10_IBM14T0012 URS Structural Calculations.pdf

INTERNATIONAL BOUNDARY WATER

COMMISION (IBWC)

PENITAS, TX

EDINBURG PUMP STATION

STRUCTURAL CALCULATIONS

URS Project: 41011964

Prepared by:

1515 Poydras St. Suite 2700

New Orleans, Louisiana 70112

(504) 586-8111 (phone)

(504) 599-5224 (fax) steve.ainsa Stamp

STRUCTURAL CALCULATIONS

TABLE OF CONTENTS

Quality Control Documentation (ITR)

Structural Design Document Report

Geotechnical Design Criteria

Load Analysis

Seismic Parameters ................................................................................................4.1

Wind Loads.............................................................................................................4.2

Floodwall Design

West Monolith – W1 ..............................................................................................5.1

West Monolith – W2 ..............................................................................................5.2

West Monolith – E1 ...............................................................................................5.3

West Monolith – E2 ...............................................................................................5.4

Floodwall Base Slab Design

Drilled Pier Analysis and Design

Gatewell Structure Design and Verification

Miscellaneous Designs

Wall Stem Design Verification ..............................................................................9.1

Steel Bollard Design ...............................................................................................9.2

End Wall Design .....................................................................................................9.3

Structural Quantities

100% Desi September

URS Gro

S4.4

G4.4.1

The proje integrate drainage in this se criteria d identify t comply;

The flood retaining foundatio Corps of

C4.4.2

The desig exceeds t

The stren structure Requirem shear. St factor va concrete Factor M Due to th water hea these me factored is 4,000 p

R4.4.3

Reinforc the maxim reinforcin 1110-2-2 greater th concrete ign Document r 2015 oup, Inc.

Structural D

General ect consists o d steel bolla structure to ction are the describe the s the governin and present dwall design g wall stem a ons. Analys f Engineer M

Concrete De gn of reinfor the factored ngth reductio s are in acco ments for Str trength redu lues contain hydraulic st

Method is use he relatively ad at the con mbers. Allo loads for des psi for all str

Reinforcing ing steel con mum flexura ng are based

2104, which han the prod cover provid tation Report

Design Fea of constructi ard wall and improve flo e basis for an structural sy ng design cod the design lo ned for the p and concrete is, design, an

Manuals.

esign rced concret loads impar on and load f ordance with ructural Con ction factor ned in the AC tructures liste ed, which inc infrequent n ncrete floodw owable overs sign. In gen ructures.

Steel nforms to AS al reinforcin d on ACI 318 specifies the duct of 0.002 ded will be a atures ion of appro the modifica ood control m nalysis and d stems and co des and tech oad cases fo roject consis base slab th nd detailing e structures rted on struct factors used h the Americ crete (ACI 3 values for d

CI Code are m ed in EM 11 cludes a load nature of floo wall structur stress values neral, the spe

STM A 615/

ng requireme 8-08. Temp e total area o 8 times the g as required i oximately 16 ation of an e measures at t design of the onstituent co hnical referen r the structu sts of a conti hat are suppo of these stru requires that tures per EM in the desig can Concrete 318-08), exc esign are 0.8 modified by

10-2-2104 (in d factor of 1.

oding in the es, a hydrau s for individu ecified 28-da

/A 615 M, G ent is 0.375 ρ erature and s of reinforcem gross cross-s n ACI 318 a

60 feet of new existing parti the site. The ese flood con omponents; l nces with wh ural and foun inuous inver orted by conc uctures follo t factored de M 1110-2-21 gn of conven e Institute (A cept the stren 85 for shear y the strength ncluding Ch .7 for both s area and un ulic factor of ual load com ay compress

Gr. 60, fy = 60 ρb. Minimum shrinkage re ment in both sectional are and EM 1110

Contrac Task w floodwall ially constru e structural c ntrol improv list material hich the desi ndation analy rted T-wall w crete drilled ow the Unite esign strengt 04.

ntionally rein ACI) Buildin ngth reductio and 0.90 for h requiremen hange 1). Th hear and mo nlikelihood o f 1.0 is used f mbinations ar ive strength

0 ksi. Per E m flexural re equirements faces must b ea of the sect 0-2-2104.

ct No. IBM09D Order IBM14

US

with an ucted gatewe criteria outlin vements. Th properties;

igns shall yses and des with a concr shaft deep d States Arm th equals or nforced conc ng Code on factor () r bending. L nts for reinfo he Single Lo oment design of persistent for the desig re applied to for concrete

EM 1110-2-2

equirements are per EM be equal to o tion. Clear

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ell ned he igns.

ete my crete for Load orced ad n.

gn of o the e (f'c)

2104, for or

S4.4.4

Steel des Institute Construc Common

Generally or primed

L4.4.5

4.4.5.1

Dead loa Society o construct walls, an used for t

A live lo Retaining ign Document r 2015 oup, Inc.

Steel Design sign shall uti of Steel Con ction Manual nly specified

Plates: A

Bolts and

Anchor B

Corrosion

Sheet Pile

Stainless y, componen d, painted, a

Loads

General Lo ads were dete of Civil Engi tion compon nd all perman these materi

Wa Se Fu Fu Fu Fu Rip Re Ste Gr ad surcharge g Wall, Con tation Report n Criteria lize EM 111 nstruction M

l. Load com d steels are as

ASTM A572,

d nuts: ASTM

Bolts: F1554 n stainless st es: ASTM A

Steel Embed nts that will nd sealed wi oading ermined in a ineers (ASC nents, includi nent non-rem ials.

ater (Fresh) mi-Compact ully Compact ully Compact ully Compact ully Compact prap einforced Co eel ravel e of 250 psf struction, an

10-2-2105, th Manual, 13th e mbinations sh s follows, un

, Grade 50;

M A325, min

4, Grade 55;

eel: ASTM

A572, Grade dded Anchor be exposed t ith epoxy co accordance w CE) 7-05 and ing foundati movable stati

Table 4-

Item ted Fill ted Foundati ted Foundati ted Backfill ted Backfill oncrete (Norm was applied nd Reverse L he allowable edition and th hall be in acc nless otherw

n. 3/4 inch; A

A304 (fresh e 50; and rs: ASTM A to the eleme oating (10 mi with applicab included the ions and wal ionary const

2. Unit We ion Soils, W ion Soils, Ef Soils, Wet Soils, Effect mal Weight) d at the prote Load Conditi e strength de the Allowabl cordance wit wise noted:

ASTM A49

hwater); AST

A276 or UNS ents will be e ils min).

ble engineeri e self-weigh lls, overburd truction. Tab eights

W

Wet ffective tive ected side in ions to accou

Contrac Task esign portion le Stress Des th EM 1110-

0;

TM A316 (s

S S21800.

either hot-dip ing manuals ht of all perm den pressures ble 4-2 lists

Weight [pcf] 62.4 62.6 62.6 the Design F unt for roadw ct No. IBM09D Order IBM14

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n of the Ame sign -2-2105.

saltwater);

pped galvan and Americ manent s, steel bolla the unit wei

Flood, Usua way traffic a

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erican nized can ard ights al and

100% Design Documentation Report Contract No. IBM09D0008 September 2015 Task Order IBM14T0012

URS Group, Inc. Page 18 USIBWC construction surcharge. See Section 4.7.1 for descriptions of Design Load Conditions that include surcharge.

Structures were designed for lateral and vertical pressures from the surrounding water and soil.

Lateral soil pressures have been computed using the single wedge method as described in EM 1110-2-2502, Chapter 3. Hydrostatic loads used for the design refer to the vertical and horizontal loads induced by a static water head and buoyant pressures. The uplift load used for the design of the Western monoliths is the Impervious Uplift Condition, which assumes pressure varies uniformly across the base and is interrupted by the fully impervious cut-off wall located beneath the base slab. The Eastern monoliths are designed for uplift loading using a Pervious Uplift Condition as no seepage cut-off wall is required. A design check was also performed to verify the foundation design using either impervious or pervious condition.

4.4.5.2 Wind Loading

Wind loading is considered in the I4a – Construction and I4b – Wind Load cases with full wind load applied acting from the protected side on the face of the floodwall and steel bollard wall.

The bollard wall was assumed to act as a solid free-standing sign, and wind pressures were calculated per ASCE 7-05 guidelines. The wind pressures were calculated with a basic wind speed of 100 miles per hour – 3-second gust and exposure category "C". The importance factor for wind used in the design is 1.0.

4.4.5.3 Seismic Loading

The design earthquake load condition for the floodwall structures is the Maximum Design Earthquake (MDE), as specified in EM 1110-2-6053. The MDE ground motion has a 10% chance of being exceeded in a 100-year period and is specified to have a return period of 950 years. Seismic forces associated with the MDE are considered extreme loads. Earthquake loads are combined with other loads that are expected to be present during routine operations. Seismic design coefficients for the MDE are given at: http://earthquake.usgs.gov/hazards.

Seismic coefficients using Peak Ground Accelerations and USGS design response spectra based on 2005 ASCE 7 Site Class D values are:

SS = 0.0155

SDS = 0.0165

S1 = 0.0055

SD1 = 0.0088

PGA = 0.0086

R = 3

I = 1.0

C

G4.4.6

4.4.6.1

The unit above the water tab

4.4.6.2

The follo loads are density ti to determ minimal that activ

L

4.4.6.3

Seismic s

Seismic l Seismic d seismic a

For the M segments potential some ins liquefied

4.4.6.4

Erosion c proposed foundatio rap may b ign Document r 2015 oup, Inc.

CS = 0.01

Geotechnica

Vertical Lo weight of th e water table ble, the subm

Horizontal owing soil pr e determined imes the resp mine the forc amount of m ve and passiv

Levee/Floodw Ka = 0.42 Ka = 0.57 Kp = 1.19 Ko = 0.80

Seismic Pr soil pressure lateral loads design proce acceleration

MDE, the ear s when consi is not accou tability coul d surrounding

Erosion Co control prote d final grades ons, a 2-ft m be used alon tation Report al Design Pa ads he soil is use e, the saturat merged buoya

Loads ressure coeff d using equiv pective press ces acting on movement an ve pressures wall Backfil (horizontal) (3H:1V slop essure Coe es have been from the so edures outlin of the concr rthquake loa idering allow unted for in t ld occur at th g soils.

ontrol Prote ection at the s and slopes minimum soil ng with the s arameters d to calculat ted unit weig ant weight o ficients were valent fluid p sure coeffici n the wall for nticipated at will not dev ll ping backfil efficients n calculated a

Kh = 0.013 f il are applied ned in ASCE rete wall stru ad conditions wable overst the structura he drilled pie ection pier-support . To minimi l cover is ma soil cover at te the vertica ght is used.

of the soil is e used for ca pressures det ient. The "at r the design the wall stem velop in the s l) according to for soil with d to the wall E 7-05 are ad ucture.

s (I3a and I3 tress factors al design. If ers due to the ted walls is r ize the possi aintained at t the flood an al loads exer When the so used.

alculating the termined by at-rest" press of the drilled

m. Moveme soil.

o the Monono h = 24° l per the Mo dopted to cal

3b) do not go per USACE liquefaction e increase in required in s ibility of sco the flood sid nd river sides

Contrac Task rted by the so oil is submer e lateral load the combina sure coefficie d pier found ents are assu obe-Okabe f ononobe-Oka lculate the lo overn the des E methodolog n occurs, it is n unbraced le some locatio our at the flo de of the wal s of the wall ct No. IBM09D Order IBM14

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oil. For soil rged below t

ds. Horizont ation of soil ent (Ko) is u dations due to umed to be su formula usin abe equation oad effects o sign of any w

gy. Liquefa s expected th ength caused ons due to th oodwall

ll. Protectiv in some

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l the tal unit sed o the uch ng:

n.

of the wall action hat d by he e rip-locations IBWC fo

D4.5

W4.5.1

The struc wall segm segments recomme plans. A flow.

The T-wa with wate Easternm base slab monolith 16’-6” w provided West wal exception the wall a ign Document r 2015 oup, Inc.

s, depending or maintenan

Design of F

Wall Section ctural wall d ments consis s all have de ended station

A continuous all segments erstops. The most monolit b elevation to h, the wall he wide at all mo d at the flood lls and Easte n of 16’-4” r as per the Ci tation Report on soil cond nce related is

Floodwalls ns design for the sting of two, ep foundatio n limits, elev cement cut-s are compos e T-wall stem

th. The East o meet gradi eight is 16’-4 onoliths. To d side of the w ernmost wall required wal ivil site grad ditions and l ssues at the p e project incl forty foot m ons consistin vations, and -off wall is re sed of concre m heights ar t monolith cl ng requirem 4” high and o minimize th wall. The pr

l. The East m ll height. Th ding and drai evee slope.

pumphouse a ludes two re monoliths at ng of reinfor concrete env equired at th ete monolith e 14'-4" high losest to the ments at and a 1’-8” thick.

he possibility roposed wal monolith ne he finished g inage layout

Rip-rap sur and floodwa einforced con each segmen rced concrete velope dime he West side hs separated h and 1'-8" t pumphouse around the p The concre y of scour, 2 ll section is s arest the pum grades vary a t.

Contrac Task rfacing was a all site.

ncrete invert

nt. The prop e drilled pier nsions are p e walls to mi by 1/2-inch thick at the W required a 2 pump house.

ete base slab 2-ft minimum shown on Fi mphouse is s at the flood a ct No. IBM09D Order IBM14

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also requeste ted T-shaped posed wall rs, and presented in t nimize seep expansion j West walls a 2’-0” drop in

At this is 2’-6”deep m soil cover igure 4-1 for similar with and river sid

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ed by d the age oints and n p and is r the the des of

URS Group, Inc. Page 21 USIBWC

Figure 4-1. Proposed Pier-Supported Floodwall

L4.5.2

Table 4-3 illustrate soils are uniform d wall. A d or pervio

C4.5.3

In this ca establish usual loa of Case I with no p the top o wall due

C4.5.4

In this ca Case I1 b defined a condition into case base slab ign Document r 2015 oup, Inc.

Load Cases

3 shows the s the load ca assumed to b distribution design check ous condition

Case

I 1a

I 1b

I 2a

I 2b

I 3a

I 3b

R 1

R 2

R 3

Case I1 Desi ase, the back ed by H&H ad condition I1; Case I1a ponding, wh f the soil on to traffic an

Case I2 Wate ase, overtopp but assumes as the minim n for the min s I2a and I2b b and up to th tation Report hydraulic co ases used in t be impervio for uplift pre k was also p n.

Table 4-3. P

Design Flood

Design Flood

Water to WS

Water to WS

Earthquake F

Earthquake P

Floodwall Us

Reverse Floo

Reverse Floo ign Flood L kfill is in plac studies, and for the mini assumes tha ile case I1b the protecte nd equipment er to Top of ping of the w the floodwa mum WSEL + nimum safety b with water he top of the onditions ass the design o us at the cut essures whic erformed to

Phreatic Co

Descriptio d, WSEL d, WSEL

EL+Freeboard

EL+Freeboard

FS

PS

sual + Surcharg odwall Conditio odwall Conditio oading ce, riverside d uplift is act mum safety at the water o assumes the ed side. A su t on the road f Wall wall by the w ater elevation + 3 ft of free y factors per r surface on e soil, respec sumed for ea of the T-wall t-off wall loc ch vary at th verify the fo onditions for on d d ge on on + Surcharge water eleva ting beneath factors per E on the protec e water on th urcharge loa dway and is i water is consi n to be at the eboard. Case r EM 1110-2 the protected ctively.

ach of the de

ls. Since the cation, the w he flood and oundation de r Floodwall

HF

WS

WS

WSE

WSE

BO

BO

BO

BO

e BO ation is at the the structure

EM 1110-2-

cted side is a he protected ad is also pos included in t idered. This e Design Pro e I2 is classif 2-2502. As in d side assum

Contrac Task esign cases.

e foundation walls are desi protected sid esign using e l Design

FW H

SEL B

SEL T

EL+FB B

EL+FB T

OF B

OF B

OF B

OF B

OF B

e minimum W

e. Case I1 i -2502. Ther at the bottom side is allow ssible on the the design.

case is a sim otection Elev fied as an un n case I1 it i med to be at t ct No. IBM09D Order IBM14

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Table 4-4 and backfill igned assum des of the cu either imperv

HPW

BOF

TOS

BOF

TOS

BOF

BOF

BOF

BOF

BOF

WSEL

s classified a e are two su m of the footi wed to rise up e landside of milar conditi vation which nusual load is also divide the bottom o

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l ming a ut-off vious as a ubsets ing p to f the ion to h is ed of the

URS Group, Inc. Page 23 USIBWC

Table 4-4. Load Combinations for Structural Floodwall / Retaining Wall Design

Load Case Load Combination Dead Hydrostatic Uplift Soil Wind Surcharge Seismic

Factored Load

Pile Design Allowable Overstress

I 1a Design Flood X X X X X 1.70 0%

I 1b Design Flood w/ Ponding (Impervious)

X X X X X 1.70 0%

I 2a Water to Top of Wall X X X X 1.28 33%

I 2b Water to Top of Wall w/ Ponding X X X X 1.28 33%

I 3a Earthquake FS X X X 1.28 33%

I 3b Earthquake PS X X X 1.28 33%

I 4a Construction X X X 1.45 16.17%

I 4b Wind X X 1.28 33%

R 1 Floodwall Usual + Surcharge X X X 1.70 0%

R 2 Reverse Floodwall X X 1.70 0%

R3 Reverse Floodwall + Surcharge X X X 1.70 0% Note 1: Concrete design is performed according to the single load factor method specified in Section 3-3 of EM 1110-2-2104, Change 1, "Strength Design for Reinforced Concrete Hydraulic Structures." See Subsection 3-3.d., for load factors for the Earthquake Condition. For load conditions classified as unusual or extreme, the factored load Uh is reduced by a reduction factor, which is 0.75 for unusual and extreme cases. The reduction factors are incorporated in the single load factors listed in the chart.

URS Gro

C4.5.5

Case I3 c is classifi and is ba seismic f wall. Ca where the load case

C4.5.6

This cond temporar classified There are the wall w on the ba wall in th full wind

C4.5.7

This load retaining partially to water are not co wall due treated as

C4.5.8

Case R2 that occu soil back This load floodwal slab. Ad higher "a design.

C4.5.9

This case side of th protected ign Document r 2015 oup, Inc.

Case I3 Eart considers ear fied as an ext ased on the M force is actin ase I3a is che e load is acti es I3a and I3

Case I4 Cons dition occur ry loads such d as an unusu e two subset with full bac ack of the flo he temporary d pressure ac

Case R1 Floo d case is one g wall. The b saturated, su are applied.

onsidered sh to traffic an s a usual loa

Case R2 Rev is a subset lo urs as the soi kfill is higher d condition i lls due to the dditional "rev at-rest" press

Case R3 Rev e is the same he wall. The d side. All so tation Report hquake Loa rthquake loa treme load c

MDE. In gen ng from the p ecked where ing from the

3b do not con struction an s when the f h as strong w ual load con s of Case I4 ckfill in plac oodwall and y partially co cting with the odwall Usu of the critic backfill is in urcharge loa This case a hort-duration nd equipment ad condition verse Flood oad case of R il slopes dow r on the floo ncludes the e maximum h verse" overtu sure on the w verse Flood e as Case R2 e surcharge i oil heights a ading ading conditi condition for neral, there a protected (la the load is a e flood side.

ntrol the desi nd Wind Sh floodwall is u winds or con dition for th to account f

ce. By inspe bollard wall onstructed co e soil backfi al Loading cal condition n place to the ding is appli also includes n loads. A su t on the road for the minim dwall Loadin

R1 that inclu wn at differen d side of the maximum v height vertic urning is also wall stem. T dwall Loadin

2 except an a is due to the and allowabl ions on the w r the minimu are two subs and) side of t acting from t In general, ign but were hort-Duratio under constr struction equ he minimum for the wall i ction, the wi l will contro ondition with ll in place at ns of the floo e final elevat ied, and any the usual lo urcharge loa dway and is i mum safety ng udes a differ nt elevations e wall than a vertical load cal weight of o induced on

This case is c ng additional sur pavement an e overstress wall caused b um safety fac ets of Case I the wall or th the protected due to the lo e included fo on Loading ruction and e uipment surc safety factor in the tempo ind load acti

l. Therefore h full wind l t both sides o odwall and o tion and is co existing late oads possible ad is also pos included in t factors per E rential, rever s on each sid at the protect induced on t f the soil act n the wall as considered a urcharge load nd roadway factors are t

Contrac Task by the backf ctors per EM I3, dependin he flood (riv d side; Case ow seismicit or consistenc experiences charges. Ca rs and EM 1 orary constru ing from the e, Case I4a in load, and Ca of the wall.

occurs when onsidered dr eral and upli e during con ssible on the the design.

EM 1110-2-

rse soil press de of the wal ted side for a the pier-supp ting on the to s the flood si "usual" con d is applied a traffic at the the same as l ct No. IBM09D Order IBM14

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fill soil. Case M 1110-2-250 ng on whethe ver) side of th I3b is check ty of this site cy.

short duratio ase I4 is 1110-2-2502 uction status e protected si nvestigates t ase I4b inclu it functions ry, moist or ift pressures nstruction wh e landside of Case R1 is

-2502.

sure conditio

ll. In this ca a small dista ported op of the bas ide soils exe ndition in the at the protec e top of the load case R2

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2.

s and ide the udes as a due hich f the on ase, ance.

se ert a e ted

2.

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D4.6

G4.6.1

An existi project p and surve photogra of 3 ft of structure stem sect to suppor calculatio construct

M4.6.2

Modifica portions splice wi the struct planned w

The prev the interi existing r system.

is unclea The Cont compone design dr

Addition accommo ladder wi the top o metal gra stem as w minimize

D4.7

G4.7.1

A steel b will be ca of the wa ign Document r 2015 oup, Inc.

Design of D

General ing reinforce hase and wil ey elevation aphs, it is ass f the original is partially c tion. It is as rt the additio ons will be p ted upper po

Modification ations to the of the intake ith a standard ture. The fin which was n vious design ior, protected reinforced co Based on sit r whether al tractor will n ents and featu rawings. Th nal componen odate functio ill be added f the gatewe ating will be well as the m e the possibi

Design of S

General ollard wall i ast integral t all stem prov tation Report

Drainage S ed concrete d ll be modifie s were limite sumed that th l design elev constructed sumed that t on of the rem performed. S ortion of the ns and Desig existing gate e and the ope d lap length nal design an not construct of the gatew d side of the oncrete pipe te photograp l required co need to field ures to prov hese drawing nts will be a onality, oper at the interio ell, a metal h added. The metal ladder.

ility of unapp

Steel Bollar is proposed t to the top of viding a min tructure drainage gate ed and comp ed; however he structure w vation. Site p with reinfor the design of maining uppe Structural ca gatewell onl gn ewell structu erating platfo to the existi nd layout of ted in earlier well structure structure. T e against wat phs, the meta omponents a d verify all ex ide a comple gs are provid dded to the e ration, and m or of the wel handrail will e grating wil Security lo proved acces rd Wall to be added the concrete imum of 18' ewell was pa pleted in this r, based on a was previou photographs rcement dow f the lower a er portions o alculations w ly.

ure will inclu form. Vertic ng dowels th the gatewell r phases of th e included a The sluice ga ter head actin al gate is in p and seals wer xisting cond ete gate desi ded as a refer existing and maintenance ll supported be included l be blocked cks are prop ss through th along the ful e wall stem a '-0" vertical artially cons s scope of wo additional vis usly construc s indicate tha wels extendin as-built porti of the structu will however ude the cons cal reinforcem hat are curre l will be sim he project.

vertical slid ate is assume ng from the place at the b re included i ditions of the ign per the sp rence as part d fully constr of the gate s by the vertic d around the p d out to pass posed at the t he flood side ll length of t and will exte height at the

Contrac Task structed as pa ork. As-bui sual site obs cted to within at the intake ng vertically ion of the tow ure, and no a r be perform struction of t ment for the ently extende milar to that o de (sluice) ga ed to be used flood side o bottom of th in the origin e gate and pr pecifications t of the struc ructed gatew system. A m cal concrete perimeter, a the slide gat top side of th e of the prote the floodwal end 18'-0" cl e highest gra ct No. IBM09D Order IBM14

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art of a prev lt informatio ervations an n a total heig section of th from the wa wer is adequ additional ed for the ne the upper e intake will ed upwards f originally ate at the bas d to seal the of the protect he gatewell, b nal constructi rovide necess s and origina ctural drawin well to metal access stem walls.

and a section te actuator a he grating to ection.

lls. The boll lear from the ade elevation

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vious on nd ght he all uate ewly from se of tion but it ion.

sary al ngs.

At n of and o lards e top n.

URS Group, Inc. Page 26 USIBWC

The bollard wall is designed to resist wind pressure loading with the posts acting as a solid free-standing wall per ASCE 7-05 procedure. Additionally, the wall was designed to resist a nominal impact load of 10 kips acting at 1'-6" above the base of the support for vehicular impact. The bollard wall was detailed to match previous project phases and sections for economy and ease of construction.

Additional "floating" bollard fence is proposed to be placed at the top of the earthen levee section and will abut but not physically tie-in to the bollard wall included in the floodwall stem or at mechanically operated gate structures to be added by others in the future. Typical details for the "floating" bollard fence are included as reference drawings in the structural sheets. At the tie-in of new earthen levee to existing concrete floodwall, a transition piece will be required to maintain minimum coverage of the wall. This piece could be field welded to the last steel bollard and extend outward to bridge the gap between new and existing bollard wall.

Coordination of the bollard wall tie-in will be per the Contractor as directed by DHS, CBP and IBWC to meet requirements.

Final layout and details of the complete bollard wall protection system will be as determined by IBWC, CBP and DHS.

INTERNATIONAL BOUNDRY WATER COMMISSION

IBWC Edinburg

LEVEE UPGRADES

URS Project : 41011964

URS Corporation 1515 Poydras St., Suite 2700

New Orleans, Louisiana 70112

(504) 586-8111 Phone

(504) 599-5224 Fax

Computed by: BMJ Checked by: LBR

Date 10/21/2015 Date 11/2/2015

Edinburg Pump Station

West Monolith - W1

TOW 136.8', BOS 120.0'

Job IBWC Edinburg Edinburg Pump Station Project No. Sheet of

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

LOAD CALCULATIONS

WALL GEOMETRY:

Top of Wall EL. 136.8 Length of Base Slab, L = 16.50 ft.

SWL= 133.8 Height of Slab, HS = 30.0 in.

Top of Slab = 122.5 Thickness of Wall, tw = 20.0 in.

Mono Width = 1 ft Length of Slab on P/S, LP = 89.0 in.

Height of Str, H = 16.8 ft. Length to Sheet Pile, LSP = 99.0 in.

Height of Wall, HW = 14.3 ft.

Length of Slab on F/S, LF = 89.0 in. Height of Key = 0.0 in.

tk= 0.0 in.

Notes:

1) positive 'Y' axis is out-of-page

2) piers shown are vertical

3) Centroid is in middle of slab width at base

4) Floodwall shown is schematic only

T-WALL CROSS-SECTION

URS Group

10/21/2015

11/2/2015

BMJ

LBR

41011964

The monolith is modeled as an inverted T-wall with a slab and stem. The inverted T-wall has width, length and depth. The loads are applied to the monolith with the center of gravity or rotation at the center of the slab. Y is parallel to the length of the slab, Z is in the vertical direction and X is parallel to the width of the slab.

H K

L

LFLP

L/2

H S

H rr

LSP

L/2

Prot. Side Soil Gr.

Flood Side Soil Gr.

tw

SWL

H

H W

X

Z

Protected Side Flood Side Top of Wall

H

PS

H

FS

/H rr

H

PW

A B tw

H Fw

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

10/21/2015

11/2/2015

BMJ

LBR

41011964

UNIT WEIGHTS: FROM DESIGN CRITERIA

Unit Weight of Storm Water: (gw) 62.4 pcf Submerged Unit Weight of P/S Fill (Effective): 62.6 pcf Submerged Unit Weight of F/S Fill (Effective): 62.6 pcf Sat Unit Weight of P/S Fill: 125 pcf Sat Unit Weight of F/S Fill: 125 pcf

P/S-Fill F/S-Fill Active Lateral Soil Coefficient, Ka: 0.42 0.42 At-Rest Lateral Soil Coefficient, Ko: 0.80 0.80 Resisting Lateral Soil Coefficient, Kp 1.19 1.19 Unit Weight of Concrete 150 pcf Unit Weight of Treated Soil 125 pcf Coeff of Friction between Soil and Conc. 0.30 Cohesion 0 psf Construction Surcharge:

Construction Surcharge (psf) = 250 psf

Wind Load:

Wind (psf) = 42 psf

Load Cases: From Design Criteria

Load Case

Ht. of Fill above slab

PS, Hps (in)

Ht. of Water above slab

PS, Hpw (in)

Ht. of Fill above slab

FS, Hfs (in)

Ht. of Water above slab

FS, Hfw

(in) Load Factors *

I 1a Design Flood, WSEL 110.6 -30.0 78 135.6 1.70

I 1b Design Flood w/Ponding, WSEL 110.6 0.0 78 135.6 1.70

I 2a Water to WSEL+FB 110.6 -30.0 78 171.6 1.28

I 2b Water to WSEL+FB w/Ponding 110.6 0.0 78 171.6 1.28

R 1 Retaining Wall Usual 110.6 -30.0 78 -30 1.70

R 2 Retaining Wall Max Fill 141.1 -30.0 124.8 -30 1.70

R 3 Retaining Wall Max Fill + Surch. 141.1 -30.0 124.8 -30 1.70

I4a Construction 0.0 -30.0 0 -30 1.45

I4b Wind 110.6 -30.0 78 -30 1.28

I 3a Earthquake FS 110.6 -30.0 78 -30 1.28

I 3b Earthquake PS 110.6 -30.0 78 -30 1.28

* Load factor for design per USACE EM with no additional hydraulic load factor required. Allowable overstress is included for applicable combinations.

1.33

Description Overstres for Design

1.00

1.00

1.33

1.33

1.00

1.00

1.00

1.17

1.33

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

10/21/2015

11/2/2015

BMJ

LBR

41011964

DESIGN SUMMARY

Load Case Fx Fy Fz Mx My Mz

(kips) (kips) (kips) (kip-ft) (kip-ft) (kip-ft)

I 1a Design Flood, WSEL -1.11 0.00 21.19 0.00 36.29 0.00

I 1b Design Flood w/Ponding, WSEL -3.37 0.00 20.14 0.00 34.01 0.00

I 2a Water to WSEL+FB -3.97 0.00 21.32 0.00 58.13 0.00

I 2b Water to WSEL+FB w/Ponding -6.24 0.00 20.26 0.00 66.11 0.00

R 1 Retaining Wall Usual 9.21 0.00 26.64 0.00 -20.69 0.00

R 2 Retaining Wall Max Fill 1.85 0.00 30.76 0.00 -6.82 0.00

R 3 Retaining Wall Max Fill + Surch. 4.70 0.00 32.61 0.00 -18.74 0.00

I4a Construction 2.17 0.00 12.07 0.00 -17.76 0.00

I4b Wind 7.84 0.00 24.79 0.00 -37.93 0.00

I 3a Earthquake FS 2.68 0.00 24.79 0.00 -2.54 0.00

I 3b Earthquake PS 7.04 0.00 24.79 0.00 -16.38 0.00

DESIGN SUMMARY W/ OVERSTRESS

Load Case Fx Fy Fz Mx My Mz

(kips) (kips) (kips) (kip-ft) (kip-ft) (kip-ft)

I 1a Design Flood, WSEL -1.11 0.00 21.19 0.00 36.29 0.00

I 1b Design Flood w/Ponding, WSEL -3.37 0.00 20.14 0.00 34.01 0.00

I 2a Water to WSEL+FB -2.99 0.00 16.03 0.00 43.71 0.00

I 2b Water to WSEL+FB w/Ponding -4.69 0.00 15.24 0.00 49.71 0.00

R 1 Retaining Wall Usual 9.21 0.00 26.64 0.00 -20.69 0.00

R 2 Retaining Wall Max Fill 1.85 0.00 30.76 0.00 -6.82 0.00

R 3 Retaining Wall Max Fill + Surch. 4.70 0.00 32.61 0.00 -18.74 0.00

I4a Construction 1.85 0.00 10.31 0.00 -15.18 0.00

I4b Wind 5.89 0.00 18.64 0.00 -28.52 0.00

I 3a Earthquake FS 2.01 0.00 18.64 0.00 -1.91 0.00

I 3b Earthquake PS 5.29 0.00 18.64 0.00 -12.31 0.00

1.00

1.00

1.17

1.33

1.33

1.33

1.00

1.00

1.00

Description

Allowable Overstress

Description

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

10/21/2015

11/2/2015

BMJ

LBR

41011964

PILE FORCE ANALYSIS PER PIER

Load Case Fx

Mmax L-Pile

Fz per Fx T/C L-Pile

Fz per My T/C Design

Total Fz T/C L-Pile + Design

Fz per Pier Pmax

(kips) (kip-ft) (kips) (kips) (kips) (kips) (kips)

I 1a Design Flood, WSEL -0.55 4.76 0.41 3.16 3.57 10.60 14.17

I 1b Design Flood w/Ponding, WSEL -1.69 14.51 1.26 2.96 4.22 10.07 14.29

I 2a Water to WSEL+FB -1.49 12.85 1.12 3.80 4.92 8.01 12.93

I 2b Water to WSEL+FB w/Ponding -2.34 20.18 1.75 4.32 6.08 7.62 13.70

R 1 Retaining Wall Usual 4.61 39.65 3.45 -1.80 1.65 13.32 14.97

R 2 Retaining Wall Max Fill 0.92 7.95 0.69 -0.59 0.10 15.38 15.48

R 3 Retaining Wall Max Fill + Surch. 2.35 20.23 1.76 -1.63 0.13 16.31 16.43

I4a Construction 0.93 7.98 0.69 -1.32 -0.63 5.16 5.78

I4b Wind 2.95 25.37 2.21 -2.48 -0.27 9.32 9.59

I 3a Earthquake FS 1.01 8.66 0.75 -0.17 0.59 9.32 9.91

I 3b Earthquake PS 2.65 22.78 1.98 -1.07 0.91 9.32 10.23

For 10 foot c/c piers, maximum pier loads are:

Max Lateral, Fx = 46.06 kips

Max Vertical, Fz = 164.35 kips

Min Vertical, Fz = 15.41 kips

Pmin

7.03

Force analysis is provided to determine the maximum and minimum lateral and vertical loads acting on the drilled piers which support the floodwall monolith. Fx represents the overall net lateral force acting on the floodwall monolith and My is the moment resulting from these lateral forces acting on the wall. Additional forces are induced in the piers due to the frame action of the base slab and piers under lateral load. The piers are modelled as "fixed" head condition for geotechnical L- Pile analyses used to determine the maximum shears, moments and deflection of the piers. Mmax L-Pile represents the moment induced in the pier as a result of the frame effects. Using a linear interpolation of the L-Pile results, these moments are translated into a shear in the floodwall base slab which is then translated into an axial force couple on the piers. Total vertical axial load on the piers is from the summation of vertical load, and tension/compression (T/C) force couples caused by the floodwall and L-Pile moments.

Description

8.41

(kips)

15.28

16.18

4.53

9.04

8.73

5.85

3.10

1.54

11.67

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

I 1a : Design Flood, WSEL

Ht. of Fill PS, HPS= 110.6 in. Ht. of Fill FS, Hrr= 78.0 in.

Ht. of Water PS, HPW= -30.0 in. Ht. of Water FS, Hfw= 11.3 ft.

Surcharge PS= 0.0 psf Surcharge FS= 0.0 psf

PS Wind= 0.0 psf FS Wind= 0.0 psf

Conc. Lat Load= 0.0 kips Hc= 0.0 ft

Pervious= 0% Assumed for slurry wall (worst case for flood loads)

Border Fence Ht = 18.0 ft

Border Fence Wt/ft = 25.0 plf

0.000 0.863

10/21/2015

LBR 11/2/2015

URS Group

41011964

BMJ

Lsp

Conc.

Wall

Flood Side

PS

Soil

FS

Soil Wt.

Conc.

Base Slab Wt.

FS Soil Pressure

PS Soil

P(pssoil)

P(pssoil) = Ko x (soil-eff) x (soil height)2 /2

P(fssoil) = Ko x (soil-eff) x (soil height)2 /2

SWL Hydro Pressure

SWL

Prot. Side

Unbalanced Load

Hw4 x w water

P(fssoil)

Conc. Lat. Load

Hc

2 43

A B

Protected Side

Flood Side

Top of Wall

PS

W in d

Top of Border Fence

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

10/21/2015

LBR 11/2/2015

URS Group

41011964

BMJ

Tabulation of Forces for Overturning Stability Check

I 1a : Design Flood, WSEL

Height Length Width Fz x My

Element (ft) (ft) (ft) (kips) (ft) (kip-ft)

Conc. Wall Wt 14.30 1.67 1.00 3.58 0.00 0.00

Border Fence Wt 18.00 1.00 1.00 0.45 0.00 0.00

Conc. Base slab Wt. 2.50 16.50 1.00 6.19 0.00 0.00

Fill FS 6.50 7.42 1.00 6.03 4.54 -27.37

Water FS 4.80 7.42 1.00 2.22 4.54 -10.09 Wt of Water above soil

Fill PS 9.22 7.42 1.00 8.54 -4.54 38.81

Water PS 0.00 7.42 1.00 0.00 -4.54 0.00

Uplift on FS (Impervious) 13.80 6.75 1.00 -5.81 4.88 28.34

Uplift on PS (Impervious) 0.00 6.75 1.00 0.00 0.00 0.00

Surcharge PS 7.42 1.00 0.00 -4.54 0.00

Surchage FS 7.42 1.00 0.00 4.54 0.00

SUM: 21.19 29.69

Note: All soil is At-Rest (ko used in calcs) I 1a : Design Flood, WSEL

Height Width Fx z My y Mz NOTES:

Element (ft) (ft) (kips) (ft) (kip-ft) (ft) (kip-ft)

Fill PS (Sat) 11.72 1.00 6.86 -3.91 -26.81 0.00

Fill PS (Sub) 0.00 1.00 0.00 0.00 0.00 0.00

Fill FS (Sat) 0.00 1.00 0.00 0.00 0.00 0.00

Fill FS (Sub) 9.00 1.00 -2.03 -3.00 6.08 0.00

Water PS (above Soil) 0.00 1.00 0.00 -11.72 0.00 0.00

Water PS (below Soil) 0.00 1.00 0.00 0.00 0.00 0.00

Water FS (above soil) 4.80 1.00 -0.72 -10.60 7.62 0.00

Water FS (below soil) 9.00 1.00 -5.22 -3.77 19.71 0.00

Surcharge PS 11.72 1.00 0.00 -5.86 0.00 0.00

Surcharge FS 0.00 1.00 0.00 0.00 0.00 0.00

Wind PS 5.08 1.00 0.00 -14.26 0.00 0.00

Wind FS 3.00 1.00 0.00 -15.30 0.00 0.00

Conc Load 0.00 -2.50 0.00 0.00

0.00

SUM: -1.11 6.61 0.00

Fx Fz Mz My

(kips) (kips) (kip-ft) (kip-ft)

-1.11 21.19 0.00 36.29

Summation of All Forces about Origin

HORIZONTAL FORCES & MOMENTS ABOUT ORIGIN

NOTES:

VERTICAL FORCES & MOMENTS ABOUT ORIGIN

Wt. of Stem

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

10/21/2015

LBR 11/2/2015

URS Group

41011964

BMJ

CALCULATIONS FOR FORCES AND MOMENTS IN WALL STEM

Forces at base of stem

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 9.22 4.25 -3.07 -13.05 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 6.50 -1.06 -2.17 2.29 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS (above soil) 4.80 -0.72 -8.10 5.82 Water FS (below soil) 6.50 -3.27 -2.81 9.18 Surcharge PS 9.22 0.00 -4.61 0.00 Surcharge FS 6.50 0.00 -3.25 0.00 Wind PS 5.08 0.00 -11.76 0.00 Wind FS 3.00 0.00 -12.80 0.00 Conc Load 0.00 0.00 0.00

SUM: -0.79 4.25

Forces at 'd' from stem d' = 1.29 ft

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 7.93 3.14 -2.64 -8.30 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 5.21 -0.68 -1.74 1.18 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS 10.01 -3.13 -3.34 10.43 Surcharge PS 7.93 0.00 -4.61 0.00 Surcharge FS 5.21 0.00 -3.25 0.00 Wind PS 3.79 0.00 -12.40 0.00 Wind FS 1.71 0.00 -13.45 0.00 Conc Load 0.00 0.00 0.00 0.00

SUM: -0.66 3.31

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

I 1b : Design Flood w/Ponding, WSEL

Ht. of Fill PS, HPS= 110.6 in. Ht. of Fill FS, Hrr= 78.0 in.

Ht. of Water PS, HPW= 0.0 in. Ht. of Water FS, Hfw= 11.3 ft.

Surcharge PS= 0.0 psf Surcharge FS= 0.0 psf

PS Wind= 0.0 psf FS Wind= 0.0 psf

Conc. Lat Load= 0.0 kips Hc= 0.0 ft

Pervious= 0% Assumed for slurry wall (worst case for flood loads)

0.156 0.863

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

Lsp

Conc.

Wall

Flood Side

PS

Soil

FS

Soil Wt.

Conc.

Base Slab Wt.

FS Soil Pressure

PS Soil

P(pssoil)

P(pssoil) = Ko x (soil-eff) x (soil height)2 /2

P(fssoil) = Ko x (soil-eff) x (soil height)2 /2

SWL Hydro Pressure

SWL

Prot. Side

Unbalanced Load

Hw4 x w water

P(fssoil)

Conc. Lat. Load

Hc

2 43

A B

Protected Side

Flood Side

Top of Wall

PS

W in

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

Tabulation of Forces for Overturning Stability Check

I 1b : Design Flood w/Ponding, WSEL

Height Length Width Fz x My

Element (ft) (ft) (ft) (kips) (ft) (kip-ft)

Conc. Wall Wt 14.30 1.67 1.00 3.58 0.00 0.00

Border Fence Wt 18.00 1.00 1.00 0.45 0.00 0.00

Conc. Base slab Wt. 2.50 16.50 1.00 6.19 0.00 0.00

Fill FS 6.50 7.42 1.00 6.03 4.54 -27.37

Water FS 4.80 7.42 1.00 2.22 4.54 -10.09 Wt of Water above soil

Fill PS 9.22 7.42 1.00 8.54 -4.54 38.81

Water PS 0.00 7.42 1.00 0.00 -4.54 0.00

Uplift on FS (Impervious) 13.80 6.75 1.00 -5.81 4.88 28.34

Uplift on PS (Impervious) 2.50 6.75 1.00 -1.05 -4.88 -5.13

Surcharge PS 7.42 1.00 0.00 -4.54 0.00

Surchage FS 7.42 1.00 0.00 4.54 0.00

SUM: 20.14 24.55

Note: All soil is At-Rest (ko used in calcs) I 1b : Design Flood w/Ponding, WSEL

Height Width Fx z My y Mz NOTES:

Element (ft) (ft) (kips) (ft) (kip-ft) (ft) (kip-ft)

Fill PS (Sat) 9.22 1.00 4.25 -5.57 -23.67 0.00

Fill PS (Sub) 2.50 1.00 0.16 -0.83 -0.13 0.00

Fill FS (Sat) 0.00 1.00 0.00 0.00 0.00 0.00

Fill FS (Sub) 9.00 1.00 -2.03 -3.00 6.08 0.00

Water PS (above Soil) 0.00 1.00 0.00 -11.72 0.00 0.00

Water PS (below Soil) 2.50 1.00 0.20 -0.83 -0.16 0.00

Water FS (above soil) 4.80 1.00 -0.72 -10.60 7.62 0.00

Water FS (below soil) 9.00 1.00 -5.22 -3.77 19.71 0.00

Surcharge PS 11.72 1.00 0.00 -5.86 0.00 0.00

Surcharge FS 0.00 1.00 0.00 0.00 0.00 0.00

Wind PS 5.08 1.00 0.00 -14.26 0.00 0.00

Wind FS 3.00 1.00 0.00 -15.30 0.00 0.00

Conc Load 0.00 -2.50 0.00 0.00

0.00

SUM: -3.37 9.46 0.00

Fx Fz Mz My

(kips) (kips) (kip-ft) (kip-ft)

-3.37 20.14 0.00 34.01

VERTICAL FORCES & MOMENTS ABOUT ORIGIN

NOTES:

Wt. of Stem

HORIZONTAL FORCES & MOMENTS ABOUT ORIGIN

Summation of All Forces about Origin

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

CALCULATIONS FOR FORCES AND MOMENTS IN WALL STEM

Forces at base of stem

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 9.22 4.25 -3.07 -13.05 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 6.50 -1.06 -2.17 2.29 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS (above soil) 4.80 -0.72 -8.10 5.82 Water FS (below soil) 6.50 -3.27 -2.81 9.18 Surcharge PS 9.22 0.00 -4.61 0.00 Surcharge FS 6.50 0.00 -3.25 0.00 Wind PS 5.08 0.00 -11.76 0.00 Wind FS 3.00 0.00 -12.80 0.00 Conc Load 0.00 0.00 0.00

SUM: -0.79 4.25

Forces at 'd' from stem d' = 1.29 ft

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 7.93 3.14 -2.64 -8.30 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 5.21 -0.68 -1.74 1.18 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS 10.01 -3.13 -3.34 10.43

Surcharge PS 7.93 0.00 -4.61 0.00 Surcharge FS 5.21 0.00 -3.25 0.00 Wind PS 3.79 0.00 -12.40 0.00 Wind FS 1.71 0.00 -13.45 0.00

SUM: -0.66 3.31

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

I 2a : Water to WSEL+FB

Ht. of Fill PS, HPS= 110.6 in. Ht. of Fill FS, Hrr= 78.0 in.

Ht. of Water PS, HPW= -30.0 in. Ht. of Water FS, Hfw= 14.3 ft.

Surcharge PS= 0.0 psf Surcharge FS= 0.0 psf

PS Wind= 0.0 psf FS Wind= 0.0 psf

Conc. Lat Load= 0.0 kips Hc= 0.0 ft

Pervious= 0% Assumed for slurry wall (worst case for flood loads

0.000 1.050

41011964

BMJ 10/21/2015

LBR 11/2/2015

Lsp

Conc.

Wall

Flood Side

PS

Soil

FS

Soil Wt.

Conc.

Base Slab Wt.

FS Soil Pressure

PS Soil

P(pssoil)

P(pssoil) = Ko x (soil-eff) x (soil height)2 /2

P(fssoil) = Ko x (soil-eff) x (soil height)2 /2

SWL Hydro Pressure

SWL

Prot. Side

Unbalanced Load

Hw4 x w water

P(fssoil)

Conc. Lat. Load

Hc

2 43

A B

Protected Side

Flood Side

Top of Wall

PS

W in

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

Tabulation of Forces for Overturning Stability Check

I 2a : Water to WSEL+FB

Height Length Width Fz x My

Element (ft) (ft) (ft) (kips) (ft) (kip-ft)

Conc. Wall Wt 14.30 1.67 1.00 3.58 0.00 0.00

Border Fence Wt 18.00 1.00 1.00 0.45 0.00 0.00

Conc. Base slab Wt. 2.50 16.50 1.00 6.19 0.00 0.00

Fill FS 6.50 7.42 1.00 6.03 4.54 -27.37

Water FS 7.80 7.42 1.00 3.61 4.54 -16.39 Wt of Water above soil

Fill PS 9.22 7.42 1.00 8.54 -4.54 38.81

Water PS 0.00 7.42 1.00 0.00 -4.54 0.00

Uplift on FS (Impervious) 16.80 6.75 1.00 -7.08 4.88 34.50

Uplift on PS (Impervious) 0.00 6.75 1.00 0.00 0.00 0.00

Surcharge PS 7.42 1.00 0.00 -4.54 0.00

Surchage FS 7.42 1.00 0.00 4.54 0.00

SUM: 21.32 29.54

Note: All soil is At-Rest (ko used in calcs) I 2a : Water to WSEL+FB

Height Width Fx z My y Mz NOTES:

Element (ft) (ft) (kips) (ft) (kip-ft) (ft) (kip-ft)

Fill PS (Sat) 11.72 1.00 6.86 -3.91 -26.81 0.00

Fill PS (Sub) 0.00 1.00 0.00 0.00 0.00 0.00

Fill FS (Sat) 0.00 1.00 0.00 0.00 0.00 0.00

Fill FS (Sub) 9.00 1.00 -2.03 -3.00 6.08 0.00

Water PS (above Soil) 0.00 1.00 0.00 -11.72 0.00 0.00

Water PS (below Soil) 0.00 1.00 0.00 0.00 0.00 0.00

Water FS (above soil) 7.80 1.00 -1.90 -11.60 22.02 0.00

Water FS (below soil) 9.00 1.00 -6.91 -3.95 27.29 0.00

Surcharge PS 11.72 1.00 0.00 -5.86 0.00 0.00

Surcharge FS 0.00 1.00 0.00 0.00 0.00 0.00

Wind PS 5.08 1.00 0.00 -14.26 0.00 0.00

Wind FS 0.00 1.00 0.00 -16.80 0.00 0.00

Conc Load 0.00 -2.50 0.00 0.00

0.00

SUM: -3.97 28.59 0.00

Fx Fz Mz My

(kips) (kips) (kip-ft) (kip-ft)

-3.97 21.32 0.00 58.13

VERTICAL FORCES & MOMENTS ABOUT ORIGIN

NOTES:

Wt. of Stem

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

CALCULATIONS FOR FORCES AND MOMENTS IN WALL STEM

Forces at base of stem

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 9.22 4.25 -3.07 -13.05 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 6.50 -1.06 -2.17 2.29 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS (above soil) 7.80 -1.90 -9.10 17.27 Water FS (below soil) 6.50 -4.48 -2.93 13.14 Surcharge PS 9.22 0.00 -4.61 0.00 Surcharge FS 6.50 0.00 -3.25 0.00 Wind PS 5.08 0.00 -11.76 0.00 Wind FS 0.00 0.00 -14.30 0.00 Conc Load 0.00 0.00 0.00

SUM: -3.19 19.66

Forces at 'd' from stem d' = 1.29 ft

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 7.93 3.14 -2.64 -8.30 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 5.21 -0.68 -1.74 1.18 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS 13.01 -5.28 -4.34 22.89

Surcharge PS 7.93 0.00 -4.61 0.00 Surcharge FS 5.21 0.00 -3.25 0.00 Wind PS 3.79 0.00 -12.40 0.00 Wind FS 0.00 0.00 -14.30 0.00

SUM: -2.82 15.78

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

I 2b : Water to WSEL+FB w/Ponding

Ht. of Fill PS, HPS= 110.6 in. Ht. of Fill FS, Hrr= 78.0 in.

Ht. of Water PS, HPW= 0.0 in. Ht. of Water FS, Hfw= 14.3 ft.

Surcharge PS= 0.0 psf Surcharge FS= 0.0 psf

PS Wind= 0.0 psf FS Wind= 0.0 psf

Conc. Lat Load= 0.0 kips Hc= 0.0 ft

Pervious= 0% Assumed for slurry wall (worst case for flood loads)

0.156 1.050

41011964

BMJ 10/21/2015

LBR 11/2/2015

Lsp

Conc.

Wall

Flood Side

PS

Soil

FS

Soil Wt.

Conc.

Base Slab Wt.

FS Soil Pressure

PS Soil

P(pssoil)

P(pssoil) = Ko x (soil-eff) x (soil height)2 /2

P(fssoil) = Ko x (soil-eff) x (soil height)2 /2

SWL Hydro Pressure

SWL

Prot. Side

Unbalanced Load

Hw4 x w water

P(fssoil)

Conc. Lat. Load

Hc

2 43

A B

Protected Side

Flood Side

Top of Wall

PS

W in

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

Tabulation of Forces for Overturning Stability Check

I 2b : Water to WSEL+FB w/Ponding

Height Length Width Fz x My

Element (ft) (ft) (ft) (kips) (ft) (kip-ft)

Conc. Wall Wt 14.30 1.67 1.00 3.58 0.00 0.00

Border Fence Wt 18.00 1.00 1.00 0.45 0.00 0.00

Conc. Base slab Wt. 2.50 16.50 1.00 6.19 0.00 0.00

Fill FS 6.50 7.42 1.00 6.03 4.54 -27.37

Water FS 7.80 7.42 1.00 3.61 4.54 -16.39 Wt of Water above soil

Fill PS 9.22 7.42 1.00 8.54 -4.54 38.81

Water PS 0.00 7.42 1.00 0.00 -4.54 0.00

Uplift on FS (Impervious) 16.80 6.75 1.00 -7.08 4.88 34.50

Uplift on PS (Impervious) 2.50 6.75 1.00 -1.05 4.88 5.13

Surcharge PS 7.42 1.00 0.00 -4.54 0.00

Surchage FS 7.42 1.00 0.00 4.54 0.00

SUM: 20.26 34.67

Note: All soil is At-Rest (ko used in calcs) I 2b : Water to WSEL+FB w/Ponding

Height Width Fx z My y Mz NOTES:

Element (ft) (ft) (kips) (ft) (kip-ft) (ft) (kip-ft)

Fill PS (Sat) 9.22 1.00 4.25 -5.57 -23.67 0.00

Fill PS (Sub) 2.50 1.00 0.16 -0.83 -0.13 0.00

Fill FS (Sat) 0.00 1.00 0.00 0.00 0.00 0.00

Fill FS (Sub) 9.00 1.00 -2.03 -3.00 6.08 0.00

Water PS (above Soil) 0.00 1.00 0.00 -11.72 0.00 0.00

Water PS (below Soil) 2.50 1.00 0.20 -0.83 -0.16 0.00

Water FS (above soil) 7.80 1.00 -1.90 -11.60 22.02 0.00

Water FS (below soil) 9.00 1.00 -6.91 -3.95 27.29 0.00

Surcharge PS 11.72 1.00 0.00 -5.86 0.00 0.00

Surcharge FS 0.00 1.00 0.00 0.00 0.00 0.00

Wind PS 5.08 1.00 0.00 -14.26 0.00 0.00

Wind FS 0.00 1.00 0.00 -16.80 0.00 0.00

Conc Load 0.00 -2.50 0.00 0.00

0.00

SUM: -6.24 31.44 0.00

Fx Fz Mz My

(kips) (kips) (kip-ft) (kip-ft)

-6.24 20.26 0.00 66.11

VERTICAL FORCES & MOMENTS ABOUT ORIGIN

NOTES:

Wt. of Stem

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

CALCULATIONS FOR FORCES AND MOMENTS IN WALL STEM

Forces at base of stem

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 9.22 4.25 -3.07 -13.05 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 6.50 -1.06 -2.17 2.29 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS (above soil) 7.80 -1.90 -9.10 17.27 Water FS (below soil) 6.50 -4.48 -2.93 13.14 Surcharge PS 9.22 0.00 -4.61 0.00 Surcharge FS 6.50 0.00 -3.25 0.00 Wind PS 5.08 0.00 -11.76 0.00 Wind FS 0.00 0.00 -14.30 0.00 Conc Load 0.00 0.00 0.00

SUM: -3.19 19.66

Forces at 'd' from stem d' = 1.29 ft

Height Fx Z My Element (ft) kips ft k-ft Fill PS (Sat) 7.93 3.14 -2.64 -8.30 Fill PS (Sub) 0.00 0.00 0.00 0.00 Fill FS (Sat) 0.00 0.00 0.00 0.00 Fill FS (Sub) 5.21 -0.68 -1.74 1.18 Water PS (above Soil) 0.00 0.00 -9.22 0.00 Water PS (below Soil) 0.00 0.00 0.00 0.00 Water FS 13.01 -5.28 -4.34 22.89

Surcharge PS 7.93 0.00 -4.61 0.00 Surcharge FS 5.21 0.00 -3.25 0.00 Wind PS 3.79 0.00 -12.40 0.00 Wind FS 0.00 0.00 -14.30 0.00

SUM: -2.82 15.78

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

R 1 : Retaining Wall Usual

Ht. of Fill PS, HPS= 110.6 in. Ht. of Fill FS, Hrr= 78.0 in.

Ht. of Water PS, HPW= -30.0 in. Ht. of Water FS, Hfw= -2.5 ft.

Surcharge PS= 250.0 psf Surcharge FS= 0.0 psf

PS Wind= 0.0 psf FS Wind= 0.0 psf

Conc. Lat Load= 0.0 kips Hc= 0.0 ft

Pervious= 0% Assumed for slurry wall (worst case for flood loads)

0.000 0.000

41011964

BMJ 10/21/2015

LBR 11/2/2015

Lsp

Conc.

Wall

Flood Side

PS

Soil

FS

Soil Wt.

Conc.

Base Slab Wt.

FS Soil Pressure

PS Soil

P(pssoil)

P(pssoil) = Ko x (soil-eff) x (soil height)2 /2

P(fssoil) = Ko x (soil-eff) x (soil height)2 /2

SWL Hydro Pressure

SWL

Prot. Side

Unbalanced Load

Hw4 x w water

P(fssoil)

Conc. Lat. Load

Hc

2 43

A B

Protected Side

Flood Side

Top of Wall

PS

W in

Description West Monolith - W1 Computed by Date

TOW 136.8', BOS 120.0' Checked by Date

URS Group

41011964

BMJ 10/21/2015

LBR 11/2/2015

Tabulation of Forces for Overturning Stability Check

R 1 : Retaining Wall Usual

Height Length Width Fz x My

Element (ft) (ft) (ft) (kips) (ft) (kip-ft)

Conc. Wall Wt 14.30 1.67 1.00 3.58 0.00 0.00

Border Fence Wt 18.00 1.00 1.00 0.45 0.00 0.00

Conc. Base slab Wt. 2.50 16.50 1.00 6.19 0.00 0.00

Fill FS 6.50 7.42 1.00 6.03 4.54 -27.37

Water FS 0.00 7.42 1.00 0.00 4.54 0.00 Wt of Water above soil

Fill PS 9.22 7.42 1.00 8.55 -4.54 38.82

Water PS 0.00 7.42 1.00 0.00 -4.54 0.00

Uplift on FS (Impervious) 0.00 8.25 1.00 0.00 0.00 0.00

Uplift on PS (Impervious) 0.00 8.25 1.00 0.00 0.00 0.00

Surcharge PS 7.42 1.00 1.85 -4.54 8.42

Surchage FS 7.42 1.00 0.00 4.54 0.00

SUM: 26.64 19.87

Note: All soil is…