" tan2(45 + .2) N7 (q - 1) tan (1.4)

= 1 + (B/L)(Nq/N) s -m I + (B/L) tan*

sy - I - 0.4 (B/IL)

For D/B 1: d4 dq - (1-dQ/ (N tan) dq, u1 +2ttan (1 - sin +)2 DB d,-1

For DM/ 1: cl" a •- (I-q (N. ton +

dq a 1+2 tan + (1 - sin #) tan"(D,/B) d,-1

For *-0: d6 a I + 0.4 tan 1(D,/B)

d,- 1 + 0.4 (DM)

I. = (1 - "090)2

I,= (1 - ,)2

N, term q ,n " 18,072 pes a 17752

a.. a 16,420 pfm q/ I FS

[;eot]wi0scaw•:g'• mNLcý.xm on 5S/W


Eq 10.32 Das (1990)

Eq 10.39 Das (1990)

Table 10.2 Das (1990)

N, term + 0

N. term

320




jJ.o. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE E_


Soil Properties:


+ z 0 Total Stress Friction Angle (degrees) c = 2200 Cohesion (psf) T a 80 Unit weight of soil (pcf) *,,,o z 80 Unit weight of surcharge (pcf)

Bz 4 Footing Wdth (ft) L= 4.00 ft Df = 4 Depth of Footing (ft) P a 10 Angle of load inclination from vertical (degrees)

FS- 1.1 Factor of Safety

1

2

3

4

S

6

7

s

9

20

II

22

23

14

25

26

27

28

29

20

21

22

23

24

235

26

2?

28

29

30

31

32

33

34

35

36

3?'

3'

3,

40

41

42

43

44

45

46


:=

I= - 1 + (B/L)(N./N.) a,,- 1 + (B/L) tan* ia" 1 - 0.4 (B/L)

For D/B < 1: d, a

dq •dI - 01-Q / (Nq tan *) 1 +2 tan+ (1 - sin )# DI/B

dm1l

For DIB > 1: d, - dq - (-dQ / (N. tan ) dq a 1+2 tan + (1 - sin )+ tan"(D/B) d7 -1

For 4 -0 : d, a 1 + 0.4 tan"(DM/B)

d*= 1 + 0.4 (DMB)

i, = (1 p=I)2

N, term quk = 14,279 pf m 14026

q,-= 12,980 pef a q., IFS

[te•459e ~ caPWme an 51697

5.14

1.00

0.00,

1.19 1.00

0.60


Table 10.2 Das (1990)

: See below

= 1.00

: 1.00

= See below

: 1.00

= 1.00

1.31

1.40

= 0.79

= 0.79

: 1.00

.4.

Nq term 253

N tern + 0

qe,=t cN y=di+ID Nq~qdqq 1I2yBNTSTd7 1i

N. (Nq - 1) cot(#)

e "Nq l) tan2(45 + *2) N,-(Nq - 1) tan (1.4 +)


CALCULATION SHEET


J.0. OR W.O. NO. I DIVISION & GROUP I CALCULATION NO. OPTIONAL TASK CODE

o•9q(.; I .C5 I - I


Soil Properties:4. Cu=

Ymm-f =

D,"

FS =


2

3

4

6

7

9

10

II

12

13

14

15

16

17

Is

19

20

21

22

23

24

25

26

27

20

29

30

31

32

33

34

35

36

3?

38

39

40

41

42

43

44

45

46

0 Total Stress Friction Angle (degrees) 2200 Cohesion (psW)

80 Unit weight of soil (pcf) 80 Unit weight of surcharge (pct) 4 Footing Mdth (ft) L z 4.00 ft 4 Depth of Footing (ft)

20 Angle of load inclination from vertical (degrees) 1.1 Factor of Safety


Ue

5.14

1.00

0.00.

1.19

1.00

0.60


Eq 10.32 Das (1990)

Eq 10.39 Das (1990)

Table 10.2 Das (1990)

= See below = 1.00 = 1.00

= See below = 1.00 = 1.00

1.31 1.40

= 0.60 = 0.60 = 1.00

qz=cN.s*d=w+-fDtNq dqlIq +1/210B IySvdyk

Nc a (Nq - 1) cot(g) Nq . e'x" tan2(45 + *42) N• (Nq - 1) tn (1.4 #)

s. - I + (B/L)(NINJ

s 1 + (B/L) tan #

S-, 1 - 0.4 (B/L)

For DAB ! 1: d= a dq - (I-dq) / (Nq tan #) dq- 1 +2tan# (1 -S +)2 D•

For DOf > 1: d, dq - (I1q) / (Nq tan 4) dl - 1+2 tan # (1 - sin +? tan"(D,/B) d,-1

For -0: d a 1 + 0.4 tan'(D•/B) d.,- 1 + 0.4 (0/B)

5, (1 -p1390)2

i = (1 -p1) 2

N. term q,u a 10,932 pet n 10739

a. " 9,930 pef qa/l FS

[99ot]Y0995adr4LqmpYum,'.t on 5/16M7

NX term

* 0

Nq term 194

II•t A BJE A

N- - 0 D " -J * 4 • N 0 0 e " , c N -

APPENDIX C CALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

B=

1.85 ksf

7.00 It 2.50 It

L= E., =

80.00 pcf GWT > 100 It below grade 70 It (Strip Footing; L>>B)

3780 ksf - From Table I Calc 05996.01-G(BI-01. Rev I

2.011"

STRESSES BENEATH FOOTING: LAYER AH oram n 1. Io -mm, orf

ft ft ksf It kof ksf 1A 3.50 4.25 0.34 1.75 2.00 20.00 0.240 0.96 1.58 1.92 18 3.50 7.75 0.62 5.25 0.67 6.67 0.167 0.67 1.10 1.72 IC 7.50 13.25 1.06 10.75 0.33 3.26 0.097 0.39 0.64 1.70 1D 13.00 23.50 1.88 21.00 0.17 1.67 0.051 0.20 0.33 2.21

Note: a,,n Zwof XT Aov = (q-y V)xI L "4xL,.,, oaa,* + Aa I,,,w af(m & n) based on Fig 3.40 In Daa(195), where: m-bv4 , b,/2 n kiz, where I-M/

ELASTIC SETTLEMENTS: LAYER AM AN 9*,,NW E E s1,,, Ap, AH x 12 In./lt x g.

ft ksf % '.. kaf % Inches 1A 3.50 1.58 0.093 0.45 1699 0.093 0.04 16 3.50 1.10 0.050 0.59 2230 0.049 0.02 IC 7.50 0.64 0.022 0.75 2824 0.023 0.02 1D 13.00 0.33 0.010 0.88 3262 0.010 0.02

Total n 0.10 Inches Note: , AOv I E Assume: El EI. Based on G/G,w from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E a 2 x (lI+p) G

PRIMARY CONSOLIDATION SETTLEME LAYER AH a" 0'r

ft kf kIf 1A 3.50 0.34 1.92 lB 3.50 0.62 1.72 IC 7.50 1.06 1.70 ID 13.00 1.88 2.21

Total"

a AH x 12 in./ft x RR x Log (•/o,,)APrWky Inches

0.44 0.26 0.26 0.15 1.12

Note: 6.00 ksf MMaximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-01, Rev 1

0.014 z RR. See p 13 Calc 05996.01-G(B)-03, Rev I

nchesmm I 1U I

I.

a 3.(n•o

-Z 0

a

0

r'z

0 C

rOn

'-I

0 Z 2 0

0 -4 0 z P

0 a M

0

00

r

3,. J4 0 z

0

3,.

0 2 W

I-

0

Cn 3

-1

0)

0 x V 0,

J~ 0

z

a~~ AWZ.W0 - p t 0 U J G 0 0 Il - b L .


D,,

1.865 ksf 7.00 ft 2.50 ft

SECONDARY SETFLEMENTS:

LAYER AH a.

ft

1A 1B 1C ID

3.50 3.50 7.50 13.00

kof

1.92 1.72 1.70 2.21

= 80.00 pcf GWT > 100 ft below grade I = 70 ft (Strip Footing; L>>B) w = 3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev 1

A Secondary Settleme

C. 4.64 7.02

nt a 12 In./ft x C, x Loglo(At In min) 7.32 - Log, 0(40 yrs x 525,960 mln/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Ym

(min) Inches Inches Inches0.32 0.29 0.28 0.37

0.032

0.029 0.029 0.037

0.08 0.08 0.12 0.27

0.7 0.40 0.42I Totl 0 .51

Note:

0.09 0.06 0.19

0.77

0.10 0.09 0.19

0.60 InchesC, = rate of secondary compression & Is f(Rav/um) - From FIgure 2 In CaIc 05996.01-G(B)-05, Rev 0

525.960 mrin 1 yr - 365.25 days x 24 hr/day x 60 mln/hr 43,830 min/month - 525,960 mmn/yr

12 months/yr

SUMMARY OF LAYER AH

It 1A 3.50 1B 3.50 lC 7.50 ID 13.00

SETTLEMENTS:

ft ft 4.25 1.75 7.75 5.25 13.25 10.75 23.50 21.00

Inches 0.04 0.02 0.02 0.02

T6 I - I� A �Toa a 0.10

Inches 0.44 0.26 0.26 0.151.1z

A Secondary Settlement I month 20 yrs 40 yr Inches Inches Inches

0.06 0.09 0.10 0.06 0.08 0.09 0.12 0.19 0.19 0.27 0.40 0.420.51 0.77 0.80 inches

1.21 Inches of Immediate settlement 1.72 inches after 1 month 1.98 inches after 20 years 2.01 Inches after 40 years

Plow

2.01

S.

a a

DC

(A

-0

06

rz S0

0

C

.o

n

3D.

r 00

0o

0

0

0

0 at

r

0

-4 a

-4

0

z C Z UM

0

0 a I

0 z

cn

(a)

-4 0 z

0

rrl

W

(8

V

-4

0 z

Total -

a .a.

G) m

I___

F_.

0 0 w 0 "W N a :; M tW -

APPENDIX CCALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

D=

1.70 ksf

8.00 0t 2.50 ft

L= E.

80.00 pcf GWT > 100 ft below grade 80 ft (Strip Footing; L>>B)

3780 ksf - From Table I Calc 05996.01-G(B)-Ol, Rev I

P,,.,

2.00-"

STRESSES BENEATH FOOTING: LAYER AH e 0, Zft m n I•,w I,,I Ao0, aq

ft ft ksf It kof ksf 1A 4.00 4.50 0.36 2.00 2.00 20.00 0.240 0.96 1.44 1.80 1B 4.00 8.50 0.68 6.00 0.67 6.67 0.167 0.67 1.00 1.68 IC 7.50 14.25 1.14 11.75 0.34 3.40 0.101 0.40 0.60 1.74 ID 12.00 24.00 1.92 21.50 0.19 1.86 0.057 0.23 0.34 2.26

Note: o,,a zwofxy Xt Aa, a (q - y .j x ,, 4Lx6. Iw , + AG, Ifw = f(m & n) based on Fig 3.40 in Des(1995). where: mb.fg, b•B/2 n *z. whereom

ELASTIC SETTLEMENTS: LAYER AH AcV Cn,•d E E Caw Alpw, -*AH x 12 In./Ift x c..

ft Euf % -, ksf % Inches 1A 4.00 1.44 0.077 0.49 1861 0.077 0.04 1B 4.00 1.00 0.040 0.64 2421 0.041 0.02 iC 7.50 0.60 0.020 0.76 2877 0.021 0.02 ID 12.00 0.34 0.010 0.86 3262 0.010 0.02

Total - 0.09 Inches Note: * Ag, I E Assume: E / Emw Based on G/Gn, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E a 2 x (l+p) G

PRIMARY CONSOLIDATION SETTLEMENTS: LAYER AH a",, a,,r Apft

kaf 0.30 0.68 1.14

1.92

S AH x 12 InJft x RR x Log (ao1I.)kof Inches 1.80 0.47 Note: 1.68 0.26 1.74 0.23 2.26 0.14

Total u 1.11 Inches

6.00 ksf =Maxlmum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-Ol, Rev 1

0.014 w RR, See p 13 Calc 05996.01-G(B)-03, Rev 1

P.

0

C

0 z CA) 3: Il Pt -4

0 2 m

M

III

M x4 -4 II 2 z' M G) T m 0 0 :0 30 0 2

1A lB ic ID

ft 4.00 4.00

7.50 12.00

IesSNOS~ms~gI~sbW2lisOn &III617

0- 0CO * G 4

*C CR b C �.j -


SECONDARY SETTLEMENTS:

LAYER AH O, c a

Yt =

L= E•, =


3780 ksf - From Table 1 Calc 05996.01-G(B)-O1, Rev 1


C. 4.64 7.02

2.00"

nt a 12 in./ft x C. x Logio(At In min)

7.32 = Log,0(40 yrs x 525,960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yn In 40 Yrs

(min) inches Inches Inches0.030 0.029 0.030 0.038

lota

0.07

0.06 0.12 0.250.51

0.10 0.10 0.19 0.380.77

0.11 0.10 0.19 0.40

0.80 Inches

C. = rate of secondary compression & Is f(taV6,/) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min a 1 yr - 365.25 days x 24 hr/day x 60 min/hr

43.830 mIn/month 525, minlyr 12 monthslyr

SUMMARY OF SETTLEMENTS: LAYER AH z1f

ft ft ft 1A 4.00 4.50 2.00 iB 4.00 8.50 6.00 IC 7.50 14.25 11.75 ID 12.00 24.00 21.50

Inches 0.04 0.02 0.02 0.02

Totail w 0.0

App"Wy

Inches 0.47 0.26 0.23 0.14

I mn IncI 0.1 0.I 0.1 0.:

1.11

A Secondary Settlement onth 20 yr 40 yrs hies Inches Inches 07 0.10 0.11 06 0.10 0.10 12 0.19 0.19 25 0.38 0.40

0.51 0.77 0.80 Inches

-0 -0

¢,

0 P

0 z o

0

Z o0o C<

0

I

-4

Z 0

0

-4 0

0

Ir-

0 2

0

-W


-. - .--. I_______

1.70 ksf 8.00 ft 2.50 It

B= Df=

ft

p.

a

1A 1B 1C ID

ksf

1.80

1.68 1.74 2.26

4.00 4.00 7.50 12.00

0.30 0.28 0.29 0.38

Note:C:

0 z

U)

-4

U,

0 2

rn

m

z

-V

0 z

Total -

U -� - 14in7

"G) m

4d"*

-- O b . . ..A N I * ~ ± ~w W 11 W~ N l ~l S ~ * A Al 0 ~ * p ~A ~ l - 0 f 0 - a P A iN - e


qB= D, =

1.50 ksf 10.00 ft 2.50 It

yt = L= F_.=-


3780 ksf- From Table I Calc 05996.01-G(B)-01. Rev I

1.981"

STRESSES BENEATH FOOTING: LAYER AH a,. zm n I,,,,,, In 1A, Ac,

ft ft ksf ft kof kof 1A 5.00 5.00 0.40 2.50 2.00 20.00 0.240 0.96 1.25 1.65 1B 5.00 10.00 0.80 7.50 0.67 6.67 0.167 0.67 0.87 1.67 IC 7.50 16.25 1.30 13.75 0.38 3.64 0.106 0.43 0.55 1.85 ID 10.00 25.00 2.00 22.50 0.22 2.22 0.068 0.27 0.35 2.35

Note: a", "ZMO x , Aa, a(q- yp•)X Ilt =4x", a, ÷ +or, Iam* "f(m & n) based on Fig 3.40 in Ds(1995), where: m-bfz, bzB2 n a 1/z*, where IJL/2

ELASTIC SETTLEMENTS: LAYER AH Aa, Cmme E E Ap.a " AH x 12 InJft x g

ft kaf % E ksf % Inches 1A 5.00 1.25 0.060 0.55 2074 0.060 0.04 1B 5.00 0.87 0.032 0.69 2613 0.033 0.02 iC 7.50 0.55 0.020 0.76 2877 0.019 0.02 ID 10.00 0.35 0.010 0.86 3262 0.011 0.01

Total - 0.09 Inches Note: , *Aa, I E

Assume: E I Emu, Based on G/G,, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3 NOTE: E Is directly related to G; I.e.. E a 2 x (I+iz) G

PRIMARY CONSOLIDATIOI LAYER AH a,

Rt ksf 1A 5.00 0.40 1B 5.00 0.80 IC 7.50 1.30 iD 10.00 2.00

N SETTLEMENTS: af A -"AH x 12 in./ft x RR x Log (o/a,)

kIf Inches 1.65 0.52 Note: 6.00 kaf -Ma 1.67 0.27 See p 7 1.85 0.19 0.014 a RR, St 2.35 0.12

Total " 1.10 Inches

•imum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 me p 13 Calc 05996.01-G(B)-03, Rev 1

-- --saa.Iu [ . | - 1V

F.

0

I0 C

-I

0 z CA x I." M -4

0

m

I,1

20

z

C)

n z -T

z C)

0

0

-4

.4 at & to ro -

Man?

* * 4 , b - 0(0 0-4 0 4 t o w rm - 0 0 -40 C La 0 00g * ,~


1.50 ksf 10.00 It

2.50 It

T, =

L= E.-

80.00 pcf GWT > 100 It below grade 100 ft (Strip Footing; L>>B)

3780 ksf- From Table 1 Calc 05996.01-G(B)-O1, Rev 1

O� �A & t� P4

P19"

1.98',

SECONDARY SETTLEMENTS: LAYER AH aw

It

1A 1B 1C ID

5.00

5.00 7.50

10.00

kof

1.65 1.87 1.85 2.35

,wmnw

0.27 0.28 0.31 0.39

A Secondary Settlement - 12 in.ft x C, x Log1 o(At in min)

C. 4.64 7.02 7.32 = Log1 0(40 yrs x 525,960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yrs

(min) Inches Inches Inches

0.029 0.029 0.031 0.039

0.08 0.08 0.13 0.22

IT1o1 a 0.51

Note:

0.12 0.12 0.20 0.330.33 0.340.77

0.13 0.13 0.20 0.34

0.80 Inches

C, = rate of secondary compression & Is faoa,,,m• - From Figure 2 In Calc 05996.01-G(B)-05. Rev 0 525,960 min = I yr 365.25 days x 24 hr/day x 60 min/hr 43,830 rain/month 525960 nm/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH zlok zns

ft ft ft 1A 5.00 5.00 2.50 1B 5.00 10.00 7.50 1C 7.50 16.25 13.75 ID 10.00 25.00 22.5C

Apom-.

Inches 0.04 0.02 0.02 0.01

Total - 0.C

Total a

Inches 0.52 0.27 0.19 0.12

09

A Secondary Settlement I month 20 yr 40 yrs Inches Inches Inches

0.08 0.12 0.13 0.08 0.12 0.13 0.13 0.20 0.20 0.22 0.33 0.34

AAA -1.1U U.01 U.f f 0.80 inches

1.18 Inches of Immediate settlement 1.69 inches after I month 1.95 inches after 20 years 1.98 Inches after 40 years

I a-,&- anidsoWIGN7

B= D, =

b.

r

0

Cn

-1

U,

-4 0

I11 z

"I" 0

P

'1E o

ill z

6) 0

0 0

0 z

St 0~ & W N

m•!m•NO•V•R/I•d•6jI•

on WIM

/

5 )

0 0 C. 01 W ^ W N - 0 0 N N N N - -"" N P.-0U---


q = 2.90 ksf B = 5.30 ft Dj= 4.00 It

"yt = 80.00 L = 53

Em. = 3780

pcf GWT > 100 ft below grade ft (Strip Footing; L>>B) ksf- From Table I Calc 05996.01-G(BI-O1. Rev I

STRESSES BENEATH FOOTING: LAYER AH ZSd. o,, m %Igqa f, ,

ft ft kef ft kof ksf 1A 2.65 5.33 0.43 1.33 2.00 20.00 0.240 0.98 2.48 2.90 1B 2.65 7.98 0.64 3.98 0.67 6.67 0.167 0.67 1.72 2.36 1C 5.30 11.95 0.96 7.95 0.33 3.33 0.099 0.39 1.02 1.97 10 10.60 19.90 1.59 15.90 0.17 1.67 0.051 0.20 0.52 2.11

Note: o. - zg.tx y, a,. a (q-D i) x ,.,= "4x ,a,, -o ++ ", =f(m & n) baesed on Fig 3.40 in Ds(1995), where: m-b/z•, b=BW n - Vz•%. where IL2

ELASTIC SETTLEMENTS: LAYER AH A, e,,,mw, E E ga Zw Ap* •AH x 12 in./ft x e,

ft kof % E. ksf % Inches 1A 2.65 2.48 0.340 0.19 728 0.340 0.11 1B 2.65 1.72 0.110 0.41 1564 0.110 0.04 1C 5.30 1.02 0.045 0.61 2321 0.044 0.03 1D 10.60 0.52 0.018 0.78 2936 0.018 0.02

Total * 0.19 Inches Note: aai , *AovI E Assume: El E.• Based on G/G.. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E a 2 x (I+p) 0

PRIMARY CONSOLIDATIOQ LAYER AH ll

ft kof 1A 2.65 0.43 16 2.65 0.64 IC 5.30 0.96 1D 10.60 1.59

N SETTLEMENTS: aw Apw a AH x 12 in./it x RR x Log (o•ak.)

ksf Inches 2.90 0.37 Note: 6.00 ksf -Ma, 2.36 0.25 See p 7 1.97 0.28 0.014 a RR. Si 2.11 0.22

Total * 1.12 Inches

xmum past pressure from consolidation tests Calc 05996.01 -G(B)-01, Rev 1 ee p 13 Calc 05996.01-G(B)-03, Rev 1

I � - 1111157

Pto20a 2.01"

0

0 C

0 z

-4

0 z i~n

M

o

I" in

01A

z 2!

C)

o 0

z

/

'go - uW -- tw " . W- e0 NO N to * t L N - 0 ~ U ~ * (A w N - 0 B U .. a,~ ~ - 0 %D a 'd -A ; zo No CA 0 . aa~


q = 2.90 ksf

B = 5.30 ft Dr= 4.00 It

SECONDARY SETTLEMENTS: LAYER AH 04 V

It

1A 1B 1C 1D

2.65 2.65 5.30 10.80

kof

2.90 2.36 1.97 2.11

Yt = 80.00 pcf GWT > 100 It below grade I = 53 It (Strip Footing; L>>B) ,m = 3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev 1


,sanw C. 4.64 7.02nt - 12 in./ft x C, x Log,0(At In min) 7.32 = Log,0(40 yrs x 525.960 mirnyr)



0.48 0.39 0.33 0.35

0.053 0.039 0.033 0.035IOta

Note:

0.08 0.08 0.10 0.21

0.1 0.31 0.330.44

0.12 0.09 0.15

0.67

0.12 0.09 0.16

0.70 Inches

C. = rate of secondary compression & Is f(tawfa) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525.960 mrin 1 yr u 3e5.25 days x 24 hr/day x 60 mnn/hr

43,830 min/month 525,960 mln/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH Za, Zf.

Ift Ift It 1A 2.65 5.33 1.33 1B 2.65 7.98 3.98 lC 5.30 11.95 7.95 ID 10.60 19.90 15.90

Apdbhg

Inches 0.11 0.04 0.03 0.02

AppA,,"

Inches 0.37 0.25 0.28 0.22

A Secondary Settlement I month 20 yrs 40 yr Inches Inches Inches

0.08 0.12 0.12 0.06 0.09 0.09 0.10 0.15 0.16 0.21 0.31 0.33

- i� A = - - - -

TIoal U.19 1.12 0.44 0.57 0.70 inches

1.32 Inches of Immediate settlement 1.76 Inches after 1 month 1.99 Inches after 20 years 2.01 Inches after 40 years

Pt.,'

2.01

P

0

U/I,

-D

0

o :0

0

0 2 0

r

0 -4

z M

z J

c:

a

:0 z C

M

2 :5

LcA 0

:0

0

r'•u

0 2 j 2

z

0 .0 !-I 0 z

r

-4

0 a Mi

0

0

I-I 0 z W) 3: Ml Mr

u, W -4 0 z

-4

z 0 2

0 -0 0 :0

0 z

Total -

I -

an _____________

l

Eý

I00 -- W 0


B= Dj =

2.50 ksf

6.00 ft 4.00 ft

yt= L=

Emu -


3780.......Frm .T.bl ..I .... 059 v • (vI.n RmuIe~~ I

STRESSES BENEATH FOOTING: LAYER AH r Ow.e Z m n 1muIer Auv o•

ft ft kof It kef kof 1A 3.00 5.50 0.44 1.50 2.00 20.00 0.240 0.96 2.09 2.53 18 3.00 8.50 0.68 4.50 0.67 6.67 0.167 0.67 1.40 2.14 iC 6.00 13.00 1.04 9.00 0.33 3.33 0.099 0.39 0.80 1.90 1D 12.00 22.00 1.76 18.00 0.17 1.67 0.051 0.20 0.44 2.20

Note: a" 0 ZWxyt AAa =(q-y1-)x In 4 x6,, a,• vo+Aa " * z m & n) based on Fig 3.40 In Das(1995), where: mb/zg,, b-B12 n a Ulkz., where -,L/2

ELASTIC SETTLEMENTS: LAYER AH Aa, cem, E E esa Ap *AH x 12 in./ft x •s,

ft kof % E. ksf % Inches 1A 3.00 2.09 0.170 0.33 1231 0.170 0.06 1B 3.00 1.46 0.080 0.48 1828 0.080 0.03 1C 6.00 0.88 0.030 0.70 2652 0.032 0.02 1D 12.00 0.44 0.015 0.80 3037 0.015 0.02

Total - 0.13 Inches Note: E A s, I E Assume: El /E, Based on G/G, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E - 2 x (1+p) G

1.991"

rKUMAKY UUNSOLIDATIOl LAYER AH a,.

ft kof 1A 3.00 0.44 1B 3.00 0.68 iC 6.00 1.04 ID 12.00 1.76

N SETTLEMENTS: o,1 "P•,y z AH x 12 in./ft x RR x Log (a•j) ksf Inches

2.53 0.38 Note: 6.00 ksf -Mas 2.14 0.25 See p 7 1.90 0.26 0.014 = RR, SE 2.20 0.20

Total a 1.09 Inches

imum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 es p 13 Calc 05996.01-G(B)-03, Rev I

- - flhIUJU7

W Ia

CA

-4

0 z

Ill

z

T

z 0

0 x)

0 0

/

(

tN b 4@ ON

0' tO b W N -


2.50 ksf 6.00 ft 4.00 ft

VT =

L= F.w.-


3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev 1SECONDARY SETTLEMENTS: LAYER AH awr o4G.W


C. 4.64 7.02

nt - 12 In./ft x C, x Logio(At in min)

7.32 - Logo(40 yrs x 525,960 min/yr)

%"log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yra


0.043 0.036 0.032 0.037

IOII I 0.48

0.07

0.06 0.11 0.25

0.11 0.09 0.16 0.37

0.73

0.11 0.09 0.17 0.39

0.75 Inches

C, - rate of secondary compression & is f(oa/on,) - From Figure 2 In Calc 05996.01-G(B)-05. Rev 0 525,960 min a 1 yr = 365.25 days x 24 hr/day x 60 min/hr

43.830 mIn/month = 525, min/yr 12 months/yr

SUMMARY OF LAYER AH

ft 1A 3.00 1B 3.00 IC 6.00 ID 12.00

SETTLEMENTS:

Inches 0.06 0.03 0.02 0.02

Inches 0.38 0.25 0.26 0.20

I m Inc

0. 0.( 0. 0.

A Secondary Settlement onth 20 yrs 40 yrs hes Inches Inches 07 0.11 0.11 06 0.09 0.09 11 0.16 0.17 25 0.37 0.39

10 Wl U.13

Total -

1.09 0.48 0.73 0.76 inches

1.23 Inches of Immediate settlement 1.71 Inches after I month 1.96 Inches after 20 years 1.99 Inches after 40 years

I ank4j 6l S1W

Bf =

ft

P. is

Ptota

1.991"

1A 1B ic I D

kof

2.53 2.14 1.90 2.20

3.00 3.00 6.00 12.00

0.42 0.36 0.32 0.37

Note:

ft 5.50 8.50 13.00 22.00

Zn.

ft 1.50 4.50

9.00 18.00

0

0 C: I

z CA x Ml

0

:Ia

20

0

z

aI LA a- W "

! m .... .. .

& & * A ^ ± C. 4 W j W i W W W .W W W W ~ W r " N N M N al U . 4 - 0 0 a 4 0 ) '1, Wj - 0 0 -a 0l CPU C P - 0 10 * -4 C) A w


BO Df=

2.20 ksf 7.00 ft 4.00 ft

L=

E1=

80.00 pcf GwT > 100 ft below grade 70 ft (Strip Footing; L>>B)

3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev 1

Pow

2.02 "

STRESSES BENEATH FOOTING: LAYER AH Zeo a* z m n Aa Ulf

ft ft kuf ft klf ksf 1A 3.50 5.75 0.46 1.75 2.00 20.00 0.240 0.96 1.80 2.26 1B 3.50 9.25 0.74 5.25 0.67 6.67 0.167 0.67 1.26 2.00 IC 7.00 14.50 1.16 10.50 0.33 3.33 0.099 0.39 0.74 1.90 10 12.00 24.00 1.92 20.00 0.18 1.75 0.053 0.21 0.40 2.32

Note: oe W ze,,t x y Aa, a (q- yp)) x -t1I "4x" w a," + Aoa "" f(m & n) bused on Fig 3.40 In DOs(1 995), where: m-b/zl, b=W/2 n z I/zk, where I,,12

ELASTIC SETTLEMENTS: LAYER AH Aa. Ese, E E ek Apc -AH x 12 in./ft x ew

ft ksf % E ksf % Inches 1A 3.50 1.80 0.120 0.40 1497 0.120 0.05 1B 3.50 1.26 0.060 0.55 2074 0.061 0.03 1C 7.00 0.74 0.030 0.70 2652 0.028 0.02 1D 12.00 0.40 0.010 0.88 3262 0.012 0.02

Total - 0.12 Inches Note: &Av I E Assume: E / Enm Based on G/Gn• from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E a 2 x (11 +p) G

PRIMARY CONSOLIDATIOQ LAYER AH a"

ft ksf 1A 3.50 0.46 1B 3.50 0.74 iC 7.00 1.16 10 12.00 1.92

N SETTLEMENTS: oaf Aowby = AH x 12 in./ft x RR x Log (oao.) ksf Inches 2.26 0.41 Note: 6.00 kaf "Me 2.00 0.25 See p 7 1.90 0.25 0.014 a RR. Sq 2.32 0.17

Total 1 1.08 Inches

ximum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev I ea p 13 Calc 05996.01-G(B)-03. Rev 1

Il-n. .T *� -

p-

C) I0

0

z

U)

-4

0 z

m 0

zi

U

z

a M C ;• - MA AW Le A U U U O UU m "4U AU N


2.20 ksf 7.00 ft 4.00 It

1=

L=


3780 ksf- From Table I Calc 05996.01-G(B)-01, Rev ISECONDARY SETTLEMENTS: LAYER AH oi a

It

IA 16 1C ID

3.50 3.50 7.00 12.00

kaf

2.26 2.00 1.90 2.32

A Secondary Settlement - 12 InJft x C, x Loglo(At In min) C. 4.64 7.02 7.32 "Loglo(40 yrs x 525.960 mlnyr)

%"Iog Log Cycles Log Cycle. Log Cycles Cycle Time In I month In 20 Yrs In 40 Yrs


0.038 0.033 0.032 0.030

0.07 0.06 0.12 0.280.6 04 m 0.41

I U=10 U.O04

Note:

0.11 0.10 0.19 0.40

0.7i

0.12 0.10 0.20 0.41

0.53 Inches

C, z rate of secondary compression & is f(ta.4/.) - From Figure 2 In Calc 05996.01-G(B)-o5, Rev 0 525,960 mrin 1 yr a 365.25 days x 24 hrlday x 60 mln/hr

43,830 min/month - 5 minlyr 12 rnonthslyr

SUMMARY OF SETTLEMENTS: LAYER AH ZNn& z%

ft It ft 1A 3.50 5.75 1.75 1B 3.50 9.25 5.25 1C 7.00 14.50 10.50 ID 12.00 24.00 20.00

Inches 0.05 0.03 0.02 0.02

A Secondary Settlement

APt I month 20 yrs 40 yrsInches 0.41

0.25 0.25 0.17

01028 0.40 041

Inches 0.07 0.06 0.12 0.26

InChes 0.11 0.10 0.19

I omal a U.1A 1.UU U.b5 0.79

Inches 0.12 0.10 0.20

0.83 inches

I

0

z (A

-4


r

B= Dj=

(

P.

2.02 "

u)

0 z

M

fn

z 0

CA

-4

P11 z "r"

Z

0

:0

0

-4

Total ,

U6NU W1UU7

WNW

(& & A ^ A0 rj UW W C4 W W Uj L. UN N r4 PN S0 aPU N ± O a ý4 i N 0 0~ a -4 0 0 a, N i N N

- -'Aa 4 & to 6 to to -

APPENDIX C CALCULATION OF SETTLEMENTS BENEATH

B= Df =

2.00 ksf

8.00 ft 4.00 ft

L= Em.

80.00

80 3780378 ks -From.Tab.......i flvvvfl..v •R . Rau Iv

STRESSES BENEATH FOOTING: LAYER ANH a 0'" z• m n 1..w Iw Al a,

ft ft kuf It ksf kaf 1A 4.00 6.00 0.48 2.00 2.00 20.00 0.240 0.96 1.61 2.09 1B 4.00 10.00 0.80 6.00 0.67 6.67 0.167 0.67 1.12 1.92 1C 8.00 16.00 1.28 12.00 0.33 3.33 0.099 0.39 0.66 1.94 1D 10.00 25.00 2.00 21.00 0.19 1.90 0.058 0.23 0.39 2.39

Note: a" W zraft x ,I Aav "(q- y)p# x =,4x" I am" + 4ar

" = f(m & n) based on Fig 3.40 in Des(1995), where: mn"z%, b=B/2 n a Y.4, where I•L/2 ELASTIC SETTLEMENTS: LAYER AH Aol Casemu, E E CW Ap.g- a AH x 12 In./ft x

ft kof % E ksf % Inches 1A 4.00 1.61 0.096 0.44 1672 0.096 0.05 18 4.00 1.12 0.050 0.59 2230 0.050 0.02 1C 8.00 0.66 0.024 0.73 2776 0.024 0.02 1D 10.00 0.39 0.013 0.82 3116 0.013 0.02

Total - 0.11 Inches Note: *DW, Aa, I E Assume: E / E, Based on G/Gn, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E z 2 x (1+1) G

CENTER OF STRIP FOOTING pcf GWT > 100 ft below grade It (Strip Footing; L>>B)

PW

1.98."

PRIMARY CONSOLIDATION SETTLEMENTS: LAYER AH a" oNt •ome = AH x 12 In./ft x RR x Log (odo/•)

1A lB 1C ID

ft 4.00 4.00 8.00 10.00

ksf 0.48 0.80 1.28 2.00

I - -~~dhm 163

ksf Inches 2.09 0.43 Note: 1.92 0.26 1.94 0.24 2.39 0.13

Total * 1.06 Inches

6.00 ksf =Maximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-01, Rev 1

0.014 - RR. See p 13 Calc 05996.01-G(B)-03, Rev i

W.

0 z

0) z: cn

(4

-4

0 2

I-I

pl (A

-4 M o "-I

z 0

0

0 0

I

ar 0 W . , '0 1 (0 to N N N N In N


B= D,

2.00 ksf 8.00 It 4.00 It

SECONDARY SETTLEMENTS: LAYER AH o, o

ft

1A 1B 1C ID

4.00 4.00 8.00 10.00

kof

2.09

1.92 1.94 2.39

it = 80.00 pcf GWT > 100 ft below grade L = 80 It (Strip Footing; L>>B)

Ew = 3780 ksf- From Table I Calc 05996.01-G(B)-O1, Rev I

1.98"

A Secondary Settlement z 12 in./ff x C. x Loglo(At In min) C. 4.64 7.02 7.32 = Log10(40 yrs x 525,960 mIn/yr)



0.035

0.032 0.032 0.040

0.08 0.07 0.14 0.22

I Oul W 0.52

Note:

0.12 0.11 0.22 0.340.34 0.350.78

0.12 0.11 0.23 0.35

0.81 Inches

C, = rate of secondary compression & Is fta/ow) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 rm * 1 yr u 365.25 days x 24 hrlday x 60 minthr

43,830 min/month 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH r Znl

ft ft ft IA 4.00 6.00 2.00 1B 4.00 10.00 6.00 IC 8.00 10.00 12.00 1D 10.00 25.00 21.00

Apo..I

Inches 0.05 0.02 0.02 0.02

I O1Ul U .11

Inches 0.43

0.28

0.24 0.13

1 .U6

A Secondary Settlement I month 20 yrs 40 yn Inches Inches Inches

0.08 0.12 0.12 0.07 0.11 0.11 0.14 0.22 0.23 0.22 0.34 0.350.52 0.78 0.81 inches

-Go

o•P

e- z

:0

0

r'

' -,- G O

ok0

C r

-0 t"z Qo

F-"

1O

z z 0

0 "-U

z 0

0 2

rn

0

r C)

0

-4 O

z

0

z

a m

r

Iq W

1.17 Inches of Immediate settlement 1.68 Inches after 1 month 1.95 inches after 20 years 1.98 Inches after 40 years

*-.--��uum - w1�uI j

0

U

0

0 C

0 z

-1

en

0 2

I"

z

I,

z

•-4

2o

z

Total ="0U G) T

r.4cr..

at LP & N. 0* .0 '. N8 £8 to £8 £8 to £ 8A , . i N - 0 0 ca to a. to N 0 l 4a P £ N 4-- W to Q,

A � � - _____________________________ -4 * £8 & (� N -

Ar"rINUIA U

CALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

D =

1.80 ksf 10.00 ft 4.00 ft

Vt L=

E_.,=


3780 ksft- From Table I Caic 05996.01-G(BI-0. R,,y 1

1.981"

STRESSES BENEATH FOOTING: LAYER MH ao. z m n l,.w Ia., AG,,

ft ft kof fR kaf kef 1A 5.00 6.50 0.52 2.50 2.00 20.00 0.240 0.96 1.42 1.94 1B 5.00 11.50 0.92 7.50 0.67 6.67 0.167 0.67 0.99 1.91 iC 7.00 17.50 1.40 13.50 0.37 3.70 0.108 0.43 0.64 2.04 1D 9.00 25.50 2.04 21.50 0.23 2.33 0.071 0.28 0.42 2.46

Note: a,. z, x y, Ao,(q-ypj x 4xoLr L.ave + AN I=,w f(m & n) based on Fig 3.40 In Dus(1995), where: mnbf%, b•B/2 n a Ikz,,t where 1=L/2

ELASTIC SETTLEMENTS: LAYER AH &,a, t,,,,,,d E E csdm Ap-•--, *AH x 12 in./ft x

ft ksf % E. kef % Inches 1A 5.00 1.42 0.075 0.50 1883 0.075 0.05 1B 5.00 0.99 0.042 0.63 2380 0.042 0.02 1C 7.00 0.64 0.025 0.73 2753 0.023 0.02 1D 9.00 0.42 0.015 0.80 3037 0.014 0.01

Total * 0.10 Inches Note: . Aa, I E Assume: E I E,,, Based on GIGma from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E = 2 x (11+p) G PRIMARY CONSOLIDATION SETTLEMENTS:LATtK AH a--

1A lB

lC 1D

ft 5.00 5.00 7.00 9.00

kof 0.52 0.92 1.40 2.04

Ulf Apwy,., & =AH x 12 in./ft x RR x Log (ado.o) kof Inches 1.94 0.48 Note: 6.00 ksf 3Mm) 1.91 0.27 See p 7 2.04 0.19 0.014 = RR, S 2.46 0.12

Total * 1.06 Inches

cimum past pressure from consolidation tests Calc 05996.01-G(B)-Ol, Rev I we p 13 Calc 05996.01-G(B)-03, Rev I

bSSINOUU�c�asUinmb��d4uhm, hum,

0I

0g

0 C r

0 z CA

U) -4 0 2 M

z

T U

z 0

C) 0) ;0 .V 0

J4 0 z

"-4 0t 0 & t

-Woftwift,"ift M wise?

I

-a- a 4-b 10 0- 0 10 -

V' �A * LA N -


1.80 ksf 10.00 ft 4.00 ft

L= E.1=


3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev 1SECONDARY SETTLEMENTS: LAYER AH C


C. 4.64 7.02

nt = 12 In./f x C, x Loglo(At in min)

7.32 a Logo(40 yrs x 525,960 min/yr)



0.032 0.032 0.034 0.041

IOtal "

0.09 0.09 0.13 0.20

0.5Z

0.14 0.14 0.20 0.310.3 0...32 .0.78

0.14 0.14 0.21 0.32

0.82 Inches

C, z rate of secondary compression & Is f(a,/a4,0) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr - 365.25 days x 24 hr/day x 60 min/hr 43,830 min/month a 525,960 mim/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH Z zer

ft ft ft 1A 5.00 6.50 2.50 1B 5.00 11.50 7.50 IC 7.00 17.50 13.50 ID 9.00 25.50 21.50

Inches 0.05 0.02 0.02 0.01

Apr&,r

Inches 0.48 0.27 0.19 0.12

A Secondary Settlement I month 20 yr 40 ym Inches Indhes Inches

0.09 0.14 0.14 0.09 0.14 0.14 0.13 0.20 0.21 0.20 0.31 0.32

Total w U.1U

Total ,

1.06 0.82 inches


-- ... � -

B= D, =

ft

Plow

1.98 "

0

3

1A 1B iC

ID

ksf

1.94

1.91 2.04 2.46

5.00 5.00 7.00 9.00

0.32 0.32 0.34 0.41

Note:

0

0

>

z CA 3: M1 M1

Un

0 z M

In M4 Z'

0 0

0 0

0.52

gt fR •.

WW4j-W 9" WIWI

I

(

APPENDIX C

Plow

2.03-"

CALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

B =

4.30 ksf 3.70 ft 6.00 It

yt = 80.00 pcf GWI" > 100 ft below grade L = 37 ft (Strip Footing; L>>B)

3780 ksf - From Table 1 Calc 05996.01-G(B)-01. Rev ISTRESSES BENEATH FOOTING: LAYER AH 44,,t m n Ica to, A0,. o,

ft ft kef ft ksf kef 1A 1.85 6.93 0.55 0.93 2.00 20.00 0.240 0.96 3.67 4.22 16 1.85 8.78 0.70 2.78 0.67 6.67 0.167 0.67 2.55 3.25 1C 3.70 11.55 0.92 5.55 0.33 3.33 0.099 0.39 1.51 2.43 1D 7.40 17.10 1.37 11.10 0.17 1.67 0.051 0.20 0.77 2.14

Note: awe W Z.ra X T, A a, (q -" x Ig,,, n4xL" x IV,, + A G, I.. f(m & n) based on Fig 3.40 In Da(1995), where: m-b/z4, bB/2 n =11%. where IL/2

ELASTIC SETTLEMENTS: LAYER AH AU, Ewxnw E E sV Ap, -AH x 12 in./ft x ec,

ft kuf % r ksf % Inches 1A 1.85 3.67 1.000 0.08 314 1.168 0.26 1B 1.85 2.55 0.364 0.19 702 0.364 0.08 IC 3.70 1.51 0.085 0.47 1776 0.085 0.04 1D 7.40 0.77 0.030 0.70 2652 0.029 0.03

Total - 0.40 Inches Note: s, * Au, I E Assume: El Em. Based on G/G,,,. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E z 2 x (lI+p) G

PRIMARY CONSOLIDATIO LAYER AH o,

ft kof 1A 1.85 0.55 16 1.85 0.70 iC 3.70 0.92 1D 7.40 1.37

N SETTLEMENTS: o,• •Apom,,, - AH x 12 in./ft x RR x Log (a/,,,) ksf Inches

4.22 0.27 Note: 6.00 ksf =M) 3.25 0.21 See p 7 2.43 0.26 0.014 a RR. SE 2.14 0.24

Total * 0.98 Inches

xlmum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 w p 13 Calc 05996.01 -G(B)-03, Rev 1

I bsa?�SISS�ciingUsigg�js.z� mi 5116117

C)

0 z CA 3:

0 2

Pt x~

Mt z

z 0 x '0

0 x

0 2

/I

F_.


4.30 ksf

3.70 It 6.00 ft

L= F_. =

=

80.00 pcf GWT > 100 ft below grade

37 ft (Strip Footing; L>>B) 3780 ksf - From Table 1 Calc 05996.01-G(B)-o1, Rev 1

.� IA & W *.. -

Ptowl

2.03"

A � ��-*

SECONDAUUr R lY l I LITEMENTI:

LAYER AH

ft

1A 1B 1C ID

1.85 1.85 3.70 7.40

5qf Od-rp

ksf

4.22 3.25 2.43 2.14


C. 4.64 7.02

nt - 12 In./fi x C, x Loglo(&t in min)

7.32 "Log 10(40 yrs x 525,960 mirnyr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yr.


0.104 0.063 0.041 0.036

0.11 0.07 0.08 0.15

0.15 022 0.23otial 0.41

Note:

0.16 0.10 0.13 0.22

0.51

0.17 0.10 0.13

0.64 Inches

C, = rate of secondary compression & Is f(o/a,/) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr a 365.25 days x 24 hr/day x 60 mlnihr 43,830 mi/month = 5 mir/yr

12 months/yr

SUMMARY OF LAYER AH

ft 1A 1.85 1B 1.85 IC 3.70 1D 7.40

SETTLEMENTS:

ft 6.93 8.78 11.55 17.10

Zgg ft

0.93 2.78 5.55

11.10

Inches 0.26 0.08 0.04 0.03

Appt Inches

0.27 0.21 0.26 0.24

A Secondary Settlement I month 20 yrs 40 yrs Inches Inches Inches

0.11 0.16 0.17 0.07 0.10 0.10 0.08 0.13 0.13 0.15 0.22 0.23

Toa .0 l a

Total w

u.98 U.41 U.u1 0.64 inches


Dq = B = D, =

p.

a S

0

0

"Irq -1 0

z P1) 3:

0) -4

0 z

M

I,

I"

w

0)

-4

m

0

G')

0 0 -ID 0

2

I-

(

Ot~ ~ 0l 41- to a,@ ) D 4• U • • O •

& A, & to ,0 o : € ,± o ii (. .. " ' g r 0- 0t Ii N - 0 * -4 0 (P W pg - O *i • .4 ( 0 ., g -


Dr=

3.30 ksf 5.00 ft 6.00 ft

L= E=


3780 ksf - From Table I Calc 05996 0l-M'4RI-n Ra I-,1

STRESSES BENEATH FOOTING: LAYER AH N od, m n I A0. o

ft ft kof ft kef ksf 1A 2.50 7.25 0.58 1.25 2.00 20.00 0.240 0.96 2.71 3.29 1B 2.50 9.75 0.78 3.75 0.67 6.67 0.167 0.67 1.88 2.66 1C 5.00 13.50 1.08 7.50 0.33 3.33 0.099 0.39 1.11 2.19 1D 10.00 21.00 1.68 15.00 0.17 1.67 0.051 0.20 0.57 2.25

Note: a'su ze A Aa, " (q" -yj) x ="4x" a a., + ax, "I nf(m & n) based on Fig 3.40 in Das(1995), where: m-blz,, b-Bl2 n a IUzk, where I-L/

ELASTIC SETTLEMENTS: LAYER AH Aaw e,,,,,d E E gW Ap a AH x 12 InJft xew

ft kaf % kf % Inches 1A 2.50 2.71 0.440 0.17 629 0.430 0.13 16 2.50 1.88 0.135 0.37 1407 0.134 0.04 lC 5.00 1.11 0.055 0.57 2149 0.052 0.03 1D 10.00 0.57 0.022 0.75 2824 0.020 0.02

Total a 0.22 Inches Note: - Ao, I E Assume: E / Em, Based on G/G,,nm from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E - 2 x (I+p) G

Plow8 1.98"1

PRIMARY CONSOLIDATIO LAYER AH N's

ft kit 1A 2.50 0.58 1B 2.50 0.78 iC 5.00 1.08 1D 10.00 1.68

N SETTLEMENTS: ow Aomr• z AH x 12 in./ft x RR x Log (a•/.) kit Inches

3.29 0.32 Note: 6.00 ksf :Ma 2.66 0.22 See p 7 2.19 0.26 0.014 = RR, SE 2.25 0.21

Total a 1.01 Inches

cimum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 ie p 13 Calc 05996.01-G(B)-03, Rev 1

p p mIa�7 I

W.

.00

o0 z

0

0 0

r

4

'O 0

z

0

Jr

0 -z

0

0 -I

0

z

z -4

0 z

z

hi: 2 -4q :o1

0 2n z I,

zI 0

0

0 0

Cn 3

-1

C)

[2

I

b Owe 4 dl U ± 0 U A ~ U IAN N .J N N ~10 6 .. c w N - 0 0 - It U* c tA w N - 1 6 - l A A I N - 0

�R * Ii N -


3.30 ksf 5.00 ft 6.00 It

Y, =

L= E...


3780 ksf- From Table 1 Calc 05996.01-G(B)-01, Rev I

SCUUNDARY SET•LEMENTS:LAYER AH

ft

1A 16 IC ID

2.50 2.50 5.00

10.00

A Secondary Settlemo

C. 4.64

Iaf

3.29 2.66 2.19 2.25

7.02

rt - 12 in.ft x C, x Loglo(At In min)

7.32 - Log1o(40 yrs x 525.960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yr


0.55 0.44 0.37 0.38

0.065 0.047 0.037 0.038

0.09 0.06 0.10 0.21

Total " 0.47

Note:

0.14 0.10 0.15 0.320.32 0.340.71

0.14 0.10 0.10 0.34

0.74 Inches

C, - rate of secondary compression & is f(aRawk) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min - 1 yr - 365.25 days x 24 hr/day x 60 mIrn/hr 43,830 min/month = 5 mir/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH Zg zf

ft ft ft 1A 2.50 7.25 1.25 1B 2.50 9.75 3.75 lC 5.00 13.50 7.50 ID 10.00 21.00 15.00

Ap-O ..

Inches 0.13 0.04 0.03 0.02

Apwky Inches

0.32 0.22 0.26 0.21

A Secondary Settlement I month 20 yrs 40 yrs Inches Inches Inches

0.09 0.14 0.14 0.06 0.10 0.10 0.10 0.15 0.16 0.21 0.32 0.34

- A AA A A - - - -I Eull W U.AA 1.U1 U.47 U.(1 0.74 inches

r I

0

Cn I

M

-4


I i. -. fiW1M

B= D, =

-.

PtoWaW

1.98

p

a U

'A

-4

0

z"

G)

2 M M

-4 Lo

z

0

0

0 0

Total =

S0t &k W " --

(

A

avr oavuwp

-- 4 LW W W W U N U

t p

-4A & 0 ~ Co &p La 0 .0 -4 46 w wA U - 0 in -& Z~*U . WN - 0 to ra. *


Y, = 80.00 pcf

Em.,

GWT > 100 ft below grade

60 It (Strip Footing; L>>B) 3780 ksf - From Table 1 Calc 05998.01-G(B)-01. Rev 1

2.00 "

STRESSES BENEATH FOOTING: LAYER AH "" al,, z m n I I Ao, of

ft ft kof Rt kIf kef 1A 3.00 7.50 0.80 1.50 2.00 20.00 0.240 0.96 2.23 2.83 16 3.00 10.50 0.84 4.50 0.67 6.67 0.167 0.67 1.55 2.39 iC 6.00 15.00 1.20 9.00 0.33 3.33 0.099 0.39 0.92 2.12 ID 12.00 24.00 1.92 18.00 0.17 1.67 0.051 0.20 0.47 2.39

Note: b , xt Aov (q - yp) x L L 4xl1. a,* + Aa. I, f(m & n) based on Fig 3.40 in Das(199), where: m-blz%, b n•z, where 1-.2

ELASTIC SETTLEMENTS: LAYER AH Ao, , es,,fl, E E s8 Apw*t a AH x 12 in./it x cd

ft ksf % -r ksf % Inches 1A 3.00 2.23 0.210 0.28 1069 0.208 0.07 16 3.00 1.55 0.085 0.47 1776 0.087 0.03 1C 6.00 0.92 0.035 0.67 2536 0.036 0.03 1D 12.00 0.47 0.016 0.79 3001 0.016 0.02

Total - 0.15 Inches Note: t e Ao, I E Assume: E/ EIm Based on G/G,. from Geomatbx Calc 05996.01 -G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E is directly related to G; I.e., E a 2 x (I+p) 0

PRIMARY CONSOLIDATIO LAYER AH a,,

ft kof 1A 3.00 0.60 1B 3.00 0.84 iC 6.00 1.20 ID 12.00 1.92

N SETTLEMENTS: O,( Apwm a AH x 12 in./ft x RR x Log (oJo)

ksf Inches 2.83 0.34 Note: 6.00 ksf =Ma 2.39 0.23 See p 7' 2.12 0.25 0.014 = RR, SE 2.39 0.19

Total - 1.01 Inche*

xImum past pressure forn consolidation tests Calc 05996.01-G(B)-O0, Rev I ae p 13 Calc 05998.01-G(B)-03, Rev 1

I~~o WI 5N 19

B= Df =

2.80 kst

6.00 ft 6.00 ft

10 Sb

0

C

0 z CA) x

-1

0 z M

-4 M' x' M G) T z'

0

0 x

/

(

oI 0- ii N - I '40" IA & 0 a N O I4P ; a

@1 IA A IA N -


B= Df =

2.80 ksf 6.00 ft 6.00 It

Vt =

L= Eramx=

SECONDARY SETTLEMENTS:LAYER AH

ft

1A 1B lC 1D

3.00 3.00 6.00 12.00

alf 'r.4c,"w

ksf

2.83

2.39 2.12 2.39

80.00 pcf GVVT > 100 ft below grade 60 It (Strip Footing; L>>B)

3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev 1


C. 4.64 7.02

nt - 12 Infit x C. x Logjo(At In min)

7.32 = Logo(40 yrs x 525,960 minlyr)



0.47 0.40 0.35 0.40

0.051

0.040 0.035 0.040

Total.

Note:

0.08 0.07 0.12 0.27

0.53

0.13 0.10 0.17 0.400.40 0.420.81

0.13 0.10 0.18 0.42

0.64 Inches

C. rate of secondary compression & Is f(ak/on,) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min u I yr = 365.25 days x 24 hr/day x 60 min/hr 43,830 mh/month a 525,960 mln/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH zV,& Zrq

It ft ft 1A 3.00 7.50 1.50 1B 3.00 10.50 4.50 1C 8.00 15.00 9.00 ID 12.00 24.00 18.00

APOMW

Inches 0.07 0.03 0.03 0.02

oUtll U.a 01

Inches 0.34 0.23 0.25 0.19

1 .U1

A Secondary Settlement I month 20 ym 40 yr Inches Inches Inches

0.08 0.13 0.13 0.07 0.10 0.10 0.12 0.17 0.18 0.27 0.40 0.42

U.U1 0.84 inches


-. I--. .1 _______

Plowd

2.00"

p

a,o,0

GN T

f- z 0

G)

r

0 0a

r

-1

C,

0

-, 0

4-0 -!

~0 z 0

0 -1

0

0

0 z

0 z m C -4 Co1 M

> f0 C >-11 0 2

cn

(n

-4

m 0

z .4

M

z

Ty

0

0 x

0 -U

Total ,

I�Uin'.�.�,�4.hm .4. -

0

P

0.53

e U• • t• M --

* ~ A w N -0

1l * .j* A ' N - 0 f U 4 ( A W M 0 f d* A I - 0 a d * W A (


B= Df =

2.40 ksf 8.00 ft 6.00 ft

L= Emm


3780 ksf - From Table 1 Calc 05996.01-G(B)-01. Rev I

1.991"

STRESSES BENEATH FOOTING: LAYER AH ZWO& Ova m n 0I, Aaf

ft ft ksf fI kof ksf 1A 4.00 8.00 0.64 2.00 2.00 20.00 0.240 0.96 1.84 2.48 16 4.00 12.00 0.96 6.00 0.67 6.67 0.167 0.67 1.28 2.24 IC 8.00 18.00 1.44 12.00 0.33 3.33 0.099 0.39 0.76 2.20 ID 8.00 26.00 2.08 20.00 0.20 2.00 0.061 0.24 0.47 2.55

Note: a,.=z"," xy, Aa, (q-yW) x L *4x x a +,,• ,, +,& , f fm & n) based on Fig 3.40 Das(1995), where: mubz., b-Bl2 n V lz.4 where .L/2

ELASTIC SETTLEMENTS: LAYER AH ANv ElumN E E E, P.uep - AH x 12 InA xeww

ft kef % E" kaf % Inches 1A 4.00 1.84 0.126 0.39 1460 0.126 0.06 1B 4.00 1.28 0.065 0.53 2006 0.064 0.03 iC 8.00 0.76 0.028 0.71 2690 0.028 0.03 1D 8.00 0.47 0.017 0.79 2968 0.016 0.02

Total * 0.13 Inches Note: ESuW Aav I E Assume: El Emw Based on G/G,,,. from Geomatrx Ca•c 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E z 2 x (1 +p) G

PRIMARY CONSOLIDATIOI LAYER AH 0,,

ft kof IA 4.00 0.64 1B 4.00 0.96 IC 8.00 1.44 10 8.00 2.08

N SETTLEMENTS: ,q A , w AH x 12 In./m x RR x Log (oado

ksf Inches 2.48 0.40 Note: 6.00 ksf Ma) 2.24 0.25 See p 7 2.20 0.25 0.014 s RR, SE 2.55 0.12

Total 1.01 Inches

xlmum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 we p 13 Calc 05996.01-G(B)-03, Rev 1

��*Ua - W 5SU5

p

0

u,

S-4

O

0

> z

0-4

z

ca z rI- 0

10

;0

0 z

f

( (6 t A W LA to to tA ",W N a W N Pj Og pg W 4 W W at -4 0 0 a- .4 to L. " N 0 40 a*4 1 4A ^W N - 0 W M Z; ; - - - 0 0 M 43(PA S, to

a . n.

A"rrI"NJIA U CALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

q = 2.40 ksf Yt = 80.00 pcf GWT > 100 ft below grade B = 8.00 It L = 80 ft (Strip Footing; L>>B) D,= 6.00 ft E. = 3780 ksf- From Table I Calc 05996.01-G(B)-01, Rev I

SECONDARY SETTLEMENTS: LAYER A" awr a

ft

IA IB IC 110

4.00 4.00 8.00 8.00

kef

2.48 2.24 2.20 2.55

A Secondary Settlement = 12 In./ft x C, x Log1o(At In min) daw." C. 4.64 7.02 7.32 - Logja(40 yrs x 525,960 mln/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yn


0.41

0.37 0.37 0.42

0.042 0.037 0.037 0.044

0.09 0.08 0.17 0.19

1918UU 0.54

Note:

0.14 0.13 0.25 0.290.29l 0.31V.51

0.15 0.13 0.26

0.85 Inches

C, - rate of secondary compression & Is f(oaawq) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr u 365.25 days x 24 hr/day x 60 minihr

43,830 main/month - , min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH N zft

ft ft It 1A 4.00 8.00 2.00 16 4.00 12.00 6.00 IC 8.00 18.00 12.00 ID 8.00 26.00 20.00

Inches 0.06 0.03 0.03 0.02

Aprft" Inches

0.40

0.25

0.25 0.12

A Secondary Settlement I month 20 yr 40 yrs Inches Inches Inches

0.09 0.14 0.15 0.08 0.13 0.13 0.17 0.25 0.26 0.19 0.29 0.31

moral - U.1I

Total -

1.01 U.54 0.81 0.85 Inches

1.14 Inches of Immediate settlement 1.68 inches after I month 1.96 Inches after 20 years 1.99 Inches after 40 years

(

Ptotdl

1.991"

p

U

0

0

z

-4

0 z 'in

I,

M ho

M

G)

z

z

0

0

0

0

NaMift an &I"?

at N to d to Ao W o LA W t o A ~ I I N rd r4 N rg to 01~~C "~ to M - ~ S . p A u N - 0 01 to V4jA I ~ U .j 0 P A N - O d 0 a A I


B=

2.20 ksf

10.00 ft 6.00 It

yt=

E=


3780 ksf - From Table I Calc 05996.01-G(B)-01. Rev I

2.00-1

STRESSES BENEATH FOOTING: LAYER AH a o, 0, m n A0. cra

ft ft kIf ft kof kef MA 5.00 8.50 0.68 2.50 2.00 20.00 0.240 0.96 1.65 2.33 1B 5.00 13.50 1.08 7.50 0.67 6.67 0.167 0.67 1.15 2.23 iC 5.00 18.50 1.48 12.50 0.40 4.00 0.115 0.46 0.79 2.27 ID 9.00 25.50 2.04 19.50 0.26 2.56 0.078 0.31 0.53 2.57

Note: o,,a zaf x A Aa. m(q -yj) x !ft m4xL r ,"a,* + Aav " f(m & n) besed on Fig 3.40 in Das(1995), where: m=b/z., b4/2 n m Vz.. where I,,L/2

ELASTIC SETiLEMENTS: LAYER AH Aev ee,,w E E Comm AH x 12 In./ft x

ft ksf % "-E= ksf % Inches 1A 5.00 1.65 0.100 0.43 1637 0.101 0.06 1B 5.00 1.15 0.052 0.58 2197 0.052 0.03 1C 5.00 0.79 0.032 0.69 2613 0.030 0.02 1D 9.00 0.53 0.020 0.76 2877 0.019 0.02

Total u 0.13 Inches Note: e *Aa/IE Assume: E / E. Based on G/G,. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E is directly related to G; I.e., E = 2 x (lI+p) G

PRIMARY CONSOLIDATIOI LAYER AH a,

ft ksf 1A 5.00 0.68 1B 5.00 1.08 IC 5.00 1.48 1D 9.00 2.04

N SETTLEMENTS: Owl •Apw-,,. zAH x 12 ln./ft x RR x Log (aavo) kIf Inches

2.33 0.45 Note: 6.00 kif -Ma 2.23 0.26 See p 7 2.27 0.16 0.014 = RR. Si 2.57 0.15

Total m 1.02 Inches

xmum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 me p 13 Calc 05996.01-G(B)-03, Rev I

rr - wiu�.y I

/

p

0

a'j- 0

oP -z

0

0 G'o m 0

r

r

-0 z

-4 z 9

0

0

f

o r

0 0 m

b, J

0 2

0 Pt 2

-4 m1 W,

0

0

z Ila x1 -4

m

-4 ml

Pt 2 0 T

0

0 0

-4

�0 5. 0

! /

b A A A A o� �' w r� o � W �,j �* * -d * U A U N - 0 * U .�4 0 U U N - 0 'fl U -J A U A U N - 0 W 0 -d O� is A ii N -


q= 8= D, =

2.20 ksf

10.00 It 6.00 ft

SECONDARY SETTLEMENTS: LAYER AH oa w

ft

1A 1B 1C ID

5.00

5.00 5.00 9.00

kof

2.33 2.23 2.27 2.57

Yt=

L= EF-w


3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev I


4.o4w C. 4.64 7.02

mt * 12 In./ft x C. x Logjo(At In min)

7.32 = Log,0(40 yrs x 525,960 min/yr)


(mln) Inches Inches Inches

0.39 0.37 0.38 0.43

0.039

0.037 0.038 0.044

0.11 0.10 0.11 0.22

TOtal m 0.54

Note:

0.16 0.16 0.16 0.34

0.82

0.17 0.18 0.17 0.350.350.865 Inches

C, = rate of secondary compression & Is f(akqp) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min = 1 yr z 365.25 days x 24 hr/day x 60 min/hr

43,830 min/month a 525,960 mil/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH ZWn" Z•

ft ft It 1A 5.00 8.50 2.50 10 5.00 13.50 7.50 iC 5.00 18.50 12.50 ID 9.00 25.50 19.50

AO - -,

Inches 0.06 0.03 0.02 0.02

ioal W U.13

APPM" Inches

0.45 0.26 0.16 0.15

I m Inct

0. 0.1 0.1 0.:

1.02

A Secondary Settlement onth 20 yrs 40 yrs hes Inches Inches I1 0.16 0.17 10 0.16 0.16 I1 0.16 0.17 22 0.34 0.35

0.54 0.82 0.85 inches

1.15 Inches of Immediate settlement 1.69 Inches after I month 1.97 inches after 20 years 2.00 Inches after 40 years

.------.- - miwuf I

P

2.000" ,0

r 0 OP

0

0 Sra 0•

z

C,,J

z

P

0

0

z

0

0

-4

0

z

0

z C x

0)

0 z CA 3:

0 2

.it G)

0 2

Total "

.5 "0

y)

IA W to 0 U o -u N j 0 0 4 6 ' N -


q = 5.75 ksf

B-= Dl=

L= F_1=2.60 It

8.00 It


3780 ksf - From Table 1 Calc 05996.01-G(B)-01. Rev I

Pto.'

2.03 "

STRESSES BENEATH FOOTING: LAYER AH a ,Q,, Z m n I. i A6, o,

ft ft kIf ft kIf kof 1A 1.30 8.65 0.69 0.65 2.00 20.00 0.240 0.96 4.90 5.59 1B 1.30 9.95 0.80 1.95 0.67 6.67 0.167 0.67 3.41 4.21 iC 2.60 11.90 0.95 3.90 0.33 3.33 0.099 0.39 2.02 2.97 10 5.20 15.80 1.26 7.80 0.17 1.67 0.051 0.20 1.03 2.30

Note: o,,* Z xy A a e(q - y".) x Io., "4x In o,a-o,, + Am, I.. a f(m & n) based on Fig 3.40 in Das(1995), where: m-b/ft, b=9/2 n V iz., where MA,./2

ELASTIC SETTLEMENTS: LAYER AH Aa, elftmd E E ea, AP -,, *=" AH x 12 in./ft x ef,,

ft kIf % = kst % inches 1A 1.30 4.90 1.000 0.08 314 1.563 0.24 E/Em a 0.083 for a : 1% 16 1.30 3.41 1.000 0.08 314 1.088 0.17 IC 2.60 2.02 0.155 0.34 1301 0.155 0.05 1D 5.20 1.03 0.046 0.61 2302 0.045 0.03

Total 0.49 Inches Note: cO * Aa, I E Assume: E/ EIF-m Based on G/IG from Geomatrix Calc 05996.01-G(P05)-J, Rev 0, p12/29 of Section 1.3

NOTE: E is directly related to G; i.e.. E a 2 x (l+p) G

PRIMARY CONSOLIDATIO! LAYER AH a,.

ft kif 1A 1.30 0.69 IB 1.30 0.80 IC 2.80 0.95 ID 5.20 1.26

N SETTLEMENTS: Cf.( Ap., - AH x 12 in./ft x RR x Log (ad/o.)

kaf Inches 5.59 0.20 Note: 6.00 ksf -Ma 4.21 0.16 See p 7 2.97 0.22 0.014 - RR, S8 2.30 0.23

Total - 0.80 Inches

KImum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 ee p 13 Calc 05996.01-G(B)-03, Rev I

W,

(4

r-4 0

z m

I,

z

0-4 cul

rn0

0 x

I

b~~~ ~ 7 jW ~ ''U ~ U U U UN N N N N N N N N - - - - -wM - ~* d ( ~U N 0 * ~ ( ~U 0 U -4 L" * .


5.75 ksf

2.60 It 8.00 It

Y't = 80.00 pcf GWT > 100 It below grade L = 26 ft (Strip Footing; L>>B)

3780 ksf - From Table 1 Calc 05996.01 -G(B)-01, Rev 1

Pwo

2.03 "

SECONDARY SETTLEMENTS: LAYER AH oaf

ft

IA 1B IC ID

1.30 1.30 2.60 5.20

kef

5.59 4.21 2.97 2.30

A Secondary Settlement = 12 In./f x C. x Log1 0(At In min)

,da~w C. 4.64 7.02 7.32 = Log10(40 ym x 525,960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yn


0.93 0.70 0.49 0.38

0.283

0.103 0.054 0.038

Totl

0.20 0.07 0.08 0.11

0.47

0.31 0.11 0.12 0.17

0.71

0.32 0.12 0.12 0.17

0.74 Inches

C, = rate of secondary compression & Is f(oadcE,) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min a 1 yr = 365.25 days x 24 hr/day x 60 min/hr

43,830 mra/month = 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH 2,.js Z4

ft ft ft 1A 1.30 8.65 0.65 1B 1.30 9.95 1.95 1C 2.60 11.90 3.90 ID 5.20 15.80 7.80

Inches 0.24

0.17 0.05 0.03

Ap , Inches

0.20 0.16 0.22 0.23

I m

IncI 0.: 0.l 0.l 0.

A Secondary Settlement onth 20 ym 40 yrs has Indhes Inches 20 0.31 0.32 07 0.11 0.12 08 0.12 0.12 11 0.17 0.17

Total " 0.'

Total w

19 0.80 0.47 0.71 0.74 inches


Dj=

9.

Note:

0

1r 0 C:

0 z cn 3:

(n

-4

z

z

0 2 x

-4

0 2

Ikin.* anm SVe7lT

t

E_.

m~ L. a & r4 ! 0 e0 a NNNr -4 01 L. , W " - 0 0 a -4 0 Vj ,W N - 0 0f a 4 - 0 Wf


q 3.60 ksf

8.00 ft **** l

L= 1=

80.00 50

pcf GWT > 100 It below grade ft (Strip Footing; L>>B)

Pt."

2.00"

Urn o.uu R _ = J100 ks - From Table 1 Calc 05996.01-G(B)-01, Rev I

STRESSES BENEATH FOOTING: LAYER AH z. a" za, m n 1.Iw Aa. U

Rt ft kIf ft kef kef 1A 2.50 9.25 0.74 1.25 2.00 20.00 0.240 0.96 2.84 3.58 1B 2.50 11.75 0.94 3.75 0.67 6.67 0.167 0.67 1.98 2.92 1C 5.00 15.50 1.24 7.50 0.33 3.33 0.099 0.39 1.17 2.41 10 10.00 23.00 1.84 15.00 0.17 1.67 0.051 0.20 0.60 2.44

Note: o,. 0 "Zr Xy, Ao, a (q- yjW) x I.,.. I,,w z4x4x 0., Lof + A0, Io,, "f(m & n) based on Fig 3.40 In D0s(1995), where: m=b/z%, bB/2 n - UIz., where I-I/2

ELASTIC SETILEMENTS: LAYER AH Aav e E E E* o,- All x 12 In./ft x esw

ft ksf kf% Inches 1A 2.50 2.84 0.470 0.16 604 0.471 0.14 16 2.50 1.98 0.145 0.36 1352 0.146 0.04 1C 5.00 1.17 0.055 0.57 2149 0.054 0.03 10 10.00 0.60 0.020 0.76 2877 0.021 0.02

Total a 0.24 Inches Note: s,, • *AaIE Assume: E I Emu Basd on G/G, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E a 2 x (l+p) GPRIMARY CONSOLIDATION SETTLEME LAYER AH C,. o

ft kof ksf 1A 2.50 0.74 3.58 16 2.50 0.94 2.92 1C 5.00 1.24 2.41 10 10.00 1.64 2.44

Total.

Ap,,:., 1 AH x

Inches

0.29

0.21

0.24 0.21

0.94 Inches

12 In./ft x RR x Log (a,/oj)

6.00 ksf =Maximum past pressure from consolidation tests See p 7 Calc 05996.01-G(8)-01, Rev 1

0.014 a RR, See p 13 Calc 05986.01-G(B)-03. Rev 1

a -4 O* *. & to -

a

0

r0 C

0 z

U,

-- l

U,

0 z r'

en

rq z

-4

T z a, z

z 0

0 M

0

0 z

!

Note:

0 * * - ~ -. 1 go 0 W0 W a 0 4S u b N - W 4 0#S A & to Nw


Y, = L= . -=



SECONDARY SETTLEMENTS:LAYERr AH OSggg

A Secondary Settlemes

C. 4.64 7.02

nt a 12 in./ft x C. x Log,0(At In min)

7.32 • Logo(40 yrs x 525,960 min/yr)



0.074

0.053 0.040 0.041

0.10 0.07 0.11 0.23

Total a 0.52

0.16 0.11 0.17 0.350.78

0.16

0.12 0.18 0.360.82 Inches

C, a rate of secondary compression & Is f(oa,,p) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0

525,960 min a 1 yr , 385.25 days x 24 hr/day x 60 min/hr 43,830 min/month - 5 mln/yr

12 monthslyr

SUMMARY OF LAYER AH

ft 1A 2.50 1B 2.50 lC 5.00 1D 10.00

SETTLEMENTS:

Ift 9.25 11.75 15.50 23.00

Zft ft

1.25 3.75 7.50 15.00

Ap-----,

Inches 0.14

0.04

0.03 0.02

Total - 0.:

Total ,

Ap 1fmy Inches

0.29 0.21 0.24 0.21

24

A Secondary Settlement I month 20 yrs 40 ym

Inches Inches Inches 0.10 0.16 0.16 0.07 0.11 0.12 0.11 0.17 0.18 0.23 0.35 0.36

U.94 U.7U 0.82 inches

1.18 Inches of Immediate settlement 1.70 inches after 1 month 1.97 Inches after 20 years 2.00 Inches after 40 years

B= D, =

3.60 ksf 5.00 It 8.00 It

ft

p

PbeaI

2.00"

tA IB 1C ID

kaf

3.56

2.92 2.41 2.44

2.50 2.50 5.00 10.00

0.60 0.49 0.40 0.41

Note:

0

r

0 z

-11

0 z

I'1 z

4')

.-4

2

z 0

0

0 0

-- J | | II!111Kim=

t

LAYER AH

U.02

t- * r4 N 04 0 0 C -4 W W


q= B= DIZ

3.10 ksf 6.00 ft 8.00 It

L=

F. =-


3780 ksf- From Table I Calc 05996.01-G(B)-Ol. Rev 1

P...'

1.97"

STRESSES BENEATH FOOTING: LAYER AH N a" z• m n 1. AN af

ft ft Iof ft kIf kof IA 3.00 9.50 0.76 1.50 2.00 20.00 0.240 0.96 2.36 3.12 1B 3.00 12.50 1.00 4.50 0.67 6.67 0.167 0.67 1.64 2.64 1C 6.00 17.00 1.36 9.00 0.33 3.33 0.099 0.39 0.97 2.33 ID 10.00 25.00 2.00 17.00 0.18 1.76 0.054 0.21 0.53 2.53

Note: oa" =zrfxy, Aa, u(q-y ,D)x Inw " =4x !m,, a o + AV Imm- f(m & n) based on Fig 3.40 in Das(1995), where: m-blz b•B/2 n a Vzk, where I1L/2

ELASTIC SETTLEMENTS: LAYER AH AaV t E E o,,, • AH x 12 In./t xs..

ft kaf % E. ksf % Inches 1A 3.00 2.36 0.270 0.23 876 0.269 0.10 IB 3.00 1.64 0.100 0.43 1637 0.100 0.04 1C 6.00 0.97 0.040 0.64 2421 0.040 0.03 ID 10.00 0.53 0.018 0.78 2936 0.018 0.02

Total u 0.18 Inches Note: * , I E Assume: E / E-m Based on G/G, from Geomnatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E - 2 x (I+p) G

PRIMARY CONSOLIDATION SETTLEMENTS:

ft 3.00 3.00 6.00 10.00

kaf 0.76 1.00 1.36 2.00

a,•f A y a AH x 12 In./ft x RR x Log (ad/aj

kof Inches 3.12 0.31 Note: 6.00 ksf •Mw 2.64 0.21 See p 7 2.33 0.24 0.014 a RR. Si 2.53 0.17

Total * 0.93 Inches

lmum past pressure from consolidation tests Ca1c 05996.01-G(B)-01, Rev I We p 13 Calc 05996.01-G(B)-03. Rev 1

o

0f

0o .00

@

0

CP , r",

-o

z 0 0

0

0 .-0

z

z

-4

(n

0

0 0 0

LAYER AH a-

0

170

0 z

M/

u)

0 z

fn W to -4 Ml

xn M 0 a

0

0 0

-4 0 z

IA 18 1C 10

0

,-4

o

0 z

0

0

3,

z

-4

0n x

G) rn

10 iLA

/

0 : S, . N ! 0 'A a8 ... U0 *. ^. -a - 0 to M pLj a


3.10 ksf 6.00 It 8.00 It

=: 80.00 pcf GWT > 100 It below grade L = 60 It (Strip Footing; L>>B)

3780 ksf - From Table I Calc 05996.01-G(B)-ol, Rev 1

1.97 "

0r%,,WrVI.p'I IF cc I I LIMIN I u:

LAYER AH

ft

1A 19

1C 1D

3.00 3.00 8.00 10.00

sv ckm

hof

3.12 2.64 2.33 2.53


C. 4.64 7.02

nt = 12 in./ft x C. x Log10(At In min) 7.32 - Logto(40 yrs x 525,960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yr. In 40 Yrs


0.52 0.44 0.39 0.42

0.059 0.046 0.039 0.043

0.10

0.06 0.13 0.24

Total u 0.55

0.15

0.12 0.20 0.350.83

0.16 0.12 0.20 0.380.380.86 Inches

C, - rate of secondary compression & Is f(oa,4/,p) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 rin a 1 yr a 365.25 days x 24 hrlday x 60 min/hr

43,830 mnn/month a 525,96 mmn/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH l.g '

ft ft ft 1A 3.00 9.50 1.50 16 3.00 12.50 4.50 1C 6.00 17.00 9.00 ID 10.00 25.00 17.00

Ap -

Inches 0.10 0.04 0.03 0.02

Total = 0.'

Total ,

Apwb~ Inches

0.31 0.21 0.24 0.17

18

A Secondary Settlement I month 20 ym 40 yr


0.93 0.86 Inches


.4. - W41

B,= Dr=

Note:

0 Cr

0

C4,

-4

Un -4 0 z

rll

m r,

z

T

z

"M Un :0

z 0 x

0

0 2

0.55 0.83

Anmdfurmý MW7

>

F_,

4b & & ^ a, & to w to to ca w to to $A t N toN No N, r4 -N ------ -- z- - -at NP: ' - 0 40 a -'a A cp ^ to t 0 '0 ft - " a, top A o 0 t -4 (f L~. 4, . to - 0 IP co ýd 0' to A U


8= Df =

2.90 ksf

7.00 It 8.00 ft

YL L=

Eý.

80.00 pcf GWT > 100 ft below grade 70 It (Strip Footing; L>>B)

3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev I

PA

1.971"

STRESSES BENEATH FOOTING: LAYER AH N an T m n 1. ImW AOv Gf

ft ft kef tt kaf kef 1A 3.50 9.75 0.78 1.75 2.00 20.00 0.240 0.96 2.17 2.95 18 3.50 13.25 1.06 5.25 0.67 6.67 0.167 0.67 1.51 2.57 1C 7.00 18.50 1.48 10.50 0.33 3.33 0.099 0.39 0.89 2.37 ID 8.00 26.00 2.08 18.00 0.19 1.94 0.059 0.24 0.54 2.62

Note: a,, a zo,,, X A Aa, a(q-T- ) x,, lx,.j. "4x L ,o, + ACV a f(m & n) based on Fig 3.40 In Des(1995), where: m=b/z%, b=B2 n a Iliz, where 1-I/2

ELASTIC SETTLEMENTS: LAYER AH AaV g E E Ap AH x 12 InJft x c,,,

ft ksf % Em ksf % inches 1A 3.50 2.17 0.190 0.30 1145 0.189 0.08 1B 3.50 1.51 0.085 0.47 1776 0.085 0.04 IC 7.00 0.89 0.035 0.67 2536 0.035 0.03 ID 8.00 0.54 0.018 0.78 2936 0.018 0.02

Total - 0.16 Inches Note: g. *so, I E

Assume: E I Ewa Based on G/G,. from Geomaetix Calc 05996.01-G(P05)-1, Rev 0. p12/29 of Section 1.3 NOTE: E Is directly related to G; I.e., E a 2 x (I+p) G

PRIMARY CONSOLIDATION SETTLEME LAYER AH am o,

ft 3.50 3.50 7.00 8.00

ksf 0.78 1.08 1.48 2.08

Apwm,. =,&H x 12 in.t x RR x Log (oaj)

kaf Inches 2.95 0.34 Note: 2.57 0.23 2.37 0.24 2.62 0.13

Total u 0.94 Inches

6.00 ksf -Maximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-Ol, Rev 1

0.014 , RR. See p 13 Calc 05996.01-G(B)-03, Rev 1

I.

oc-i

.0o -ol

o9p -. 2 O0

D

Z,

LA

00

"V)3

on

-. 0 -0

0

0

2 cn

0

0 z

3) -4

0

0 Pt 2 -4

11

0V

0

I

0

Cl

-4

-n

0

2

en -4 Pt

z T 2 r"i

0 0

0

0 3)

IA 1B 11C 10

-o G) M

VT)

SbJU U U U, 1 N N , N C. . . . . . . 4A 40 to V n S - 0 P* M N4*~ O U -N F0 0 40 am -4 0 4A a W F4


B= D,=

2.90 ksf 7.00 ft 8.00 ft

SECONDARY SETTLEMENTS: LAYER AH o, a 0

It

IA IB

IC ID

3.50 3.50 7.00 8.00

kaf

2.95 2.57 2.37 2.62

EF_

"80.00 pcf GWT > 100 ft below grade L = 70 ft (Strip Footing; L>>B)

., = 3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev 1

P19"

1.97",

A Secondary Settlement a 12 inf x C. x Log1 0(At In min) C. 4.64 7.02 7.32 a Log+0(40 yrs x 525,960 min/yr)



0.054 0.044 0.040 0.045

0.10 0.09 0.16 0.20

Total 0.55

Note:

0.16 0.13 0.24 0.310.83

0.17 0.14 0.25 0.320.320.87 Inches

C, rate of secondary compression & Is f(o/a,,n) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min = 1 yr - 365.25 days x 24 hr/day x 60 mln/hr

43,830 min/month = 525,960 min/yr 12 months/yr

SUMMARY OF LAYER AH

ft IA 3.50 lB 3.50 IC 7.00 ID 8.00

SETTLEMENTS:

ft 9.75 13.25 18.50 26.00

It 1.75 5.25 10.50 18.00

A Secondary Settlement I month 20 yr 40 yrs

Inches 0.08 0.04 0.03 0.02

Total m 0.1I

Inches 0.34 0.23 0.24 0.13

Inches 0.10 0.09 0.16 0.20

Inches 0.16 0.13 0.24 0.31

0.94

Inches 0.17 0.14 0.25 0.320.87 inches

0 U/O,

0 '"Z

'v'Z

00

"-U

0

r

-0 I -4

z

z o 2

J 0

"-4 z

0 0 -4 ()>

(/)

0 0 ml

0

-4 z

2

z

j

0

m

2

C)

3C

0

0 C:

0 2

Ml I


.win.a . S WU I

W -4

0 Z

'A

--4

z

z G) 0

:0

-4 0 2

Total =

••~~~- - m I~a4dlm1

"G) C)

rr'

0.83

(

WVW

0.55

(

- N N N N N L N m A ~ N 0 .n S .1 . I A w - o - *M N - e -- -- --- . . . . . N


2.80 ksf

8.00 ft S flA S

L = 80.00 pcf GWT > 100 ft below grade 80 ft (Strip Footing; L>>B)

2.01 "

S V.V It qm = 15U KS - From Table I Calc 05996.01-G(B)-01, Rev 1 STRESSES BENEATH FOOTING: LAYER AH o, a" z• m n l,,.. I. AV, ar

ft ft sf ft kof kof 1A 4.00 10.00 0.80 2.00 2.00 20.00 0.240 0.96 2.07 2.87 1 4.00 14.00 1.12 6.00 0.67 6.67 0.167 0.67 1.44 2.56 1C 6.00 19.00 1.52 11.00 0.36 3.64 0.106 0.43 0.92 2.44 1D 8.00 26.00 2.08 18.00 0.22 2.22 0.068 0.27 0.59 2.67

Note: am - .Z,,f x yt 1 a, a"(q -yDj*x u4 x6 l a 4 + m,,- a, " a f(m & n) based on Fig 3.40 In Ds(1995), where: mzbkz%, b-B/2 n - llz., where II/2

ELASTIC SETTLEMENTS: LAYER AH Aa,, s... E E "Ap. aAH x 12 InJ x e,

ft kof % E. ksf % Inches 1A 4.00 2.07 0.165 0.33 1253 0.165 0.08 1B 4.00 1.44 0.080 0.48 1828 0.079 0.04 IC 6.00 0.92 0.037 0.M6 2488 0.037 0.03 1D 8.00 0.59 0.020 0.76 2877 0.020 0.02

Total u 0.16 Inches Note: Aov, I E Assume: E I Epw Based on G/G. from Geomatx Calc 05996.01-G(P05)-1, Rev 0, p12129 of Section 1.3

NOTE: E is directly related to G; I.e.. E - 2 x (l+p) G

PRIMARY CONSOLIDATIO LAYER AH a"

ft ksf 1A 4.00 0.80 IB 4.00 1.12 1C 6.00 1.52 1D 8.00 2.08

N SETTLEMENTS: a,, Apt,, a AH x 12 in./ft x RR x Log (a/oV,)

kof Inches 2.87 0.37 Note: 6.00 ksf -,Mw 2.56 0.24 See p 7 2.44 0.21 0.014 - RR, SG 2.67 0.14

Total - 0.97 Inchee

ximum past pressure from consolidation tests Calc 05696.01-G(B)-01. Rev 1 we p 13 Ca1c 05996.01-G(B)-03, Rev I

- - �

P.

0 C

0 z (n x

-4

In

0

z

I'1 m

I0 GI

w

O

-I

z

04

0n

in z

B=

( (

b ~ P 0 CD to %) 0 to 0 ~ ~ % * p a ~ a, p p ~ - 0 ' 0 - , a A~, g - f U - , a A Pi N - 0 ~ ' P &ON -

a � � -

#krr:,NUIA U CALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

B= D,

2.80 ksf 8.00 It 8.00 ft

TYI = 71= L=

FE.=

SEOUNDARY SETTLEMENTS:LAYER AH

ft

4.00

4.00 6.00 8.00

al y oQW0.W

kef

2.87 2.56 2.44 2.67

80.00 pcf GWT > 100 ft below grade 80 It (Strip Footing; L>>B)



C. 4.64 7.02

2.01 "

nt = 12 in./f x Ca x Loglo(At In min)

7.32 = Log10(40 yrs x 525,960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Tlmo In i month In 20 Yrs In 40 YW


0.48

0.43 0.41 0.44

0.052 0.044 0.041 0.047

0.12 0.10 0.14 0.21

TOt Im 0.56

0.17 0.15 0.21 0.310.84

0.18 0.15 0.22 0.330.330.88 Inches

C,, rate of secondary compression & Is f(o,,.•)- From FIgure 2 In Calc 05996.01-0(B)-OS, Rev 0 525,960 mIn u 1 yr = 365.25 days x 24 hr/day x 60 min/hr

43,830 min/month • 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH a %

ft ft ft 1A 4.00 10.00 2.00 1B 4.00 14.00 6.00 iC 6.00 19.00 11.00 ID 8.00 26.00 18.00

Ap.

Inches 0.08 0.04 0.03 0.02

I ONu = U.10

APprljmj Inches

0.37 0.24 0.21 0.14

A Secondary Settlement I month 20 yrs 40 yrsInches

0.12 0.10 0.14

0.21

Inches 0.17 0.15 0.21 0.31

0.31 0.33U.84

Inches 0.18 0.15 0.22

0.88 inches


-. - .--. I________

1A 1B IC ID

Note:

0

d o 00c,

.op -z

P

0

Ct)

<)

;0 0

i -0

0 Z

Z

0

I.I

o

J

z

0

0

M--4

i-4 on

0

0

z

--4

0

J

0 z z C

Xy

0

0 C r

0 z

-1 T1 -4

(n

0 z

m

G')

z o

:0

--4

0

0 z

Total a-U

0 fyi

8•

U.V! U.Wl

.& 0 b t ^ to W W W - - - -N -N - -N M t a- 4A t 0 0 - p 0 . 0 % 04 . .(. A h N 0 0 9 -4 0 L a W N - 0 --

APPENDIX D CALCULATION OF SETTLEMENTS BENEATH CENTER OF SQUARE FOOTING

80.00 pcf GWT > 100 ft below grade 5.10 It (Square)

3780 ksf - From Table 1 Calc 05996.01-G(B-.01. Rev 1

1.491"

STRESSES BENEATH FOOTING: LAYER AH a ,a z. m n I. An, 0'r

ft ft kaf It ksf kof 1A 2.55 3.78 0.30 1.28 2.00 2.00 0.232 0.93 2.32 2.63 16 2.55 6.33 0.51 3.83 0.67 0.67 0.121 0.48 1.21 1.72 IC 5.10 10.15 0.81 7.65 0.33 0.33 0.045 0.18 0.45 1.26 ID 10.20 17.80 1.42 15.30 0.17 0.17 0.013 0.05 0.13 1.55

Note: an, = UZX x y Aa, a (q- y.) x Io0,,w a4 x "+,, a,• ( v + Ao I * • f(m & n) based on Fig 3.40 In Das(1995), where: m-b/z,, 1 =13/2 n = I/za , where I=LJ2

ELASTIC SETTLEMENTS: LAYER AN Aa,, es,,d E E em Apw a, AH x 12 In./ft x gw

ft ksf % E. ksf % Inches 1A 2.55 2.32 0.240 0.26 967 0.241 0.07 16 2.55 1.21 0.057 0.56 2118 0.057 0.02 iC 5.10 0.45 0.015 0.80 3037 0.015 0.01 ID 10.20 0.13 0.004 0.93 3518 0.004 0.00

Total - 0.10 Inches Note: sm Aa¶, I E Assume: E I Em Based on G/G,,. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E is directly related to G; I.e., E u 2 x (l+p) G

PRIMARY CONSOLIDATION SETTLEMENTS:a," a,,,,y = AH x 12 lIn./ft x RR x Log (add,,) ksf klf Inches

0.30 2.63 0.40 Note: 8.00 kif -Ma 0.51 1.72 0.23 See p 7 0.81 1.26 0.16 0.014 a RR, Si 1.42 1.55 0.06

Total * 0.86 Inches

klmum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 ee p 13 Calc 05996.01-G(B)-03, Rev I

q= B= D,

2.70 ksf

5.10 ft 2.50 ft

yt = L= E.w-

-4 f tA & to " -

0 /ii 0

z 0

0

0 tr

0

z

J

Z?

0

Its, 0 2 2 C

Kn x

LATr-K AN

0 I

0 C4

3: M

-1

0

'O r"-% z

"0

0

r

00

z z

On

0

r-I

-4 0

z 0

0 -M

(A -.4 0 z

p P1

is

--4

0 2

z z 0

0

0

-4

1A 16 Ic ID

ft 2.55 2.55 5.10 10.20

G)

"4 (It LI • LO M --

/t ,

0 a~ to P4WN ~ Io~u i N - 0 , * - .~


B= Df =

2.70 ksf

5.10 ft 2.50 ft

SECONDARY SETTLEMENTS: LAYER AH orf a

L =

Ef-m

80.00 pcf GWT > 100 ft below grade 5.10 ft (Square)

3780 ksf- From Table I Calc 05996.01-G(B)-01, Rev 1


C. 4.64 7.02

nt = 12 In./fM x C. x Logjo(At In min) 7.32 Logo(40 yrs x 525,960 min/yr)

ft

2.55 2.55 5.10 10.20

kof

2.63 1.72 1.26 1.55

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yra


0.040 0.029 0.025 0.028

0.06 0.04 0.07 0.16

lotal 0.34

0.10 0.06 0.11 0.240.24 0.250.51

0.10 0.07 0.11 0.25

0.53 Inches

C. , rate of secondary compression & Is f(ad/ap - From Figure 2 In Calc 05996.01-0(B)-05, Rev 0 525,960 min - 1 yr , 365.25 days x 24 hr/day x 60 min/hr

43.830 rnir/month 525, mln/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH N zft

ft ft ft 1A 2.55 3.78 1.28 1B 2.55 6.33 3.83 1C 5.10 10.15 7.65 ID 10.20 17.80 15.30

Inches 0.07 0.02 0.01 0.00

Appt, Inches

0.40 0.23 0.16 0.06

A Secondary Settlement I month 20 ym 40 yrs Inches Incbes Inches

0.06 0.10 0.10 0.04 0.06 0.07 0.07 0.11 0.11 0.16 0.24 0.25

- A AA - -- - - - - -- - -"Fl-M 0.10 U.8U U.34 U.51 0.53 inches


S.

1.49"

1A 1B 1C ID

0 U'

.00

z o

Note:

0 C r

0 z

z

-4

z rC

0 -4 M

LA 0

e1~% 2 Ooi

0 C

"On

(-4

0 z z

0

0

0 2 I

0 0 ci

0

C=

0 Z

-4

(n

-4 0 z

M pW

-4 "I

3z

'i

z M

0 0

0 x

Total

I

! !

at R CA j ~ & W "i - Iia W W Wi W Wi W W4 N "g : N N N N -g 0O - 6 tD & Wi N - 0~ 0 .a -4 4Al : - o w O WS L4 C' I W - - 0 Z


B6= D,=

2.20 ksf 6.00 It 2.50 It

"Y, = L=

E.=

80.00 pcf GWT > 100 ft below grade 6.00 ft (Square) 3780 ksf - From Table I Calc 05996.01-G(BI-01. Rev I

P1o.al

1.52 "

STRESSES BENEATH FOOTING: LAYER AH ZWO& an m n In IE.,,6 A0.,

ft ft ktf ft kof kaf 1A 3.00 4.00 0.32 1.50 2.00 2.00 0.232 0.93 1.86 2.18 1B 3.00 7.00 0.56 4.50 0.67 0.67 0.121 0.48 0.97 1.53 1C 6.00 11.50 0.92 9.00 0.33 0.33 0.045 0.18 0.36 1.28 10 12.00 20.50 1.64 18.00 0.17 0.17 0.013 0.05 0.10 1.74

Note: a,.'= Zuef Xy, Aa, a(q'-•p) x 1D,J xI. "4 x ",, aw o + -aV z f(m & n) based on Fig 3.40 In 01s(1995), where: m=b/z%, bzB/2 n NI/z, where I-L/2

ELASTIC SETTLEMENTS: LAYER AH AN Cv E E •e Apng = AH x 12 InJt x e

ft kof % E,. ksf % Inchee 1A 3.00 1.86 0.130 0.38 1436 0.130 0.05 1B 3.00 0.97 0.040 0.64 2421 0.040 0.01 1C 6.00 0.36 0.010 0.86 3262 0.011 0.01 1D 12.00 0.10 0.003 0.95 3590 0.003 0.00

Total 0 0.07 Inches Note: , Aa, / E Assume: E I E,. Based on G/G,. from Geomatix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E z 2 x (I+p) G

PRIMARY CONSOLIDATIO LAYER AH a",

ft kef 1A 3.00 0.32 1B 3.00 0.56 1C 6.00 0.92 1D 12.00 1.64

N SETTLEMENTS: o Ap = AH x 12 ln./tft x RR x Log (aWd/,) kof Inches

2.18 0.42 Note: 6.00 ktf zMf 1.53 0.22 See p 7 1.28 0.14 0.014 a RR, Si 1.74 0.05

Total u 0.84 Inches

mrnum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 ee p 13 Calc 05996.01-G(B)-03, Rev 1

ImaW ...- W sWIen17

0 C

0 z

(n

0

z "M M

-4

I'1

0

z

o1

o1

to M --4 0- & N -

/ tt

..J I• *, JL m• .. --

A 4A A, La Ai LA

A s u s u s u u s u s p p g p g p g p * s & a, N ~ 0 4 0 s A u g - 0~ 4 ~ u s p 0 0 ' -44.0 s p 0 to CD q0' us A us pg -


B= Df =

2.20 ksf 6.00 It 2.50 ft

SECONDARY SETTLEMENTS: LAYER AN ao, o

"t = 80.00 pcf GWT > 100 ft below grade L = 6.00 It (Square)

rM, = 3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev 1


doapp C. 4.64 7.02

nt = 12 In.fit x C, x Logio(At In min)

7.32 = Log10(40 yrs x 525,960 mln/yr)

Ift

3.00 3.00 6.00 12.00

kof

2.18

1.53 1.28 1.74

%JLog Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yrs


0.36 0.25 0.21 0.29

0.036 0.028 0.026 0.030

0.06 0.05 0.09 0.20

Total U 0.39

0.09 0.07 0.13 0.300.30 0.310.59

0.10 0.07 0.14 0.31

0.62 Inches

C. w rate of secondary compression & Is f(od/ao - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr , 365.25 days x 24 hr/day x 60 mmn/hr 43,830 mintmonth - 525,960 rmmdyr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AN Z ggm Z%

It ft It 1A 3.00 4.00 1.50 16 3.00 7.00 4.50 1C 6.00 11.50 9.00 10 12.00 20.50 18.00

Inches 0.05 0.01 0.01 0.00

TIota UU.0

Inches 0.42 0.22 0.14 0.05

U.84

A Secondary Settlement I month 20 yrs 40 yrs Inches Indhes Inches

0.06 0.09 0.10 0.05 0.07 0.07 0.09 0.13 0.14 0.20 0.30 0.31

0.62 inches


(

Ptota

1.52"

1A lB 1C ID

0

-o 10 rj

0

z oU

Note:

0

Cr

-4 0

0

z z C) Z4 0 zn

0

F0 C > -1 0 Z CD 3: M1 M1

(A

0 z

rI

cn -4

z z

M1

fyi

0

x

0

-4 0 z

~14" • 0

z

q)

r 00

C,

-0c

z

•I

0 0

z

0 r

-4

('A

0 0 rr

Total aG)

,5* VIVO?___

0.39 0.59

0 CA a- W p

t /

!

& & 40 J. W W I:W i W W W W " N N N N M N ~N - - - - -in L 8,0 0 a -4 0 ^* W WN - 0 0 a -4 a, LP " . .. 0 Z4 "- No~ to -0 N- - - 0 * U

APPENDIX D CALCULATION OF SETTLEMENTS BENEATH CENTER OF SQUARE FOOTING plo

D=

1.50 ksf 8.00 It 2.50 ft E=


3780 ksf - From Table I Calc 05996.01-G(B)-Ol. Rev 1

1.53 "

STRESSES BENEATH FOOTING: *? LAYER AN m n I., IM n Aa@ a,

ft ft kaf ft kof ksf 1A 4.00 4.50 0.36 2.00 2.00 2.00 0.232 0.93 1.21 1.57 1B 4.00 8.50 0.68 6.00 0.67 0.67 0.121 0.48 0.63 1.31 1C 8.00 14.50 1.16 12.00 0.33 0.33 0.045 0.18 0.23 1.39 ID 11.50 24.25 1.94 21.75 0.18 0.18 0.015 0.06 0.06 2.02

Note: oan zw,. xy, AoV a (q4-yD)j x I, 1=4x laI o +Aov "l f(m & n) based on Fig 3.40 In Das(1995), where: m=b/zW, &W32 n a l/zk, where I-L/2

ELASTIC SETTLEMENTS: LAYER AN AaV saeura E E ea Apb , = Af- x 12 In./ft x e.,k

ft kof % E,, ksf % Inches IA 4.00 1.21 0.057 0.56 2118 0.057 0.03 16 4.00 0.63 0.022 0.75 2824 0.022 0.01 iC 8.00 0.23 0.007 0.89 3362 0.007 0.01 ID 11.50 0.08 0.002 0.96 3641 0.002 0.00

Total w 0.05 Inches Note: s, * Ao, I E Assume: E I Em Based on G/G. from Geomatrix Calc 05996.01 -G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E i directly related to G; I.e., E z 2 x (1+p) G

PRIMARY CONSOLIDATION SETTLEMENTS:LAYER AH Nv

1A 16 1C I1D

ft 4.00 4.00 8.00 11.50

kof 0.36 0.68 1.16 1.94

ow Apm,. z AH x

kof Inches 1.57 0.43 1.31 0.19 1.39 0.11 2.02 0.03

Total * 0.76 Inches

12 in./ft x RR x Log (adoj)

6.00 kef wMaximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-01, Rev I

0.014 - RR. See p 13 Ca1c 05996.01-G(B)-03, Rev 1

W

U, -4 0 z

0 >

0-4

Pin

-,ii

0

z 0z

2

-4 M tx a, LO

/ Ci

-4 B'I In •, Id

Note:

Ot U• D -- e L ~4 0 -- a- 0 z(t UP • t ) -


B= D,=

1.60 ksf 8.00 It 2.50 ft

LAYER ANH o,, a

• = so80.00 pcd

L1= .=

GWI > 100 ft below grade8.00 It (Square)

3780 k- ,- From Tabl.-,,e I -a 05996. l b 4 ev

PWoW

1.53"

A Secondary Settlement u 12 In./ft x C. x LOglo(At in min) cc 4.64 7.02 7.32 * Loga(40 yrs x 525,960 min/yr)

kIf

1.57 1.31 1.39 2.02

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yr.


0.028 0.026 0.027 0.034

0.06 0.06 0.12 0.22

0.2 0.33 0.34IOtIa 0.45

0.09

0.09 0.18

0.69

0.10

0.09 0.19

0.72 Inches

C. rate of secondary compression & Is f(ot/a,6,p - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,980 mrin 1 yr * 365.25 days x 24 hr/day x 60 mmn/hr

43.830 rmin/month 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH zrab

ft ft ft 1A 4.00 4.50 2.00 19 4.00 8.50 6.00 1C 8.00 14.50 12.00 ID 11.50 24.25 21.75

Inches 0.03 0.01 0.01 0.00

Total-- 0.(

Total ,

Apwb, Inches

0.43 0.19 0.11 0.03U.76

A Secondary Settlement I month 20 yre 40 yr Inches Indhes Inches

0.06 0.09 0.10 0.06 0.09 0.09 0.12 0.18 0.19 0.22 0.33 0.34

U.45 U.69 U.72 inches

0.81 Inches of Immediate settlement 1.26 Inches after 1 month 1.50 inches after 20 years 1.53 Inches after 40 years

ft

is

1A 19

1C 1O

01 -o A

4.00

4.00 8.00 11.50

0 ]0

Z 0

Note:

0

0

z :2

z :j

0 9IC

C-W M,

0

0 C:

CZ cn

Ill -4

0

rNz

0 C

'0

"-4 0

0

0

-4 0 z

0 -0

0 m

Cz -4 0 2

f"i

M

r)

"-4

z

G)

z C) M

0

10

0 2t.

"0 C)

05-

C /

,WVW

4h 10 #A to to to L L a t N NN N P toN N N LaD W d S U w N - 0 s - 5 ( 0 ; U -4 4" b W N - 0 to C

APPENDIX D CALCULATION OF SETTLEMENTS BENEATH CENTER OF SQUARE FOOTING Plo

q = 1.20 ksf

D=10.00 ft 2.50 It

TI =

L= E.=

80.00 pcf GWT > 100 ft below grade

10.00 It (Square) 3780 ksf - From Table 1 Calc 05996.01-G(R1-01 Rp~v 1

1.48 "

STRESSES BENEATH FOOTING: LAYER AH grat a",. Z m n I,• Im.,m (y7,

ft ft kof ft kof kuf IA 5.00 5.00 0.40 2.50 2.00 2.00 0.232 0.93 0.93 1.33 1B 5.00 10.00 0.80 7.50 0.67 0.67 0.121 0.48 0.48 1.28 1C 7.50 16.25 1.30 13.75 0.36 0.36 0.052 0.21 0.21 1.51 ID 10.00 25.00 2.00 22.50 0.22 0.22 0.022 0.09 0.09 2.09

Note: o,.* a Zxf 1, Ao, - (q - Lru) x Iw 4xI, a,- a, + 6A, Iumw f(m & n) based on Fig 3.40 In Des(1995). whom: mrbtz. b•B/2 n UIfz, where IL/2

ELASTIC SETTLEMENTS: LAYER AH Ao, 8WMW E E * Ao.•k N AH x 12 In./ft x sm

Rt of % E. ksf % Inches 1A 5.00 0.93 0.043 0.62 2360 0.039 0.02 1B 5.00 0.48 0.016 0.79 3001 0.016 0.01 1C 7.50 0.21 0.007 0.89 3362 0.006 0.01 ID 10.00 0.09 0.003 0.95 3590 0.002 0.00

Total • 0.04 Inches Note: . * Aa, I E Assume: E E.,,, Based on G/G.. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3


PRIMARY CONSOLIDATION SETTLEME LAYER AH aO a,•

Rt kof kof 1A 5.00 0.40 1.33 1B 5.00 0.80 1.28 1C 7.50 1.30 1.51 ID 10.00 2.00 2.09

Total.

Apo1" a AH x 12 ln./ft x RR

Inches

0.44 Note: 0.17

0.08 0.03

0.72 Inches

x Log (aW,.J

6.00 ksf -Maximum past pressure from consolidation tests See p 7 Celc 0595.01-G(B)-01, Rev 1

0.014 a RR. See p 13 Calc 05996.01-G(B)-03, Rev 1

E-w----qm-.I-1. -� £ - uginy

(

P

0

I

00

CD

-1

In .-I

0 z m

m

-4 in

I' T

z

yiD

0

0

0

z

",4 0P 0Z a K

I

• A

N 0 0 a

- (A a 4�. - -


1.20 ksf 10.00 ft 2.50 ft

Y, = 80.00 pcf GWT > 100 ft below grade L = 10.00 ft (Square)

m~x = 3780 ksf- From Table 1 Calc 05996.01-G(B)-01, Rev 1SECONDARY SETTLEMENTS:

LAYER AH o,• aA Secondary SeWeme

C. 4.64 7.02

nt - 12 In.Ift x C, x Logio(At in min)

7.32 = Log10(40 yrs x 525,960 min/yr)%/Log Log Cycles Log Cycles Log Cycles

Cycle Time In I month In 20 Yrs In 40 Yrs (min) Inches Inches Inches0.026 0.026 0.028 0.035

0.07 0.07 0.12 0.19

Total = 0.46

0.11 0.11 0.18 0.290.69

0.11 0.11 0.18 0.310.310.72 inches

C, = rate of secondary compression & Is f(v,46,,) - From Figure 2 In Caic 05996.01-G(B)-05, Rev 0 525,960 min = 1 yr = 365.25 days x 24 hr/day x 60 min/hr

43,830 rmin/month , 525.960 mnl/yr 12 monthsuyr

SUMMARY OF SETTLEMENTS: LAYER AH Zx.i, Zg

ft ft ft lA 5.00 5.00 2.50 18 5.00 10.00 7.50 1C 7.50 18.25 13.75 ID 10.00 25.00 22.50

Inches 0.02 0.01 0.01 0.00

Total - 0.'

Total =

A~pptmq Inches

0.44 0.17 0.08 0.03

04 0.72

A Secondary Settlement I month 20 yr 40 yrs Inches Inthes Inches

0.07 0.11 0.11 0.07 0.11 0.11 0.12 0.18 0.18 0.19 0.29 0.31U.46 0.72 inches


.. muina u� mu iniinus

q,= B =

Df =

ft

Plotw

1.48"

p

0

S

1A 18 1C ID

5.00 5.00 7.50 10.00

kaf

1.33 1.28 1.51 2.09

0.22 0.21 0.25 0.35

>~ r0) C=

0 z

C4

(n

0 z PI

rn

cn

-4

0

z T

z

0

0

~0

z

Note:

0.69

Ot • • t.V I•) --

( !

Ea.

$, a, s- A, ^i U Uý U a - N N " r" N N N N " N -* , U N - q - WW - W 6 " .7 9ý MJ CA ; N 0 SO S .A UN- 0 W j* C

0 0 1


q = 4.30 ksf

f = 3.80 ft 4.00 ft

it = L=

E_,

80.00

3.80 3780

STRESSES BENEATH FOOTING: LAYER AH Zh a", % m n I,,• I,, AN 0i,

ft ft kaf Rt ksf ksf 1A 1.90 4.95 0.40 0.95 2.00 2.00 0.232 0.93 3.70 4.10 1B 1.90 6.85 0.55 2.85 0.67 0.67 0.121 0.48 1.93 2.47 1C 3.80 9.70 0.78 5.70 0.33 0.33 0.045 0.18 0.71 1.49 1D 3.80 13.50 1.08 9.50 0.20 0.20 0.018 0.07 0.29 1.37

Note: a,,, - zXTo x, , r(q- yD) x IrImw -4x I,.,, ow = + A0 I=,, z f(m & n) based on Fig 3.40 In Das(1995), whee: m ubz, b-9/2 n a /, where I=LJ2

ELASTIC SETTLEMENTS: LAYER AH e.v .. ,,t E E t Ap, - ,H x 12 InAft x se

ft kof % E kaf % Inches 1A 1.90 3.70 1.000 0.08 314 1.180 0.27 E/E.= 0.083 f IB 1.90 1.93 0.140 0.38 1379 0.140 0.03 1C 3.80 0.71 0.026 0.72 2732 0.026 0.01 ID 3.80 0.29 0.010 0.86 3262 0.009 0.00

Total * 0.32 Inches Note: sA *a, I E Assume: E / E. Based on G/G, from Geomatlx Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E a 2 x (1+p) G

pcf GWT > 100 ft below grade ft (Square)

P'st.

1.51 "

PRIMARY CONSOLIDATIO LAYER AH a,

ft kof IA 1.90 0.40 IB 1.90 0.55 1C 3.80 0.78 1D 3.80 1.08

N SETTLEMENTS: o,€ Apko =,,,, •H x 12 in./ft x RR x Log (oa4vo) kaf Inches

4.10 0.32 Note: 6.00 ksf -Ma) 2.47 0.21 See p 7 1.49 0.18 0.014 a RR, S. 1.37 0.06

Total * 0.78 Inches

imum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev I we p 13 Calc 05996.01-G(B)-03, Rev I

.5-WI-

p

S

0

r0 C

0

In

-I

0 2

rq

2

2

0 2

G)

"a 0

hi

x

0

n

f

o to -- -0 wo o : - 0 0 W Z - --4M


B= Dr:

4.30 ksf 3.80 It 4.00 It

Tt = 80.00 pcf.=

EF= =

GWT > 100 ft below grade3.80 It (Square) 3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev 1

SECONDARY SETTLEMENTS: LAYER AH of C

ft

1A lB

10

1.90 1.90 3.80 3.80

kof

4.10 2.47 1.49 1.37

A Secondary Settlement , 12 In.ffi x C. x Log1 o(At In min) C. 4.64 7.02 7.32 = Logo(40 yrs x 525,960 min/yr)

%"Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yre In 40 YW

(mln) Inches Inches Inches0.68 0.41 0.25 0.23

0.097 0.042 0.027 0.026

0.10 0.04 0.06 0.06

0.08 00..

0.16 0.07 0.09

0.16 0.07 0.09

I Oral a 0.26 0.40 0.41 Inches

C,, rote of secondary compression & Is f(a/aw) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min a 1 yr a 365.25 days x 24 hr/day x 60 min/hr

43,830 mln/month = 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH N Zft

ft ft It 1A 1.90 4.95 0.95 1B 1.90 0.85 2.85 1C 3.80 9.70 5.70 1D 3.80 13.50 9.50

APOMW Inches

0.27 0.03 0.01 0.00

Total = 0.,

Total "

APet" Inches 0.32 0.21 0.18 0.06

32

A Secondary Settlement 1 month 20 yrs 40 yrs Inches Inches Inches

0.10 0.16 0.16 0.04 0.07 0.07 0.06 0.09 0.09 0.06 0.08 0.09

a -�. - -U.,o U.4U 0.41 inches


SI

Pitta

1.51 "

P.

is

Note:

0 P0 C:

0 z Wo 3: hi

u,

0 -I, z rn

z

r.4 III

z 0 ;V T

0 x

0

.4

U."a

/ (

1'

'. a. N Z- ; zd 0 10 * w A N 0 06 * 0 U &OiN - 06 0 4 0 0 W _ 0 06 0 -A i~A U N

APPENDIX DCALCULATION OF SETTLEMENTS BENEATH CENTER OF SQUARE FOOTING

2.90 ksf 6.00 ft A 0

L= 80.00 pcf GWT > 100 It below grade 6.00 ft (Square)

Pro.d 1.51"

&,,I- V.V It I= 1,ou KST - From Tadle I .aic 05996.01-G(B)-01, Rev 1

STRESSES BENEATH FOOTING: LAYER AH Sent a", Ze m n 1. 1w l A0,

ft ft kaf It kIf ksf lA 3.00 5.50 0.44 1.50 2.00 2.00 0.232 0.93 2.40 2.84 1B 3.00 8.50 0.68 4.50 0.67 0.67 0.121 0.48 1.25 1.93 1C 6.00 13.00 1.04 9.00 0.33 0.33 0.045 0.18 0.46 1.50 10 6.00 19.00 1.52 15.00 0.20 0.20 0.018 0.07 0.18 1.70

Note: oa W zWf x A hav u(q -yj x I1," I,- 4 x 1,, O. "y + . I,* "f(m & n) based on Fig 3.40 in Das(1995), where: mzb/zb, b-B12 n - i/zk, where -1/2

ELASTIC SETTLEMENTS: LAYER AH Aiav z,,m.d E E BMW AD•,,- "AH x 12 In.m x cw

ft kaf % Em ksf % Inches 1A 3.00 2.40 0.300 0.21 796 0.301 0.11 lB 3.00 1.25 0.060 0.55 2074 0.060 0.02 1C 6.00 0.46 0.015 0.80 3037 0.015 0.01 1D 6.00 0.18 0.005 0.91 3455 0.005 0.00

Total - 0.16 Inches Note: m --Aa, I E Assume: E / Em, Based on G/G,, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E = 2 x (11+p) G

PRIMARY CONSOLIDATION SETTLEMENTS:LAYER AH a"

1A 1B IC ID

ft 3.00 3.00 6.00 6.00

ksf 0.44

0.68

1.04

1.52

o,• Aow,,,y = AH x 12 In. x RR x Log (o•a,)

ksf inches 2.84 0.41 Note: 6.00 ksf -Mea 1.93 0.23 See p 7 1.50 0.16 0.014 - RR, SE 1.70 0.05

Total , 0.85 Inches

xlmum past pressure from consolidation tests Caic 05996.01-G(B)-Ol, Rev 1 ie p 13 Calc 05996.01-G(B)-03, Rev 1

h4A .b CI4?

p.

3

0,

0 z

--I

0 2 rn p

-I Ill rn

b'i

0 U, -4 I"

z

0

0

0

0

J

B=

/

0 AD -4 in 4A 6 W to 0 tod a -4 U " 1 N UN N N N-

APPENDIX D CALCULATION OF SETTLEMENTS BENEATH CENTER OF SQUARE FOOTING p,0.'

Y, = 80.00 pcfL= E..==

GWT > 100 ft below grade6.00 ft (Square) 3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev I

SECONDARY SETTLEMENTS: LAYER AH u,, a


da.mp C. 4.64 7.02

nt - 12 In./ft x C. x LOglo(At in min)

7.32 a Log10(40 yrs x 525,960 mln/yr)%/Log Log Cycles Log Cycles Log Cycles

Cycle Time In I month In 20 Yrs In 40 Yr. (min) Inches Inches Inches0.051 0.032 0.028 0.029

0.09 0.05 0.09 0.10

lOtal- 0.33

0.13 0.06 0.14 0.150.50

0.13 0.06 0.15 0.150.150.52 Inches

C6 = rate of secondary compression & Is f(a•/o,.) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min - 1 yr z 365.25 days x 24 hr/day x 60 mln/hr

43,830 mirnmonth = 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH zt. -

ft 5.50 8.50 13.00 19.00

ft 1.50 4.50 9.00 15.00

Ap OeI

Inches 0.11 0.02 0.01 0.00

Total , 0.1

Total -

15

ApprjW Inches

0.41 0.23 0.16 0.05

1 m© Inc

0. 0.I 0.I 0.

0.85

A Secondary Settlement onth 20 yrs 40 yrs hes Inches Inches 09 0.13 0.13 05 0.08 0.08 09 0.14 0.15 10 0.15 0.15

0.33 0.50 0.52 inches


S. - me nfl�,

B= Df =

2.90 ksf 6.00 ft 4.00 ft

ft

pi.

1.51"

IA 1B 1C 10

kof

2.64 1.93 1.50 1.70

3.00 3.00 6.00 6.00

0.47 0.32 0.25 0.28

Note:

IA Is 11C ID

ft 3.00 3.00 6.00 6.00

0 > r 0

z CA 3:

0 z Mi

Vp

*n M

;0

in

2

0 M

0

4 0 2

(

41b~ ~ ~ ~ ~ ~ ~~~I I4d ii :i Nb !NI N N rgt 0b tA $I R A i , ~ 6 4 5 q N .. W J o ~ a t a

-. - (� a � - -


q

Df =

2.00 ksf 8.00 It 4.00 ft

Vt= L=

E.=


3780 ksf - From Table I Calc 05996 01-(GIRl-n1 RSU 1

Peotw

1.51 "

STRESSES BENEATH FOOTING: LAYER AH Z a"m n IcaW I.,• Aa, Crf

ft ft kIf It kof kaf lA 4.00 6.00 0.48 2.00 2.00 2.00 0.232 0.93 1.56 2.04 18 4.00 10.00 0.80 6.00 0.67 0.67 0.121 0.48 0.81 1.61 IC 8.00 16.00 1.28 12.00 0.33 0.33 0.045 0.18 0.30 1.58 ID 8.00 24.00 1.92 20.00 0.20 0.20 0.018 0.07 0.12 2.04

Note: a,, a xu X To "(q -y1 D.)x , Iw 4 x I. ,w ,: o + A0. I,,, f(m & n) based on Fig 3.40 In Das(1995), where: m-btzf,, bB/2 n - Yfz., where 1-1-12

ELASTIC SETTLEMENTS: LAYER AH Aa, C-mw,,d E E ew P. 1 i0 uAH x 12 In./ft x e

ft kaf % E. ksf % Inches 1A 4.00 1.56 0.090 0.46 1727 0.090 0.04 1B 4.00 0.81 0.030 0.70 2652 0.031 0.01 1C 8.00 0.30 0.009 0.87 3292 0.009 0.01 ID 8.00 0.12 0.003 0.95 3590 0.003 0.00

Total 0.07 Inches Note: coma *AaIE Assume: El EI Based on G/G,. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E z 2 x (1+p) G

PRIMARY CONSOLIDATION SETrLEME LAYER AH N" aw

1A 1B

1C 1D

ft 4.00 4.00 8.00 8.00

kof 0.48 0.80 1.28 1.92

po• a AH x 12 in./M x RR x Log (a4/o.)

kof Inches 2.04 0.42 Note: 1.61 0.20 1.58 0.12 2.04 0.04

Total - 0.79 Inches

6.00 ksf =Maximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-01, Rev 1

0.014 a RR, See p 13 Calc 05996.01-G(B)-03, Rev I

i Rh1�7

IN

0 2 M

pn X M U) -T I"

in

z

0) X

:0

0

C)

CA 3

-4

- ý CA a, W h, -

I

( (

Sat Ub e b w W I .4 O * W I N O N" N N N N•N N 41 S' r4 Pw r4 m L, S r . q A S - p W N - 0 IA d 0 P 0 I u ' 1 (


"Yt = 80.00 pcd

E.

GWT > 100 ft below grade8.00 It (Square)

3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev ISECONDARY SETTLEMENTS: LAYER AH o a a

ft

1A 1B 1C ID

4.00 4.00 8.00 8.00

kof

2.04 1.61 1.58 2.04

A Secondary Settlement a 12 In./ft x C, x Loglo(At In min)

C. 4.64 7.02 7.32 a Loglo(40 yrs x 525,960 min/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yra In 40 Yr.


0.34

0.27 0.20 0.34

0.034

0.028 0.028 0.034

0.08 0.06 0.12 0.15

0.11 0.09 0.19 0.230.23 0.24

0.12 0.10 0.19 0.24

I Sul 0 0.41 0.62 0.65 Inches

C, = rate of secondary compression & Is f(o•aao) - From Figure 2 In Ca1c 05996.01-G(B)-05, Rev 0 525,960 min 1 yr a 365.25 days x 24 hr/day x 60 mmn/hr

43,830 min/month 525,960 m/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH ' Z%

ft It It 1A 4.00 6.00 2.00 1B 4.00 10.00 6.00 1C 8.00 16.00 12.00 1D 8.00 24.00 20.00

Inches 0.04 0.01 0.01 0.00

Total = 0.

Total =

Apmty Inches

0.42

0.20

0.12 0.04

U.fV

A Secondary Settlement I month 20 yr 40 yr Inches Inches Inches

0.08 0.11 0.12 0.08 0.09 0.10 0.12 0.19 0.19 0.15 0.23 0.24U.41 0.65 inches


-� - ai.am�

B= D, =

2.00 ksf 8.00 ft 4.00 It

p

1.51 "

Note:

0 C=

0 z Wn x Il

-4

0 z

,')

-4

"z

z T z M

z 0

0

0

z

07 0.652

=KIM=

I

a- 0 AN


1.60 ksf 10.00 It 4.00 ft

It=

L= F...=

80.00 pcf GWT > 100 It below grade 10.00 It (Square) 3780 kit- From Table 1 Calc 05996.01-G(rn.-01 Ray 1

PtoIII

1.52"

STRESSES BENEATH FOOTING: LAYER AH U a" zrq m n I A0.

It It kIf ft kof ksf 1A 5.00 6.50 0.52 2.50 2.00 2.00 0.232 0.93 1.19 1.71 10 5.50 11.50 0.92 7.50 0.67 0.67 0.121 0.48 0.62 1.54 1C 7.00 17.50 1.40 13.50 0.37 0.37 0.053 0.21 0.27 1.67 ID 9.00 25.50 2.04 21.50 0.23 0.23 0.024 0.09 0.12 2.16

Note: a,, W ZWrf x A, Aou(q-yx =4x" a "4 xlw, + A0 " a f(m & n) based on Fi 3.40 In Ds(1995), where: m-b/z%, b13/2 n -1z, where I=LJ2

ELASTIC SETTLEMENTS: LAYER AH AV, Emd E E es" Apw.,* uAH x 12 InJt x e,

It kof % E.. ksf % Inches 1A 5.00 1.19 0.050 0.59 2230 0.053 0.03 10 5.00 0.62 0.020 0.76 2877 0.022 0.01 1C 7.00 0.27 0.009 0.87 3292 0.008 0.01 10 9.00 0.12 0.003 0.95 3590 0.003 0.00

Total 0.06 Inches Note: am" iAa,IE Assume: E E.,, Based on G/G. from Geomabtix Cakc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to 0; I.e.. E = 2 x (l+p) G

PRIMARY CONSOLIDATION SETTLEMENTS:LATERK AH a

1A 113

1C ID

ft 5.00 5.00 7.00 9.00

kof 0.52 0.92 1.40 2.04

O, Apo, = AH x 12 inJft x RR x Log (a,,/,)

kif Inches 1.71 0.43 Note: 6.00 ksf zMui 1.54 0.19 See p 7 1.67 0.09 0.014 - RR, Si 2.16 0.04

Total " 0.75 Inches

xhium past pressure from consolidation tests Calc 05996.01-G(9)-01, Rev I ie p 13 Caic 05996.01-G(B)-03, Rev I

0

C,

0 z V0 3: P1

0 z M

I,

P1 x (0 .4 a z 2n

6) a 0i 0

0 x

-1 0 z

( /

Dt=

(

0 PO - 0 0 a W W - 0 --


*' �j & (A ... -

W.

80.00 pcf GWT > 100 It below grade 10.00 ft (Square) 3780 ksf- From Table 1 Calc 05996.01-G(B)-01, Rev 1

a~%~J~AI'% ~ I~ -

LAYER AH

It

IA

18 IC ID

5.00 5.00 7.00 9.00


C. 4.64

kIf

1.71 1.54 1.67 2.16

7.02

nt = 12 In./ft x C6 x Log1 o(At in min)

7.32 - LOgio(40 yrs x 525,960 mIn/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yre In 40 Yrs


0.29 0.26 0.28 0.36

0.029 0.028 0.029 0.036

0.06

0.08 0.11 0.18

0.18 0.27 0.28l Oa|- 0.45

0.12 0.12 0.17 0.27

0.68

0.13 0.12 0.18

0.71 Inches

C, a rate of secondary compression & is f(advw) - From Figure 2 In Calc 05996.01-G(0)-05. Rev 0 525,960 min = 1 yr = 365.25 days x 24 hr/day x 60 mln/hr

43,830 mtn/month = 525,90 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH N Zft

It ft ft 1A 5.00 6.50 2.50 1B 5.00 11.50 7.50 1C 7.00 17.50 13.50 ID 9.00 25.50 21.50

ApOe-ms.

Inches 0.03 0.01 0.01 0.00

A•pOtmy Inches

0.43 0.19 0.09 0.040.04.0.18 027 0 2,. T #.in n n f ~--

A Secondary Settlement I month 20 yr 40 yrsInches

0.08

0.08 0.11

Indhes 0.12 0.12 0.17

Inches 0.13 0.12 0.18

% V•I I

Total =

UVAI 0.71 Inches


L . �.UAubmanem7

1.60 ksf 10.00 ft 4.00 It

B =Lt=

E1.=Em.. =

1.52 "

Note:

0

0 C: r

0 z

-I

-4

0 z

rn

m

-4

T "I"

C)

z

L, z a in 0 0

0

-4 0 z

a. 0 & to V4 -

MW00WMNW9NWAý* an af!"?

/

Me RLPntlr o1CI ILr=MI=N I*:S

avtr awdwmp

V.10 U.0ts

S, N,& W W W W W W W N N N N "N

W N - 0@U -40� � � W N - 0�e -� *� 4� b ii EU -


80.00 pcf GWT > 100 ft below grade 2.20 ft (Square) 3780 ksf - From Table 1 Calc 05996.01-G(BI-01. Rev I

STRESSES BENEATH FOOTING: LAYER AH a" Z% m n I,,w AV . Ul

ft ft kIf It lkof ksf 1A 1.10 6.55 0.52 0.55 2.00 2.00 0.232 0.93 5.60 6.12 1B 1.10 7.65 0.61 1.65 0.67 0.67 0.121 0.48 2.91 3.53 IC 4.00 10.20 0.82 4.20 0.26 0.26 0.029 0.12 0.71 1.52 ID 4.00 14.20 1.14 8.20 0.13 0.13 0.006 0.03 0.20 1.34

Note: aw a zo,,fxyA Aa. a(q- ypDjx ,I.. n4xl o, aovo +A, 1. "f(m & n) based on Fig 3.40 in 0.e(1995), where: mzb/zz b•B/2 n aI/z , where I-L/2

ELASTIC SETTLEMENTS: LAYER AH AO, E E C,,W Ap AH x 12 InA x es*

ft ks % E. ksf % Inches 1A 1.10 5.60 1.000 0.08 314 1.784 0.24 E/E,. 0.083 for e 1% IB 1.10 2.91 0.505 0.15 576 0.506 0.07 1C 4.00 0.71 0.025 0.73 2753 0.026 0.01 10 4.00 0.20 0.006 0.90 3405 0.008 0.00

Total , 0.32 Inches Note: tea m Aav I E Assume: E IE., Based on G/G,.. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E z 2 x (l+p) G

PRIMARY CONSOLIDATIO LAYER AH 0,1

ft lksf lA 1.10 0.52 1B 1.10 0.61 ic 4.00 0.82 1D 4.00 1.14

N SETTLEMENTS: af •Ap y a AH x 12 In. x RR x Log(gd@,,)

lust Inches

6.12 0.20 Note: 6.00 ksf -Mm 3.53 0.14 See p 7 1.52 0.18 0.014 a RR. Si 1.34 0.05

Total - 0.57 Inches

uimum past pressure from consolidation tests Calc 05998.01-G(B)-01, Rev 1 ie p 13 Calc 05996.01-G(B)-03, Rev 1

-'U- mm ini.., I

B= Df,

6.50 kst

2.20 It 6.00 ft

t" =

L= F_.m

'-v-rn-

Pt.50 1 .50"

0.

0 Lfl -0 Pn

.,

0

0

0

0

0 2

z C)

K IM An

0

I0

Cn 3', -.

..4

0 2

-4

M

0

0

~.0

c0 )

0

_jC C)

z

0

z r

I

.4

0I

2

2

"-U G) Il

-4 0 to 11• q0 ra

t I

4A 1 4 ,A h - 00 00a e A •j N M) 0 -4 Of Uz A ( N -) 0 0) rn " , • &Z W N -


6.50 ksf 2.20 ft 6.00 It

Y= I.1=

80.00 pcf GWT > 100 It below grade 2.20 ft (Square)


1.50 "

C

S'

SECONDARY SEilLEMENTS: LAYER AN 04 0

A Secondary Settlement = 12 In.Ift x C, x Logj0 (At in min) C. 4.64 7.02 7.32 Logo(40 yrs x 525,960 minlyr)



0.23 0.04 0.06 0.06

Total

0.34 0.07 0.09 0.09

0.09 0.090.59

0.36 0.07 0.10

0.12 Inches

C, "rate of secondary compression & Is f(ao/,,w) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin a yr , 365.25 days x 24 hrlday x 60 mmn/hr

43,830 min/month 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER MI 'as%

ft ft ft 1A 1.10 6.55 0.55 16 1.10 7.65 1.65 11C 4.00 10.20 4.20 111 4.00 14.20 8.20

Inches 0.24 0.07 0.01 0.00

Inches 0.20 0.14 0.18 0.05

A Secondary Settlement I month 20 yrs 40 yrs Inches InChes Inches

0.23 0.34 0.36 0.04 0.07 0.07 0.06 0.09 0.10 0.06 0.09 0.09

Total - 0.3

Total -

32 0.57 0.59 0.62 inches


- � .� - aiim?

B= D, =

ft

1A 18

IC ID

kof

6.12 3.53 1.52 1.34

1.10 1.10 4.00 4.00

1.02 0.59 0.25 0.22

Note:

0 C:

0 z

U) Ill

'A

0 2 M

M z T (A

-4 M,'

;6

Z 0

0 0

x

0 -4 0

0.39m . .

Mow

/

4(Y.W

L-lifri

a. A, & & ^ W W W W W W W W W W " N. N , " , 6% U AWN ~~~- 0w 0 -. 0 t0 a, N - 0OS- &UN 0IS -4O 0* 4b W 0 IA S I A


q = B= D,

5.40 ksf 3.00 ft 6.00 ft

L= E1=


3780 ksf- From Table 1 Caic 05996.01-G(B}-o1. Rev 1

1.52"

STRESSES BENEATH FOOTING: LAYER AH ara, m n In n A0, Uf

It ft kIf It kIf kaf 1A 1.50 6.75 0.54 0.75 2.00 2.00 0.232 0.93 4.57 5.11 1B 1.50 8.25 0.66 2.25 0.67 0.67 0.121 0.48 2.38 3.04 1C 4.00 11.00 0.88 5.00 0.30 0.30 0.037 0.15 0.74 1.62 10 4.00 15.00 1.20 9.00 0.17 0.17 0.013 0.05 0.25 1.45

Note. :'. a Zldo XyIt Ae, a (q'y1 -. ) Xlj Ix. , 4 X a,* + 4xv Imw afRm & n) based on Fig 3.40 In Das(1995), where: mzb/zrg, IzBr2 n a z,,. where =-1/J2

ELASTIC SETTLEMENTS: LAYER AH A0. egvp.,j E E ,IpW AH x 12 in.t x s

It kof % E. kef % Inches 1A 1.50 4.57 1.000 0.08 314 1.458 0.26 F/Ei. a 0.083 fore > 1% 1B 1.50 2.38 0.280 0.22 849 0.281 0.05 1C 4.00 0.74 0.030 0.70 2652 0.028 0.01 1D 4.00 0.25 0.008 0.88 3324 0.008 0.00

Total - 0.33 Inches Note: @,W *AoaIE Assume: El E,,. Based on G/G. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is direcly related to G; I.e., E a 2 x (1+pj) G

PRIMARY CONSOLIDATIOI LAYER AH an

ft kof IA 1.50 0.54 1B 1.50 0.66 IC 4.00 0.88 ID 4.00 1.20

N SETTLEMENTS: Ulf w = AH x 12 in./ft x RR x Log (a•/a,.) ksf Inches 5.11 0.25 Note: 6.00 ksf =Mm 3.04 0.17 See p 7 1.62 0.18 0.014 a RR, Se 1.45 0.06

Total u 0.65 Inches

cimum past pressure from consolidation tests

Caic 05996.01-G(B)-01, Rev 1 W p 13 Calc 05996.01-G(B)-03, Rev 1

-. � -� -

0

,n .0 .o 0

z 0

0

r

0 2

z -4 W1

0

r~% z

'.G) 0

r

-0C

-1 0

z

-4

0

0

0

0 z

-1

0 z

0 (4 -4 hi

21 G)' 0 0

z

-U

Pt

- 0W 4


B= Df =

5.40 ksf 3.00 It 6.00 It

SECONDARY SETTLEMENTS: LAYER AH ar 0

ft

1A 1B 1C ID

1.50 1.50 4.00 4.00

kef

5.11 3.04 1.62 1.45

1= I.E-




C. 4.64 7.02

nt = 12 In.ffi x C, x Logl0 (At In min) 7.32 = Logj0(40 yrs x 525,960 mirnyr)



0.206 0.056 0.028 0.027

0.17 0.05 0.06 0.05

0.6 0.09 0.10IOli 0.34

Note:

0.26 0.07 0.10

0.52

0.27 0.07 0.10

0.54 Inches

C, n rate of secondary compression & Is f(a,,o 1/ ) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr , 365.25 days x 24 hr/day x 60 mlnihr 43.830 mir/month 525,960 min/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH ,4s

It Rt ft IA 1.50 6.75 0.75 IB 1.50 8.25 2.25 IC 4.00 11.00 5.00 ID 4.00 15.00 9.00

Inches 0.26 0.05 0.01 0.00

Apprj,,y

Inches 0.25 0.17 0.18 0.06

A Secondary Settlement I month 20 yr 40 yrs Inches Indhes Inches

0.17 0.26 0.27 0.05 0.07 0.07 0.06 0.10 0.10 0.06 0.09 0.10

t*aI - U, a as a a A = -- - - - . -I zim 0.3 U.6o U.34 0.54 Inches


I-Y-.

Ptia

1.52

I.

0 IJI -o A'

0

0

Z 0

.-4

c:

-e

0 z

a

rt

2

0 -4 0 2 x MW

0

,-*% 2 'O

0

-.r

0 z o

0 r

0

z

z

0 -0

0 n

o* rl

r

0 C r

-4 0 z CA) :r Ml MT

(n

-4

0

2B

ni a

m 0

U) -4

0

0

Total ,"On

0) Pt

I

0.52

/ l

,40."

o o W W W A. , to W N r4 F4 fu h) h k. ~ N 0 q* -4 0 0 ^ M - %0 0 -4 4P Lo ^A h) N 0 %6l C . A W N - 0 %D


B=4.50 ksf 4.00 ft 6.00 ft

L= E.1=

80.00 pcf GWT > 100 ft below grade4.00 ft (Square) 3760 ksf - From Table 1 Calc 05996.01-G(B1-O1. Rev 1

Prowl

1.52"

STRESSES BENEATH FOOTING: LAYER AH N on % m n I. I.,, AN .,

ft ft kuf ft kIf kaf IA 2.00 7.00 0.56 1.00 2.00 2.00 0.232 0.93 3.74 4.30 16 2.00 9.00 0.72 3.00 0.67 0.67 0.121 0.48 1.95 2.67 1C 4.00 12.00 0.96 6.00 0.33 0.33 0.045 0.18 0.72 1.68 10 4.00 16.00 1.28 10.00 0.20 0.20 0.018 0.07 0.29 1.57

Note: a" W ZW,,d X yt Aa, (q" -ytD# x ,4x6. a, z Lo + A0v I, - f(m & n) based on Fig 3.40 in Das(1995), where: m-b/zr,. b=B/2 n - I/zt, where I-L/2

ELASTIC SETTLEMENTS: LAYER AH AOv e,..,d E E CD*A Ap -' x 12 In.it x eg,

ft ksf % E-., ksf % Inches 1A 2.00 3.74 1.000 0.08 314 1.191 0.29 E/E, n 0.083 for a 3 1% 1B 2.00 1.95 0.140 0.36 1379 0.141 0.03 IC 4.00 0.72 0.026 0.72 2732 0.026 0.01 ID 4.00 0.29 0.010 0.86 3262 0.009 0.00

Total n 0.34 Inches Note: as" *A, I E Assume: E I E. Based on G/G.r from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/2 9 of Section 1.3

NOTE: E Is directly related to G; I.e., E - 2 x (l+p) G

PRIMARY CONSOLIDATION SETTLEMENTS:LAYER AH a-

1A 16 IC ID

ft 2.00 2.00 4.00 4.00

kof 0.56 0.72 0.96 1.28

af Apw,,y a AH x 12 In./mt x RR x Log (a/o,)

kaf Inches 4.30 0.30 Note: 6.00 ksf =Mea 2.67 0.19 See p 7 1.68 0.16 0.014 z RR, Si 1.57 0.06

Total s 0.71 Inches

xlmum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev 1 ee p 13 Calc 05996.01-G(B)-03, Rev 1

inu� mum mu,

P

r

0

CA

-4

-4

0 z

m

M

z

G'A -4 z M

z

0

0 .5

(

• 4 0 M• J6, #A )

4, & 0 ^ ^ '16 *i W :A W(A W W W W W N N N N -.. .. .. .. N~~~~~~~~~ 0 ^ W " ~* ~ b ( ~*~p ( 0 * U - A& ( - 0 0 -jdS~ & (


4.50 ksf 4.00 ft 6.00 ft

L=

E.=

80.00 pcf GWT > 100 ft below grade 4.00 ft (Square) 3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev I

SECONDARY SETTLEMENTS: LAYER AH 0,t a

Rt

1A lB

1C ID

2.00

2.00 4.00 4.00

khf

4.30 2.67 1.68 1.57

A Secondary Settlement - 12 in./ft x C, x Log1o(At In min)

C. 4.64 7.02 7.32 Logi0(40 yrs x 525,960 mln/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In 1 month In 20 Yrs In 40 Yr.


0.72 0.44 0.28 0.26

0.111 0.047 0.029 0.028

0.12

0.05 0.06 0.06

0.19 0.06 0.10 0.10

0.19 0.06 0.10 0.10

Total 0.30 0.46 0.48 Inches

C, = rate of secondary compression & Is f(oda..) - From Figure 2 In CaIc 05996.01 -G(B)-05, Rev 0 525,960 min a 1 yr - 365.25 days x 24 hr/day x 60 mmn/hr

43,830 min/month = 525,960 mi/yr 12 months/r

SUMMARY OF LAYER AH

ft 1A 2.00 10 2.00 lC 4.00 ID 4.00

SETTLEMENTS:

ft It 7.00 1.00 9.00 3.00 12.00 6.00 16.00 10.00

Total 0.,

Total.,

Ap•Oe

inches 0.29 0.03 0.01 0.00

34

APW..p

Inches 0.30 0.19 0.16 0.06

U. V1

A Secondary Settlement I month 20 yrs 40 yre

Inches Indhes Inches 0.12 0.19 0.19 0.05 0.08 0.08 0.06 0.10 0.10 0.06 0.10 0.10

U.3U U.46 0.48 inches


�a�ubm hIIU?

Dt =

Ptbil

1.52

p

is

Note:C

0 z

PV1

-4

'A

0 z p

m:

z

6) W z 12 6)

0 04

0

- -'nib an 611wel

C

!

N - l - -j ot Al . 0 U "d IA A IA l - 0 O m ",00 .I & Ii l i -


Df =

3.40 ksf 6.00 It 6.00 ft

Y," L=

_. =

80.00 pcf GWT > 100 It below grade 6.00 It (Square)


Plow

1.49 "

STRESSES BENEATH FOOTING: LAYER AN r oa" Zt m n I,,. Im,,.

It It kaf Rt ksf kaf 1A 3.00 7.50 0.60 1.50 2.00 2.00 0.232 0.93 2.72 3.32 1B 3.00 10.50 0.84 4.50 0.67 0.67 0.121 0.48 1.41 2.25 1C 4.00 14.00 1.12 8.00 0.38 0.38 0.054 0.22 0.63 1.75 ID 5.00 18.50 1.48 12.50 0.24 0.24 0.025 0.10 0.29 1.77

Note: o,,a za .fxTo Ao ,(q- yD) xI, I - "4xk. I, O,0• 0 + Aov I,,,w f(m & n) based on Fig 3.40 In Das(1995), where: mmb/zue, b=B/2 n• Ifzt, where I=L/2

ELASTIC SETTLEMENTS: LAYER AN A0, s,.. E E Apie - AH x 12 In.t x es.

It ktf % Em ksf % Inches 1A 3.00 2.72 0.420 0.17 647 0.420 0.15 E/F.m 0.083 for e 1% 16 3.00 1.41 0.075 0.50 1883 0.075 0.03 IC 4,00 0.63 0.020 0.76 2877 0.022 0.01 1D 5.00 0.29 0.010 0.80 3262 0.009 0.01

Total . 0.19 Inches Note: -au, I E Assume: E I E, Based on G/G, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3


PRIMARY CONSOLIDATION SETTLEMENTS:LAYER AN a

1A 16 1C 1D

ft 3.00 3.00 4.00 5.00

kof 0.60 0.64 1.12 1.48

S •Ap y =AH x 12 in./ft x RR x Log (a/do.) kif Inches 3.32 0.37 Note: 6.00 kef =Me 2.25 0.22 See p 7 1.75 0.13 0.014 = RR, S 1.77 0.07

Total 0.79 Inches

ximum past pressure from consolidation tests Calc 05996.01-G(B)-Ol. Rev 1 ne p 13 Celc 05996.01-G(B)-03, Rev 1

p.

C) C, C

Ia0 z C4) x P1

-4

0 z r"

U)

z -I 0 z

M

o z

0 z V

0

to to ! 0 ~ a a4 * 11h W N - 0 al U e. 0 24 ! "o ~0- -0 :; M- t -0 %0 CD 41 W~ S * U P4


3.40 ksf 6.00 ft 6.00 ft E.

Th = 80.00 pcf GWT > 100 ft below grade L = 6.00 ft (Square)

n= 3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev I

P's.

1.49"

SICUNUARY SE•ILEMENTS:LAYER AH


C. 4.64 7.02

nt w 12 In/ft x C, x Logj0 (At In min)

7.32 = Log10(40 yrs x 525,960 mln/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Ym In 40 Yrs


0.066 0.038 0.030 0.030

0.11 0.06 0.07 0.08

Total n 0.32

0.17 0.09 0.10 0.130.13 0.130.49

0.17 0.10 0.11 0.13

0.51 Inches

C, = rate of secondary compression & Is f(o•a•p) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min = 1 yr , 365.25 days x 24 hr/day x 60 min/hr 43.830 min/month 525,960 mInVyr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER All ~ t r

ft ft ft 11A 3.00 7.50 1.50 10 3.00 10.50 4.50 11C 4.00 14.00 8.00 10 5.00 18.50 12.50

Inches 0.15 0.03 0.01 0.01

Total = 0.'

Total n

App•y

Inches 0.37 0.22 0.13 0.07

A Secondary Settlement I month 20 yre 40 yr Inches Inches Inches

0.11 0.17 0.17 0.06 0.09 0.10 0.07 0.10 0.11 0.08 0.13 0.13

0.79 0.49 0.51 inches


- I - U W1 fu

B= Dr=

ft

P,

is

1A 10 1C 1D

ksf

3.32 2.25 1.75 1.77

3.00 3.00 4.00 5.00

0.55 0.38 0.29 0.30

Note:

C:

0 z

-4

'A

0 z

61

z

'in I3

z

"-4

a 0

0 z

19 0.32

a,( 0010.wl

-b- 0I & 40 t 0 4 a N id 0 0_ a) m " z 4 . i O • m " R U O -


B= Df =

2.60 ksf 8.00 ft 6.00 ft

VT =

L= E...


3780 ksf - From Table 1 Calc 05996.01-GIB)-Ol Rev 1

PeWi

1.51 "

STRESSES BENEATH FOOTING: LAYER AH zNab a" z@ m n n I AgO,

ft ft kuf It kof kof 1A 4.00 8.00 0.64 2.00 2.00 2.00 0.232 0.93 1.97 2.61 16 4.00 12.00 0.96 6.00 0.67 0.67 0.121 0.48 1.03 1.99 1C 6.00 17.00 1.36 11.00 0.36 0.36 0.052 0.21 0.44 1.80 1D 6.00 23.00 1.84 17.00 0.24 0.24 0.024 0.10 0.21 2.05

Note: o,. zzf, X , Av, (q-lyVD )xl 0 , iglaw = 4 xlgn" @,W ovo+ A, Sft(m & n) based on Fig 3.40 In Des(1995), where: mblzk, b-/2 n ali. , where InLJ2

ELASTIC SETlLEMENTS: LAYER AH AV, , amu E E t aoAp, * AH x 12 Inift x ew

ft ksf % E. ksf % Inches 1A 4.00 1.97 0.150 0.35 1326 0.149 0.07 1B 4.00 1.03 0.045 0.61 2321 0.044 0.02 1C 6.00 0.44 0.014 0.81 3075 0.014 0.01 1D 6.00 0.21 0.005 0.91 3455 0.006 0.00

Total * 0.11 Inches Note: 19CW *Ar,IE Assume: E / Em- Based on G/G,.,, from Geornatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to 0; i.e., E - 2 x (l+p) G


kof 0.64 0.96 1.36 1.84

O( •App,,, a AH x 12 in./lf x RR x Log (co•ja, kof Inches

2.61 0.41 Note: 6.00 ksf =Mai 1.99 0.21 See p 7 1.80 0.12 0.014 z RR, S5 2.05 0.05

Total a 0.79 Inches

dmum past pressure from consolidation tests Calc 05996.01-G(B)-01. Rev I ie p 13 Calc 05996.01-G(B)-03, Rev i

0

U) 0

0

z o

0

r-~k z

0 C V0

r

-C

-4 0

2

0

0 V

-4

30

0 a P1

-It--.- - - -'-, I

'-I-'p

U

0

0

z

F

-4 0 2 z W A ;a

LATEY AH a"

r

0 C re

0 z

-1

-4

a 2 m I,

z,

0

0A

1A 1B 1C ID

ft 4.00

4.00 6.00 6.00

-u 0 P1

/

S, PE & & W W 0 W f4 * to t ? - 0 ,0 a a,


2.60 ksf 8.00 ft 6.00 ft

L=

F_..


3780 ksf- From Table 1 Calc 05996.01-G(B)-01, Rev 1SECONDARY SETTLEMENTS: LAYER AH a,

A Secondary Settieme

C. 4.64 7.02

nt a 12 in.ft x C, x Log,0(At In min)

7.32 = Logi0(40 yrs x 525,960 mln/yr)



0.045 0.033 0.030 0.034

Total =

0.10

0.07 0.10 0.110.39

0.15 0.11 0.15 0.170.17 0.180.59

0.16 0.12 0.16 0.18

0.61 Inches

C, - rate of secondary compression & Is f(o4a/,w) - From Figure 2 In Calc 05996.01 -G(B)-05, Rev 0 525,960 min a 1 yr = 365.25 days x 24 hrlday x 60 mln/hr

43,830 min/month 5 9 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH Zero" Z%

ft ft ft 1A 4.00 8.00 2.00 16 4.00 12.00 6.00 1C 6.00 17.00 11.00 10 6.00 23.00 17.00

Ap-bgb

Inches 0.07 0.02 0.01 0.00

I u=| a U.11

A Secondary Settlement I month 20 ym 40 yr

Inches 0.41 0.21 0.12 0.05

Inches 0.10 0.07 0.10 0.110.11 0.17 0.1e

Indhes 0.15 0.11 0.15

U.79

Inches 0.16 0.12 0.16

0.61 inches


q

Dt =

ft

P,-,,

1.51 "

8:

lA 19

1C ID

4.00 4.00 6.00 6.00

kef

2.61 1.99 1.80 2.05

0.44 0.33 0.30 0.34

Note:

0

r

0 z cn 3:

0 z fii

p

all T

b'A

z

X -4 z 0

0

0

0 0

Total =

/ /

0.39 0.59

A W~ ~ ~ W, two !i 10 %" L- -0 40 . N . . . . . . 0~ * d t A~ 0 8 a M inA t 0 O U -o A u N - 0 *


I B=

Do=

2.00 ksf 10.00 ft 6.00 ft

yt =

L= Em=

80.00 pcf GWT > 100 It below grade10.00 ft (Square) 3780 ksf - From Table 1 Calc 05996.01-G(BI-01. Rev 1

PWWtd

1.52"

STRESSES BENEATH FOOTING: LAYER AN o,, m n a" ... AM n

ft ft kef It kaf kof IA 5.00 8.50 0.68 2.50 2.00 2.00 0.232 0.93 1.41 2.09 1B 5.00 13.50 1.08 7.50 0.67 0.67 0.121 0.48 0.74 1.82 1C 5.00 18.50 1.48 12.50 0.40 0.40 0.060 0.24 0.37 1.85 iD 9.00 25.50 2.04 19.50 0.26 0.26 0.028 0.11 0.17 2.21

Note: ale Wv m (qD ",) x I. 1,.. "4 x 1o.. ," 1,r a f(m & n) based on Fig 3.40 In 038(1995). where: m=b/zr,. b-B/2 n /z., where 141/2

ELASTIC SETTLEMENTS: LAYER AH AaM t,,•,Wd E E eiikm ApbOt - AH x 12 InJft x caw

ft kof % -E kaf % Inches 1A 5.00 1.41 0.075 0.50 1883 0.075 0.05 1B 5.00 0.74 0.028 0.71 2690 0.027 0.02 1C 5.00 0.37 0.010 0.86 3262 0.011 0.01 ID 9.00 0.17 0.005 0.91 3455 0.005 0.01

Total a 0.07 Inches Note: *Aoi I E Assume: E/ E-, Based on G/G. from Geomabtix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3


PRIMARY CONSOLIDATION SETTLEMENTS:LAYER AH C_

IA I B I C ID

ft 5.00 5.00 5.00 9.00

kof 0.68 1.08 1.48 2.04

awl l Apptm = AH x 12 In./ft x RR x Log (a,•j

ksf Inches 2.09 0.41 Note: 6.00 ksf =Me) 1.82 0.19 See p 7 1.85 0.08 0.014 = RR. St 2.21 0.05

Total * 0.73 Inches

cimum past pressure from consolidation tests Calc 05996.01-G(B)-01, Rev I ae p 13 Calc 05996.01-G(8)-03, Rev 1

P.

(U)

O -a

0 z

ro

0

z

0 z

ra --4 & 0 4k W

/t

- o UN dU CA w. 0 0 a a-, a. (A~ U - 0 fl m -d *( (p A~ N Oo U -d 0 IA A ~0 @ S 09 A A N - 0 * a ~ L


qv = B = D, =

2.00 ksf 10.00 ft 6.00 It


LAYER AH a

ft

1A

1B 1C ID

5.00

5.00 5.00 9.00

kIf

2.09

1.82 1.85 2.21

Yt =

L= Effm;

80.00 pcf GWT > 100 ft below grade 10.00 It (Square) 3780 ksf - From Table I Calc 05996.01-G(B)-O1, Rev 1


C. 4.64 7.02

nt = 12 In./ft x Ca x Log1o(At In min)

7.32 = LOgio(40 yrs x 525,960 min/yr)


(rmn) Inches Inches Inches

0.35 0.30 0.31 0.37

0.035 0.030 0.031 0.037

0.10 0.08 0.09 0.18

0.15 0.13 0.13 0.28

0.28 0.290.68

Note:

0.15 0.13 0.14

0.71 Inches

C, - rate of secondary compression & Is f(oq/o4,d - From Figure 2 In Calc 05996.01-0(B)-05, Rev 0 525,960 min - 1 yr z 385.25 days x 24 hr/day x 60 mln/hr 43,830 mnn/month z 525,.960 mmn/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH r z•

ft It ft 1A 5.00 8.50 2.50 18 5.00 13.50 7.50 1C 5.00 18.50 12.50 ID 9.00 25.50 19.50

Inches 0.05 0.02 0.01 0.01

Total U.U0

Aptwy

Inches

0.41

0.19

0.08 0.05

U.73

A Secondary Settlement I month 20 yrs 40 yrs Inches Inrhes Inches

0.10 0.15 0.15 0.08 0.13 0.13 0.09 0.13 0.14 0.18 0.28 0.29

U.45 0.71 inches


-a- ~ .mm iw.i I

PWW

1.52

I.

0

S0

uL -o0

0 o

z o

0

r-4

0 2

0 P1 z

-T

0

r% z

2

0

r

C

0 0 z 2 0

0 ~0

0 z

0

0 0 a1

r

0 C:

-4 0 z

U)

(A

-4 0

2• z :6 M

m 0

o

(A

-4

z

0 M

0 0

Total w

rn "0 P1

0.68

C /

T otal n 0.45

r4 -I N0

-


Bz DIZ=

8.70 ksf

1.30 ft 8.00 ft

yt" L=

Em..=

80.00 pd GWVT> 100 ft below grade1.30 ft (Square)

3780 ksf - From Table 1 Calc 05996.01-GIRI-o1 Ray 1

pto0

1.49 "

STRESSES BENEATH FOOTING: LAYER AH MI,,t m n I,•,. I,,,,w Ao o,

ft It kaf it kaf kuf 1A 0.65 8.33 0.67 0.32 2.00 2.00 0.232 0.93 7.49 8.16 1B 0.65 8.98 0.72 0.98 0.67 0.67 0.121 0.48 3.90 4.62 IC 1.30 9.95 0.80 1.95 0.33 0.33 0.045 0.18 1.44 2.24 ID 1.30 11.25 0.90 3.25 0.20 0.20 0.018 0.07 0.58 1.48

Note: aw • ze x A Ao, (q - TyV)x , xI. 4 x I,. + AG, I.. a f(m & n) based on Fig 3.40 In Des(1995), where: m=b/z,., bB2 n z Nl., where I-Lr2

ELASTIC SETTLEMENTS: LAYER AH Mo' I E E 9,W Ap1,.. AH x 12 In./t xe

ft luf % E. ksf % Inches 1A 0.85 7.49 1.000 0.08 314 2.389 0.19 E/E. z0.083 for a : 1% 1B 0.65 3.90 1.000 0.08 314 1.244 0.10 iC 1.30 1.44 0.080 0.48 1828 0.079 0.01 ID 1.30 0.58 0.020 0.78 2877 0.020 0.00

Total - 0.30 Inches Note: *ew m Ao, I E Assume: E/ Em. Based on G/Gm,,. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; i.e., E = 2 x (l+p) G

PRIMARY CONSOLIDATION SETTLEMENTS: LAYER AH a,, o, A

ft 0.65 0.65 1.30 1.30

kaf 0.67 0.72 0.80 0.90

kIf Inches 8.16 0.41 Note: 4.62 0.09 2.24 0.10 1.48 0.05

Total * 0.64 Inches

6.00 ksf =Maximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-Ol. Rev 1

0.294 = CR. See p 4 Calc 05998.01-G(B)-05, Rev 0 0.014 - RR, See p 4 Calc 05996.01-G(B)-05, Rev 0

��a.w1�T I.

-.1 OW t & to K,

0

0 dL0

z 0

0

0

-4

0

J

0

P1

z

0

C 17

0 z

-4

0

r1% z

0

D

C)

r

¢0• o

I-)

0

0 z

P.

z r

U)

0

0

0 P1

(n -1 0 z P1

-4

P1

z

0 2

-t

z

0 .5

1A 16 Ic ID

.5

0

//

S....tm- ay = AH x 12 in./ft] x [RR x Log (a.. / a.) + CR x Log (aq, s.,p)]


Potd

yt = 80.00 pcf

E.

GVVT > 100 It below grade1.30 ft (Square)

3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev 1SECONDARY SETTLEMENTS: LAYER AH o at a

A Secondary Settlemen

C. 4.64 7.02

nt a 12 In./ft x C, x Logio(At In min)

7.32 = Log10(40 yrs x 525,960 min/yr)

%ILog Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Yrs


0.697

0.139 0.037 0.027

0.25 0.05 0.03 0.02

Total m 0.35

0.38 0.06 0.04 0.030.53

0.40 0.06 0.04 0.030.55 Inches

C, - rate of secondary compression & Is f(oajmpp) - From Figure 2 in Calc 05996.01-G(B)-05, Rev 0

525.960 min - 1 yr = 365.25 days x 24 hr/day x 60 mlndhr 43,830 min/month a 525,960 mn/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH Zb z

ft ft ft 1A 0.65 8.33 0.32 1B 0.65 8.98 0.98 1C 1.30 9.95 1.95 1D 1.30 11.25 3.25

Apotmio

Inches 0.19 0.10 0.01 0.00

Appf•), Inches

0.41 0.09 0.10 0.05

A Secondary Settlement I month 20 yrs 40 ym

Inches 0.25 0.05 0.03 0.02

Inches 0.38 0.08 0.04 0.03

Inches 0.40 0.08 0.04

0.05 0.02 0.03 0030u10Im U.30

Total =

0.54 0.53 0.55 inches


Dr,

8.70 ksf 1.30 ft 8.00 It

ft

p

1.49 "

IA 1B IC 1D

kof

8.18 4.62 2.24 1.48

0.65 0.65 1.30 1.30

1.36 0.77 0.37 0.25

Note:

C:

0

z

-4

in

0 2 M

W

ii,

€-4

M "lT'

'T z

0

0

0 0

-u

-4

0

Nm 11 UWW

t!(

0.35

Sm •qJp

4~~~~~~~ a 46 to CO ~~ ,.e.


B= Dj

6.80 kst

2.00 ft 8.00 ft

yt= L=

Em.,.u

80.00 pcf GWT" 100 ft below grade 2.00 ft (Square)

3780 ksft- From Table 1 Calc 05996_01-flfR•-n1 R~ 1

-. N 6-.

1.501"

STRESSES BENEATH FOOTING: LAYER AH zaoft,. a" m n A6, Vat

ft ft ktf Rt klf kef 1A 1.00 8.50 0.68 0.50 2.00 2.00 0.232 0.93 5.73 6.41 16 1.00 9.50 0.76 1.50 0.67 0.67 0.121 0.48 2.98 3.74 iC 4.00 12.00 0.96 4.00 0.25 0.25 0.027 0.11 0.67 1.63 ID 4.00 16.00 1.28 8.00 0.13 0.13 0.007 0.03 0.18 1.46

Note: oa" W x "ft X, - (q -D)xlI•,r I ",, 4 x I1,. , Ao I,, a f(m & n) based on Fig 3.40 In Das(1995), where: m=b/zk, b•B2 n * Vzi, where IsL/2

ELASTIC SETTLEMENTS: LAYER AH Aav , allumd E E es" Ap. AH x 12 In./ift x e,,

ft kf % E. ksf % Inches 1A 1.00 5.73 1.000 0.08 314 1.826 0.22 E/Em z =0.083 for e z 1% 16 1.00 2.98 0.550 0.14 543 0.549 0.07 IC 4.00 0.67 0.025 0.73 2753 0.024 0.01 ID 4.00 0.18 0.005 0.91 3455 0.005 0.00

Total * 0.30 Inches Note: u *Aa, I E Assume: E / E,,, Based on G/G,. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; L.e., E - 2 x (l+p) G

PRIMARY CONSOLIDATIOI LAYER AH a,"

ft kof 1A 1.00 0.68 18 1.00 0.76

IC 4.00 0.96 ID 4.00 1.28

N SETTLEMENTS: a,1 • [,H x 12 in.ft] x IRR x Log (a,,, Im) + CR x Log (oA, s•,)j kof Inches

6.41 0.26 Note: 6.00 kif -Maximum past pressure from o 3.74 0.12 See p 7 Calc 05996.01-G(B)-01, Re 1.63 0.15 0.294 a CR, See p 4 Calc 05996.01-G(B)-I 1.48 0.04 0.014 z RR, See p 4 Calc 05996.01-G(B)

Total * 0.57 Inches

onsolldation tests vl 05, Rev 0 05, Rev 0

iqmam�.uhmWISl57

0.

C) I

-1 0 z U)

Xl -4

0

z

-4

IP

IE

0

z

z

0

0 :0

0 z

-4 4P LA Jý tA

l

A~~~~t W N P4 . i . , S ~ ~ ~ ~ ~ L WA WW to 0to W 4A 44D N N 1 ~*~ N - 0 0 ~d PA I ' 1 . -

@� �R A w p.� -


D,=

6.80 ksf 2.00 ft 8.00 ft

SECONDARY SETTLEMENTS: LAYER AH oV

ft

1A

lC

ID

1.00 1.00 4.00 4.00

ksf

6.41 3.74 1.63 1.46

Y, = L= F_.=-

80.00 pcf GWT > 100 It below grade 2.00 It (Square)


A Secondary SeWeme

C. 4.64 7.02

1.5ota 1.50 "

nt a 12 In./ft x C, x Log1o(At In min) 7.32 - Logo(40 yrs x 525,960 miryr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yr In 40 Ym


0.414 0.051 0.029 0.0270ota1 -

Note:

0.23 0.05 0.06 0.060.40

0.35 0.07 0.10 0.090.61

0.36 0.07 0.10 0.100.63 Inches

C, rate of secondary compression & Is f(aqdo,,) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min = 1 yr = 365.25 days x 24 hr/day x 60 min/hr

43,830 min/month - 525,960 milnyr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH 'a Z.

ft ft ft 1A 1.00 8.50 0.50 1B 1.00 9.50 1.50 IC 4.00 12.00 4.00 ID 4.00 16.00 8.00

Inches 0.22 0.07 0.01 0.00

I oral- u.30

AS Apww,,y I month Inches Inch*s

0.26 0.23 0.12 0.05 0.15 0.06 0.04 0.060.57 0.40

econdary Settlement 20 ym 40 ymInches

0.35 0.07 0.10 0.090.61

Inches 0.36 0.07 0.10 0.100.63 inches

Total,

. & 1b~ a . fJ4Ea.q


Pu U .1

p

ul ,0

0

z

0

z M

3,

o

0P

0 z

m z -4

-4! C

CO M M

0 p,

rn

0

>

..0 z

cn

0

%JG 0 C

00

0

-Ic -0

0 2

0 0

a -I

-4 0 z M

o

M -4

0)

z

0 M

"1W G) rn

0 L* & t ba , --

'-

0 -0- -W 0 a t


80.00 pcf

3.00 ft (Square)GWT > 100 It below grade 1.511"

6t= 8.00 It E = 3780 kst- From Table I Calc 05996.01-G(B)-01, Rev 1

STRESSES BENEATH FOOTING: LAYER AN o,. ft m n I,, I.,w Aao ,vf

ft ft kef It kef ksf 1A 1.50 8.75 0.70 0.75 2.00 2.00 0.232 0.93 4.61 5.31 10 1.50 10.25 0.82 2.25 0.67 0.67 0.121 0.48 2.40 3.22 IC 4.00 13.00 1.04 5.00 0.30 0.30 0.037 0.15 0.74 1.78 ID 4.00 17.00 1.38 9.00 0.17 0.17 0.013 0.05 0.25 1.61

Note: oam, - Zr.wx Tt Aov (q -yD) x ,,4x, la,,,,, = + A 1=,w af(m & n) based on Fig 3.40 in Das(1995), where: m-b/z%, b=BI2 n = Iz, where I=L/2

ELASTIC SETTLEMENTS: LAYER AN AV, Ca,,,,d E E es., Ap- oAH x 12 inJft x e,

ft kof % E ksf % Inches 1A 1.50 4.81 1.000 0.08 314 1.470 0.26 E/E-m = 0.083 for a > 1% 1B 1.50 2.40 0.300 0.21 796 0.302 0.05 IC 4.00 0.74 0.028 0.71 2690 0.028 0.01 1D 4.00 0.25 0.007 0.89 3362 0.007 0.00

Total 0.34 Inches Note: s *AoI E Assume: E I EF-l. Based on GIG, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E a 2 x (1+,j) G

PRIMARY CONSOLIDATIOI LAYER AN O,,,

ft ksf 1A 1.50 0.70 1B 1.50 0.82 IC 4.00 1.04 ID 4.00 1.36

N SETTLEMENTS: yr App = [AHx 12 in.tftJx [RRx Log(oI) + CR x Log (asp)j

kaf Inches 5.31 0.22 Note: 6.00 ksf -Maximum past pressure from Ca 3.22 0.15 See p 7 Calc 05996.01-G(B)-O0. Rei 1.78 0.16 0.294 = CR. See p 4 Calc 05996.01-G(B)-( 1.61 0.05 0.014 = RR, See p 4 Calc 05996.01-G(B)-(

Total - 0.58 Inches

onsolidation tests vl )5, Rev 0 )5. Rev 0

W s, I.

6.60 ksf

3.00 It

-d * & IA N -

.T-I-. -p.

0 iLl -o

0 0 *O

0 Z 0

0 z

z

0

z

0

0 C

-D

0

I C

-4t

r

z z 0

"0

0 z r

0 a 0

0

0 z "I" Il

-4

0 2

M

m) U

0 M

z~

"-u V r>

m-'Ir''""-uM'umwmtp,,m..ue m w ,n,

"-4 OW 0t &. W, M --

/

q -

B=yt"

L=

& S, 4, to 4A to to Lo to to NNNo M 0~ to .4 ob to N A t 0 40 -JSe 0 *f . roA~ L 0 a -


5.60 ksf 3.00 ft 8.00 ft

L=

E -m

80.00 pcf GWI > 100 ft below grade 3.00 ft (Square)

3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev I

a'- LO ^ W 4

pelotd

1.51 "

SECONDARY SETTLEMENTS: LAYER AH Olt


140", C. 4.64 7.02

nt = 12 In./ft x C, x Log1o(At in min)

7.32 a Log10(40 yrs x 525,960 mln/yr)

kaf

5.31 3.22 1.76 1.61



0.89 0.54 0.30 0.27

0.238 0.082 0.030 0.028

0.20 0.05 0.07 0.06

I011 U.03

0.30 0.08 0.10 0.10

0.10 0.100.68

0.31 0.06 0.10

0.60 Inches

C, n rate of secondary compression & Is f(adavp) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min a 1 yr m 365.25 days x 24 hr/day x 60 min/hr 43,830 min/month , 525,960 mnt/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH N Zno

ft ft ft 1A 1.50 8.75 0.75 1B 1.50 10.25 2.25 iC 4.00 13.00 5.00 ID 4.00 17.00 9.00

Aph

Inches 0.26 0.05 0.01 0.00

I owl m U.44

Appfmy Inches

0.22 0.15 0.16 0.05

A Secondary Settlement I month 20 yrs 40 yrsInches 0.20 0.05 0.07 0.080.06-0.10 0.10

Indhes 0.30 0.06 0.10

U.05

Inches 0.31 0.08 0.10

0.50 Inches


B6=

Dj=

ft

1.50 1.50 4.00 4.00

IA 18 1C IO

Note:

0

0 z 0,

-1

U)

-4 0 z m t1

m M

U)

I1~

m 2

z

0 0

Total =

A a aIgg7

0.38 0.58

t

€

h & a & a & W W W W W " N W N W W N N N - - -m CP 81 W " - 0 . a -d 0 A a, W N - 0 .n a -4 0 0 ~ ^ P - 0 W -; . 4 -Z

6. -% .- 0 N -


De =

4.70 ksf 4.00 It 8.00 ft

"= = 80.00 pcf GWT > 100 ft below grade L = 4.00 ft (Square)


1.511"

STRESSES BENEATH FOOTING: • LAYER AH e a" Z• m n I . ,, A0, OW

ft It kof ft kIf kaf 1A 2.00 9.00 0.72 1.00 2.00 2.00 0.232 0.93 3.78 4.50 18 2.00 11.00 0.88 3.00 0.67 0.67 0.121 0.48 1.97 2.85 1C 4.00 14.00 1.12 6.00 0.33 0.33 0.045 0.18 0.73 1.85 10 4.00 18.00 1.44 10.00 0.20 0.20 0.018 0.07 0.29 1.73

Note: t a"ZVrXTt Aa, a(q -l•y) x le Izurw 4 ! o + A0. " - f(m & n) based on Fig 3.40 In Das(1995), where: m=b/zh, buBM2 n - I/z•, where IL/2

ELASTIC SETTLEMENTS: LAYER AH AN E E sma A=H x 12 InJft x e.,,

ft kef % E. kof % Inches 1A 2.00 3.78 1.000 0.08 314 1.203 0.29 E/E. z 0.083 for e % 1% 16 2.00 1.97 0.150 0.35 1326 0.148 0.04 1C 4.00 0.73 0.025 0.73 2753 0.026 0.01 ID 4.00 0.29 0.010 0.86 3262 0.009 0.00

Total " 0.34 Inches Note: ,i *, I E Assume: E I Ef., Based on G/G.. from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of SecUon 1.3


PRIMARY CONSOLIDATION SETTLEMENTS:LAYER AN n_ Apow,rv a [AH X 12 in./ff] x [RR xLog (cw I oj + CR x Log (ow 0s,.))

Inches

0.27 Note: 6.00 kif =Maximum past pressure from o 0.17 See n 7 Calc 05998o1-f•hRIh-1 Re

0.15 0.05 0.64 Inches

xnsolldation tests -

0.294 a CR. See p 4 Calc 05998.01-G(B)-05, Rev 0 0.014 a RR, See p 4 Calc 05996.01-G(B).05. Rev 0

I.

0 C

0 z

-4

4,)

0 2

M

r'i M

z a

-4

a

z

1A I B

IC 1D

ft 2.00 2.00 4.00 4.00

kof 0.72 0.88 1.12 1.44

kef 4.50 2.85 1.85 1.73

Total"

I,

o W o to OLo to CR W W to 4 M pa N N ' tA WRb q N - 0 q 4 U C 4 C R & N 0 0 ; *.-4 C 4 C 0 40 CD -4


q = 4.70 ksf B= 4.00 ft Df= .00o f


LAYER AH aw aN/a0m

.= F_1=

80.00 pcf GWT > 100 ft below grade 4.00 ft (Square) 3780 ksf- From Table I Calc 05996.01-G(B)-01, Rev 1

A Secondary Settieme

C. 4.64 7.02

nt = 12 In./ft x C, x Logi0(At In min)

7.32 - Logo(40 yrs x 525,960 minyr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yr. In 40 Yrs


0.128 0.051 0.031 0.029

0.14 0.06 0.07 0.07

Total u 0.33

0.22

0.09 0.10 0.10

0.50

0.23 0.09 0.11 0.100.53 Inches

C,, rate of secondary compression & Is f(o,/,,) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr = 385.25 days x 24 hr/day x 60 mln/hr

43,830 mIn/month = 525,960 mWryr 12 months/yr

SUMMARY OF LAYER AH

ft IA 2.00 1B 2.00 lC 4.00 1D 4.00

SETTLEMENTS:

Ift 9.00 11.00 14.00 18.00

Zoo It

1.00 3.00 6.00 10.00

AO - -,

Inches 0.29 0.04 0.01 0.00

APww,,v

Inches 0.27 0.17 0.15 0.05

A Secondary Settlement I month 20 yr 40 yr Inches Inthes Inches

0.14 0.22 0.23 0.06 0.09 0.09 0.07 0.10 0.11 0.07 0.10 0.10

1.o3a e U.M4

Total ,

U.64 U.5U 0.53 inches


ft

0

1.51 "

1A 16 1C ID

2.00 2.00 4.00 4.00

kof

4.50 2.85 1.85 1.73

0.75 0.47 0.31 0.29

Note:

C,

I

0

0

z-4

In

0 2 m

m

T

"-4

z

z

2

0

0

z

a.. �1�uI

0 to a W

//

0.33

Ch ow "' W W W Ws W W W W N N N N t,I N N N N - - - -as s Aus -0 soa -d 40 W 4, N - o AD a -4 Ms 4A T W N -0 G~ ; :~a s&u .J dS 0 & .W t -


8 = D, =

3.60 ksf

6.00 ft 8.00 ft

L= E=


3780 ksf - From Table 1 Calc 05996.01-cGIRn-n1 RPy 1

PWotW

1.52"

STRESSES BENEATH FOOTING: LAYER AH ZNft a," zf m n I. I. ACV, 0,1

ft ft kIf ft kIf kIf 1A 3.00 9.50 0.76 1.50 2.00 2.00 0.232 0.93 2.66 3.42 16 3.00 12.50 1.00 4.50 0.67 0.67 0.121 0.48 1.38 2.38 1C 6.00 17.00 1.36 9.00 0.33 0.33 0.045 0.18 0.51 1.87 10 6.00 23.00 1.84 15.00 0.20 0.20 0.018 0.07 0.20 2.04

Note: a", W z won t x A A , z"(q -y ) x Il , . I,,w u 4 xL .a a a, + A 0, I=,, = f(m & n) based on Fig 3.40 In Das(1995), where: m=blz•, b6B2 n a Vz, where 1-1./2

ELASTIC SETTLEMENTS: LAYER AH Aav reum , E E Ap .&pw = AH x 12 inift x c,,,

ft kof % Ennu ksf % Inches 1A 3.00 2.66 0.400 0.18 666 0.400 0.14 E/E,.. a 0.083 for e > 1% IB 3.00 1.38 0.070 0.51 1942 0.071 0.03 IC 6.00 0.51 0.015 0.80 3037 0.017 0.01 1D 6.00 0.20 0.005 0.91 3455 0.006 0.00

Total u 0.19 Inches Note: ew "Ae, I E Assume: E I E-e Based on G/IG, from Geomatrdx Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E n 2 x (l+p) G

PKIMARY CONSOLIDATION SETTLEMENTS: LAYER AH N" V, Appft

ft 3.00 3.00 6.00 6.00

ksf 0.76 1.00 1.36 1.84

ksf Inches 3.42 0.33 2.38 0.19 1.87 0.14 2.04 0.05

Total - 0.71 Inches

Note: 6.00 ksf =Maximum past pressure from consolidation tests See p 7 Calc 05996.01-G(B)-01, Rev 1

0.294 z CR, See p 4 Calc 05996.01-G(B)-05, Rev 0 0.014 z RR, See p 4 Calc 05996.01-G(B)-05, Rev 0

0 Lfl -,o

0"

0

0

z 0

2

:5

'JO

0

C 0

o

z f-

--I

z

0

0 z

0

0

0 2

C-)

I-,

0 z

I-4

o

0

2

z

0 m

p.

0

0 C

0 z. U) X

-4

�b - Maim, [

0 2 Mi

M

W' M

z

0)

0

0

0

1A 16

10

/

-= [H x 12 in.f] x [RR x Log (op •)+ CR x Log (awls, )I

0- L F4 0 4 U0 0 0 0 N -


3.50 ksf 6.00 ft 8.00 ft EF.

T, = 80.00 pcf GWT > 100 ft below grade L = 6.00 ft (Square)

3780 ksf - From Table I Calc 05996.01-G(B)-01, Rev 1SECONDARY SETTLEMENTS: LAYER AH ov owd,


C. 4.64 7.02

nt n 12 in./fm x C. x Log1 (At In min)

7.32 w Log1o(40 yrs x 525,960 minlyr)



0.069 0.040 0.031 0.034

0.12 0.07 0.10 0.11

Total 0.40

0.17 0.10 0.16 0.170.60

0.18 0.10 0.16 0.180.180.63 Inches

C, = rate of secondary compression & Is f(oa/hdpw) - From Figure 2 In Calc 05996.01 -G(B)-05, Rev 0 525,960 min - 1 yr - 365.25 days x 24 hrlday x 60 min/hr 43,830 mln/month - 525,9 min/yr

12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH ZN@& Z•

ft It ft 1A 3.00 9.50 1.50 16 3.00 12.50 4.50 1C 6.00 17.00 9.00 ID 6.00 23.00 15.00

Ap - -,

Inches 0.14 0.03 0.01 0.00

Total " 0.

Total =

App"" Inches

0.33 0.19 0.14 0.05

19 V.11

A Secondary Settlement I month 20 yrs 40 yrs


U.4U U.6u 0.63 inches


- �1n,

B= Df:

ft

p

p10oM

1.52"

1A 1B 1C ID

3.00 3.00 6.00 6.00

3.42 2.38 1.87 2.04

0.57 0.40 0.31 0.34

Note:

0

0 C:

-4

0 2 up

-4

cn -4 0 z

m I,

-4

m

2 z

2

z 0

T

z

0

0

0

0

I

& & 4k ^ & 6 W W W W Wi W W W W W W N N N N P * AU 0-C 0

-d 0 0O 0 ~*~A N~ ~*i iN-0t'I 0 t.* & fU -


B= Df=

2.70 ksf

8.00 ft 8.00 ft

L=

Em.=


3780 kef- From Table I Calc 05996.01-G(B)-01. Rev 1

Ptow

1.52"

STRESSES BENEATH FOOTING: LAYER AH ZNt a" m n 1,.w I

ft ft kof ft kof kef 1A 4.00 10.00 0.80 2.00 2.00 2.00 0.232 0.93 1.92 2.72 IB 4.00 14.00 1.12 6.00 0.67 0.67 0.121 0.48 1.00 2.12 1C 6.00 19.00 1.52 11.00 0.36 0.36 0.052 0.21 0.43 1.95 1D 8.00 26.00 2.08 18.00 0.22 0.22 0.022 0.09 0.18 2.26

Note: a,*" a x X T, • (q -yj) x jIw a 4 x Iag,( + AOv I..,. m f(m & n) based on Fig 3.40 In Das(1995), where: mzb/z%, b-B/2 n = I/z., where 1-1/2

ELASTIC SETTLEMENTS: LAYER AH AMV ,,ei, E E ES WN Apw,, = AH x 12 in./ft x eft,

ft kIf % E ksf % Inches 1A 4.00 1.92 0.125 0.39 1466 0.131 0.06 1B 4.00 1.00 0.038 0.65 2465 0.040 0.02 1C 6.00 0.43 0.013 0.82 3116 0.014 0.01 10 8.00 0.18 0.005 0.91 3455 0.005 0.00

Total a 0.10 Inches Note: sd *Aa, I E Assume: El Efl. Based on G/G,, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E = 2 x (1+p) G

PRIMARY CONSOLIDATION SETTLEMENTS: LAYER AH a". op AO06

ft kof kof Inches 1A 4.00 0.80 2.72 0.36 1B 4.00 1.12 2.12 0.19 IC 6.00 1.52 1.95 0.11 ID 8.00 2.08 2.26 0.05

Total * 0.70 Inches

n•=[AH x 12 in./ft] x [RR x Log (c,,. / a.,) + CR x Log (ow, s~w)]

Note: 6.00 kaf =Maximum past pressure from cc See p 7 Calc 05996.01-G(B)-01, Re•

fl 204 =, CR Ro nd fl4r f~lP.Q n.f:Inldrn1R.r

nsolidation tests

vl0 24- a v, See n 4

0.014 a RR, See p 4 Calc 0599M.01-G(B)-05, Rev 0

p.

0

r0 C

0 z CA

(4

0

i

rI

o

(A

o --4

z

z

0

0

0

z

W Kj=L

"-4 • Lit • •J0

f

I

0 W N - Oo S -4 0% U. 4A N - 00 C9 - 0, Lo pi 00 ND Go (0L A to1 - 0; 10 W

0 10 A (� eo -


Of=

2.70 ksf 8.00 It 8.00 It


LAYER AH oaw C

ft

1A 1B 1C 10

4.00 4.00 6.00 8.00

kaf

2.72 2.12 1.95 2.26

L= F_= a

80.00 pcf GWT > 100 It below grade

8.00 It (Square) 3780 ksf- From Table I Calc 05996.01-G(B)-01, Rev 1


C. 4.64 7.02

Plow

1.52"

nt z 12 In./ft x C. x Log,0 (At In min)

7.32 a Logi0(4 0 yrs x 525,9060 mln/yr)

%/Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yre In 40 Yre


0.45

0.35 0.32 0.38

0.048

0.035 0.032 0.038

Total

Note:

0.11 0.08 0.11 0.17

0.46

0.16

0.12 0.16 0.25

0.70

0.17 0.12 0.17

0.260.73 Inches

C, - rate of secondary compression & Is f(oaod.w) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 min - 1 yr = 365.25 days x 24 hr/day x 60 mninhr

43,830 mrn/month = 525,960 m/inyr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH N 2%

ft ft ft 1A 4.00 10.00 2.00 16 4.00 14.00 6.00 lC 6.00 19.00 11.00 ID 8.00 26.00 18.00

Inches 0.06 0.02 0.01 0.00

Apw,y Inches

0.36 0.19 0.11 0.05

0.70

A Secondary Settlement I month 20 yre 40 yreInches

0.11 0.08 0.11 0.17

U.46

Inches 0.16 0.12 0.16 0.25

0.70

Inches 0.17 0.12 0.17 0.26

0.73 inches


- *146*,

bear ______=

7-I-'

Ln 0 P'

9

0 :0

0

o

0

Ip

(A

-4

0 z

r-4

rn

-1

-4

M0 M

3>

-4

0 2

-4

0 2 2

W w

1:5

0

P.

r

!> I

--4

0 z 2 0

0

r-,4

0

X0

0 0

mr

Total""0) V

0. to a to 14

Total1 = 0.10

Ab & 0, & &i ±. 4,WWWWW N " N N N N N N N ;: aw 4A & '0. j - C a Ud &~ .' 40. W M - 0~ 0 -4 0' ca & to N - OW lag -4 (ft UA ai W 0 0 ~',


B:

B=

2.30 ksf 10.00 It 8.00 It

11 = L=

E.=-

80.00 pcf GWT > 100 ft below grade 10.00 It (Square) 3780 ksf - From Table 1 Calc 05996.01-G(B)-01. Rev I

Plow

1.48"

STRESSES BENEATH FOOTING: LAYER AH ZNnf oa, z• m n I Ao, G~f

It It kof It kof kaf 1A 5.00 10.50 0.84 2.50 2.00 2.00 0.232 0.93 1.54 2.38 1t 5.00 15.50 1.24 7.50 0.67 0.67 0.121 0.48 0.80 2.04 IC 5.00 20.50 1.64 12.50 0.40 0.40 0.060 0.24 0.40 2.04 ID 7.00 26.50 2.12 18.50 0.27 0.27 0.031 0.12 0.21 2.33

Note: a,, - zw. xT, Aa, (q-?,D,)xl, ly.. x4xl", o ao + Ao, "I "f(m & n) based on Fig 3.40 in Des(1995), where: mab/zf, bB/2 n Izz k, where I1IJ2

ELASTIC SETTLEMENTS: LAYER AH A0. CmN,,d E E Ap-- a AH x 12 In./ft x r

It kaf % E. ksf % Inches 1A 5.00 1.54 0.090 0.46 1727 0.069 0.05 1B 5.00 0.80 0.030 0.70 2652 0.030 0.02 lC 5.00 0.40 0.014 0.81 3075 0.013 0.01 1D 7.00 0.21 0.006 0.90 3405 0.006 0.01

Total " 0.08 Inches Note: oChm -Aa, I E Assume: E / E, Based on GIG,, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0, p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e., E = 2 x (1+p) G

PRIMARY CONSOLIDATIOI LAYER AH a"

ft klf 1A 5.00 0.84 1B 5.00 1.24 IC 5.00 1.64 ID 7.00 2.12

N SETTLEMENTS: or Apy z :AHX 12 in./fmJx IRRx Log (a,,.Ia,,) + CR x Log (awls,,))

kIf Inches 2.38 0.38 Note: 6.00 kaf =Maximum past pressure from a 2.04 0.18 See p 7 Calc 05996.01-G(B)-01, Re 2.04 0.08 0.294 a CR, See p 4 Calc 05996.01-G(B)-( 2.33 0.05 0.014 a RR, See p 4 Calc 05996.01-G(B)-(

Total a 0.69 Inches

onsolldation tests vl )5, Rev 0 )5, Rev 0

dl . Co

o0

z

2

0

z

.4

0

0

0 z

Wi *W*U= I

0k

o

f

0

o

z

z z

C)

;0

0

C,

-I0 z En 3: Ml

CA

0 z

m

z

r" rn

X'

0

0

o

-4 I,

I;mmur.Fmf • • Imrf

" " Flo, 0 *0 1, ,o 0 A 0- to

05 -4 (P 0 -i


2.30 ksf 10.00 ft 8.00 It

E1" L=

F.1=

80.00 pcf GWI > 100 ft below grade 10.00 It (Square) 3780 ksf- From Table 1 Calc 05996.01-G(B)-01, Rev 1

SEONUAIRY SETTLEMENTS:LAYER AH

ft

1A 18 1C 10

5.00 5.00 5.00 7.00

A Secondary Settlement

C. 4.64

kof

2.38 2.04 2.04 2.33

7.02

a 12 ln./t x C, x Logj0(At In min)

7.32 = Log,0(40 yrs x 525,960 mln/yr)

%"Log Log Cycles Log Cycles Log Cycles Cycle Time In I month In 20 Yrs In 40 Ym


0.040 0.034 0.034 0.039

Total =

0.11 0.09 0.09 0.15

0.45

0.17

0.14 0.14 0.230.68

0.17 0.15 0.15 0.240.240.71 Inches

C, = rate of secondary compression & Is f(oAr/aiw) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr - 365.25 days x 24 hr/day x 60 min/hr

43.830 mmn/month 525,960 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AH Zft

Rt It ft 1A 5.00 10.50 2.50 1B 5.00 15.50 7.50 1C 5.00 20.50 12.50 1D 7.00 26.50 18.50

Inches 0.05 0.02 0.01 0.01

Total " 0.

Total ,

Apft Inches

0.38 0.18 0.08 0.05

0.69

A Secondary Settlement I month 20 yr 40 yr Inches Indhes Inches

0.11 0.17 0.17 0.09 0.14 0.15 0.09 0.14 0.15 0.15 0.23 0.24U.45 U.68 0.71 inches


B= Dt =

S.

Plow.

1.48"

Note:

0

0

I

-r rr. 0 z

U) -4 0 z

W M

z w -e

m

0 0

0

0

-4 0

08

/

awr OvWUOmp

A A & to #A A 4A U1 L to to 0 LO M to N N "J M N N 00A& ( 0 o -4 01 0 a, to w - 0 40 a' - to ~ ( N - 0 I U -A W r4 - 0 ;0 ch Z; a- (A to4


B= Df =

2.55 ksf

10.00 ft 8.00 ft

Vt =

L= E.,.==



pesM

2.00"

STRESSES BENEATH FOOTING: LAYER AH Zpa ,a zf m n I, l. Aa, a

ft ft kof It kef kaf 1A 5.00 10.50 0.84 2.50 2.00 20.00 0.240 0.96 1.83 2.87 1B 5.00 15.50 1.24 7.50 0.67 6.67 0.167 0.67 1.28 2.52 1C 5.00 20.50 1.64 12.50 0.40 4.00 0.115 0.46 0.88 2.52 ID 7.00 26.50 2.12 18.50 0.27 2.70 0.082 0.33 0.62 2.74

Note: oa,. "ZW.,• x Y Ao, a (q-y )D.)xI-. = -4x"I,,, a -1 3o,+AG tow = f(m & n) based on Fig 3.40 In Des(1995), where: mzb/zft, bB/2 n = I/z,, where I=L/2

ELASTIC SEfTLEMENTS: LAYER AH Au, sm,,a E E ... W Ap. - All x 12 InJft x £,rm

ft kof % E. kf % Inches 1A 5.00 1.83 0.125 0.39 1466 0.125 0.08 16 5.00 1.28 0.062 0.54 2048 0.062 0.04 1C 5.00 0.88 0.034 0.68 2561 0.034 0.02 1D 7.00 0.62 0.022 0.75 2824 0.022 0.02

Total * 0.15 Inches Note: e,& a Av I E Assume: E I E Based on 0GI,,, from Geomatrix Calc 05996.01-G(P05)-1, Rev 0. p12/29 of Section 1.3

NOTE: E Is directly related to G; I.e.. E a 2 x (I+p) G


kof 0.84 1.24 1.64 2.12

0, Ap a AH x 12 in./ft x RR x Log (au,•)

kof Inches 2.67 0.42 Note: 6.00 ksf -Me) 2.52 0.26 See p 7 2.52 0.16 0.014 = RR, S. 2.74 0.13

Total u 0.37 Inches

xmum past pressure from consolidation tests Calc 05996.01 -G(B)-01. Rev 1 e p 13 Calc 05990.01-G(B)-03, Rev 1

V,0 Alt

]~ -WiWI I

0

0

z 0

0 P. r0

0

-4

0 z z P1 M

L.AYER AH a.

0

r0 C

0 z

U) M r-l

2

(-0 •-U

cc z

"./

0

On

n

-0

-o

z z 0

0

0 z

0

0 z M

M

zq w

G) 2 0

0

z

IA 16 1C ID

ft 5.00 5.00 5.00 7.00

'U 3, C)

P1 I.�i

!f

il,.

(

-- W P4 ± 10 WD 8, N 0 o a U - .0 t CD ",4 0 U a , -W

A � ___ ___________________

APPEN" DIXA C CALCULATION OF SETTLEMENTS BENEATH CENTER OF STRIP FOOTING

qB= D,=

2.55 ksf 10.00 ft 8.00 It

SECONDARY SETTLEMENTS: LAYER AH @,• 0

L= F-1=


3780 ksf - From Table 1 Calc 05996.01-G(B)-01, Rev I


F,,A/,,W C. 4.64 7.02

nt a 12 in./ft x C, x Logjo(At In min)

7.32 - Log10(40 yrs x 525,960 minlyr)%/Log Log Cycles Log Cycles Log Cycles

Cycle Time In I month In 20 Yre In 40 Yre (min) Inches Inches Inches0.047 0.043 0.043 0.049Total.

0.13 0.12 0.12 0.19

0.9 0.29 0.300.56

0.20 0.18 0.18

0.85

0.21 0.19 0.19

0.88 Inches

C, . rate of secondary compression & Is f(od,,pp) - From Figure 2 In Calc 05996.01-G(B)-05, Rev 0 525,960 mrin 1 yr 365.25 days x 24 hr/day x 60 min/hr

43.830 min/month 525,980 min/yr 12 months/yr

SUMMARY OF SETTLEMENTS: LAYER AZI Z%

ft ft ft 1A 5.00 10.50 2.50 1B 5.00 15.50 7.50 lC 5.00 20.50 12.50 1D 7.00 26.50 18.50

Inches 0.08 0.04 0.02 0.02

Appy Inches

0.42 0.26 0.16 0.13

A Secondary Settlement I month 20 yrs 40 yr Inches Indhes Inches

0.13 0.20 0.21 0.12 0.18 0.19 0.12 0.18 0.19 0.19 0.29 0.30

- A d A -- -� -� -� -- - --

U.56 U.85 0.88 inches


-' - 314am?

I ___________

It

ptlow

2.00"

1A 19

1C 1D

kIt

2.67 2.52 2.52 2.74

5.00 5.00 5.00 7.00

D~c

u 0

S2 0

0.45 0.42 0.42 0.46

Note:

0 r

rr

0

2

0

-4

z

.-4

z C 3 W rn

0

0 C 1

-r 0 z

U) M

0

f-'% 0 r z

0

0 %

0

> I-1r

z z 0

0

0 2 r.-4

(0

0 a o m

--t 0 z

-4 M

0 z

rn

z

o "0 o

--4

M

0

z

T t l oa 0.15

Total =

G) m

0.97

t /

e:

ALb-46LE SE-ARLI(J&% S-rTGGý OP C JAe iS SAFETY RELATED ...

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