Re: Engineering Design and Calculations for the … · this calculation . Calculated Quantites :...

P O Box 3097 (360) 687-7668 Online wwwEkEngineering net

Battle Ground WA 98604 (360) 687-7669 Fax E-Mail OavidEkEngineeringnet

Northwest Cascade Inc June 16 2010 Attn John Nutt P O Box 73399 Puyallup WA 98373

Re Engineering Design and Calculations for the Precast Concrete Tank (Model BZP-1000 T)

Dear John

At your request we hereby provide a design and calculations for the precast concrete pump tank (Model BZP-1000 T) The design is based on the requirements of the 246-272C WAC for onshysite sewage system tanks and includes HS20 traffic loads We recommend the following

1 Construct the tank as per the minimum requirements listed on the design summary pages 1-3 of the attached report Minimum concrete and reinforcement properties concrete cover tank dimensions and reinforcement spacing are included

2 Data used in the finite element analysis program spWalltrade for the design of the side walls end walls and lid are in Appendices A B and C respectively

3 Refer to the attached drawings on pages 4 and 5 of the tank for complete construction details and installation instructions

If you have any questions please call 360-687-7668

Sincerely

David R Nylund PE

EK ENGINEERING

PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

I PG 1

CONCRETE TANK DESIGN

PROJECT DESCRIPTION BZP-1000 T PRECAST CONCRETE TANK PROJECT FOR NORTHWEST CASCADE INC

DATE 6162010

DESIGN CRITERIA I DEFINITIONS

SIDE WALL DIMENSIONS

HEIGHT 4792 ft LENGTH 7917 ft

THICKNESS 25 in

CONCRETE COVER (MINIMAX)

10625 in

14375 in

CONCRETE PROPERTIES

COMPRESSIVE STRENGTH I 4500 Ipsi WEIGHTI 150 Ipcf

END WALL DIMENSIONS

HEIGHT 4792 ft

LENGTH 5792 ft THICKNESS 25 in


10625 in 14375 in

STEEL REINFORCEMENT PROPERTIES

STEEL STRENGTH I 60 Iksi STEEL ELASTICITYI 29000 Iksi

SOIL PROPERTIES

COVER DEPTH 3 ft GROUND WATER DEPTH 0 ft

WEIGHT 110 Ipcf SOIL FRICTION ANGLE PHI 32 deg

LID DIMENSIONS

LENGTH 7917 ft WIDTH 5792 ft

THICKNESS 6 in CONCRETE COVER

(MINIMAX) 375 in

4375 in

The equivalent fluid pressure assuming fully saturated soil is calculated as follows

P =WgtSOIL H + (WgtSOIL - WgtH20) K H

K =[1-sin(phi)] I [1+sin(beta)] =047 (passive) (Angle of slope beta is assumed to be 0 degrees)

P =[624 + (110 - 624) 047 ] H

P =85 Ibft3 H

The T deSignation indicates a high ground water condition and HS20 traffic loads

DESIGN ASSUMPTIONSNOTES Wall dimensions (shown in the charts above) are taken as the distance between centers of supporting walls Tapers on exterior walls are neglected and the dimension used is the largest (worst case) dimension The side walls dividing walls and bottom of the tank are assumed to be fixed connections (moment resisting) and the lid of the tank is assumed to be a pin connection (non-moment resisting) The rebar is assumed to be located such that the shorter span rebar is closest to the tension side of the wall under worst case loading conditions Refer to the attached drawings of the tank for complete details

EK ENGINEERING PO BOX 3097 BAHLE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

1 PG 2



DATE 6162010

CALCULATIONS I SPECIFICATIONS

SIDE WALL REINFORCEMENT1

~ AREA

(in2 )

REBAR SPACING (in) NO3 NO4

X-DIRECTION 0086 15 18 Y-DIRECTION 0143 9 16

METHODOLOGY The required steel areas listed in the charts to the left are taken from a finite element analysis using the spWall concrete wall design software (see notes below) The minimum rebar spacing is calculated as the

END WALL REINFORCEMENT2

~ AREA (in2

)



LID REINFORCEMENT3

~ AREA (in2

)

REBAR SPACING (in) NO 4 NO 5


area of one rebar (No3 is 0110 in2 No4 is

0196 in2 No 5 is 0307 in2

) divided by the required area and multiplied by 12 inches In no case shall the rebar spacing exceed 18 inches Refer to the drawing of the tank for the selected rebar size and spacing for the walls and lid of the tank Also note that the required area is not always the maximum area shown on the charts in the Appendices The software will occasionally identify a corner or other location as the worst case area but by inspection the center of the area will usually be the worst case In these situations engineering judgement will be used to select the appropriate location of the minimum reinforcement

NOTES 1) Refer to page 1 for dimensions and design criteria of the side wall Refer to the charts in Appendix A for deflection and minimum rebar requirements from spWali 2) Refer to page 1 for dimensions and design criteria of the end wall Refer to the charts in Appendix B for deflection and minimum rebar requirements from spWalL 3) Refer to page 1 for dimensions and design criteria of the lid Refer to the charts in Appendix C for deflection and minimum rebar requirements from spWalL 4) Refer to page 1 for dimensions and design criteria of the dividing wall Refer to the charts in Appendix o for deflection and minimum rebar requirements from spWali

EK ENGINEERING PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

I PG 3



DATE 6162010

BOUYANCY CALCULATIONS

The following calculations determine whether the empty tank can adequately resist the bouyancy force assuming the minimum 12 inches of soil cover and the water table at ground level The magnitude of the bouyancy force is the pressure at the depth of the bottom of the tank multiplied by the area of the tank The resisting force is the weight of the empty tank and the weight of the soil above the tank and a wedge of soil around the perimeter of the tank Formulas used are as follows

FBOUYANCY =pressure area

WTANK =volume density = [ (wall area wall thickness) + (base area base thickness)

+ (lid area lid thickness) 1 concrete density

WSOIL_COVER =volume density =cover depth lid area soil density

WSOIL_WEDGE =volume density =12 [ lid perimeter depth depth tan( interaction angle) 1 soil density

Description Value Units Depth of Tank 525 ft

Width of Tank 6 ft Length of Tank 8167 ft Wall Thickness 25 in Base Thickness 3 in

Lid Thickness 6 in Concrete Density 150 pcf

Soil Density 110 Ipcf Soil Cover 1 ft

Water Density 624 pet

In this case the tank dimensions underestimate the weight of the tank due to the shape of the dividing wall and other factors The tank manufacturer may be able to provide more accurate data

The soil adjacent to the tank is assumed to interact with the tank to resist uplift forces A triangular wedge of soil extending upward and outward from the bottom of the tank at the interaction angle shown will be included in the resisting force The lower 6 of soil is neglected in this calculation

Calculated Quantites Value Units Interaction Angle 100 deg

Bouyan9_ Force 19111 Ib Weight of Tank (Emptyt 10138 Ib

Weight of Soil Cover 5390 Ib Weight of Soil Wedge 9085 Ib

Resisting Force 24613 Ib Factor of Safety 13 NA

PAGE 4 2500 LB MAX WHEEL LOAD I shyAT WORST CASE LOCATION ( I GOOO LB FOR BZP-I 000 T) 0

WATERTIGHT RIBBED PVC RISER NORTHWEST CASCADE INC X 98 [8-2] X (24 ID) AND SCREW DOWN LID 0WI WATERTIGHT GASKET (REFER TO Ur v v

FINAL Iegt 71 71 ( X 5( X ~ z24 ------t ( 0

THE HIGH WATER TABLE AND Cf)TANK MODEL BZP-1000 X J I

GRADE TRAFFIC RATING NOTES ALSO) UJ WDATE MANUFACTURED XXXXXX 0 a 00

NMAX DEPTH OF COVER 3 FT laquo 0LIQUID CAPACIlY 1060 GAL - - ----- - - ----- - - ----- 0 ()0 cl laquoLL

MASTIC Cf) 0 J

SOIL COVER - shy e( l shy~ ()I shyCAST IN PLACE - 12 MIN IIJ W RISERS OR USE 0 0 5DETAIL OF ID TAG (LOCATE 3G MAX

- ~ADAPTER RING IzshyTAG INSIDE RISER OR laquo 0 I shy- shy

I- 0 Cpound

I ACCESS OPENING) a i ~ z4 CAST-A-SEAL GASKET OR

IEQUIV WATER-TIGHT CONNECTION AT EACH TANK a4 BZP- I 000

PERFORATION TYP G BZP- I 000 T N cl

o12

Ln ~ (f)Of-shy ~~I en I-shyACCESS AN D RISERS NOTES 00J 00

U~N (0 0 zzl_0 - f-

c CAPACITIES (GAL)I ) MINIMUM ONE 18 0 ACCESS OPENING PER COMPARTMENT 0 w~

lt9 THE DISTANCE BETWEEN ACCESS OPENINGS IS NOT TO CON iLl

No W I-- 0 W

= co c I-- u J 2) RISERS MUST BE A MINIM UM OF 23 INSIDE DIAMETER lLI

EXCEED I 0-0 CENTER TO CENTER j)(() f-- 43 laquo laquo laquo

j) -1 o ~ u3) RISER-TO-TANK AND RISER-TO-ADDITIONAL SECTIONS OF Z o (f)RISER CONNECTIONS MUST INCORPORATE JOINT GROOVES

(j)OR ADAPTERS TO PREVENT LATERAL MOVEMENT AND t bull REMAIN WATERTIGHT 2 12 THICK 4500

4) ACCESS AND RISER OPENINGS MUST BE COVERED WITH A PSI CONCRETE ()b~S--OLOCKABLE LID OR OTHER SECURED LID PERIMETER WALLS TYP 5) ACCESS RISERS AND LI DS MUST BE STRUCTURALLY SOUND Z ~ P6

TO WITHSTAND ANTICIPATED SITE-SPECIFIC LOADS o lt0 lt0 shyexgt I

fn 0) shy

J laquo ~ 3TAPER 3 THICK 4 500 PSI STONE-FREE NATIVE SOIL SEALS AND GASKETS NOTES $_ 6TYP 4 SIDES CONCRETE FLOOR OR COMPACTED SAND o lt0ZOVER STONY SOIL I) SEALS AND GASKETS FOR INLET OUTLET AND _ Z C0

INTERCOMPARTMENTAL FITTINGS MUST BE RESILIENT WATERTIGHT CORROSION-RESISTANT AND FLEXIBLE

2) SEALS MEETINGS ASTM C- I G44 OR EQUIVALENT MUST BE 0 ~ ~ USED AT THE TANK WALL-TO-PVC PIPING INTERFACE TO W CJ LlPREVENT LEAKAGE

W W exgt J lt0 I-- lt0 I-- shy

HIGH WATER TABLE AND laquo ~ INSTALLATION INSTRUCTIONS BAFFLE NOTES en exgtZTRAFFIC LOADI NG NOTES _ - lt0

I) EXCAVATE TAN K HOLE WITH VERTICAL WALLS TO 2 FEET LARGER THAN TANK ON ALL SIDES BOTTOM OF I) INLETS TO PUMP TANKS REQ UIRE A SANITARY TEE OR BAFFLE (WH EN I) FOR TANK MODEL BZP-I 000 fn ~ 6 HOLE MUST BE FLAT LEVEL AND FREE OF WATER HO LE MUST SLOPE DOWN 3 TO CENTER OF TANK EFFLUENT IS PUMPED INTO TANK) AND MUST EXTEND MI N 8 BELOW THE A) MAXIMUM WATER TABLE AT TOP OF LID J C0 lt0

2) INSTALL G MINIMUM OF 2 MINUS MATERIAL OR SAND ON BOTTOM OF EXCAVATED HOLE INVERT OF THE INLET B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED 2500 LB 3) INSTALL TANK IN CENTER OF HOLE KEEPING MINIMUM I FOOT VOID SPACE ON ALL S IDES 2) INLET AND OUTLET DEVICES MUST HAVE A MINIMUM INSIDE DIAMETER OF CO NCENTRATED LOAD Z 23 ~ 4) INSTALL REST OF SYSTEM AND AFFIX RISERS AS REQUIRED BY LOCAL JURISDICTION 4 AND BE CO NSTRUCTED OF PVC OR ABS CONFORMING TO OR EXCEEDING 2) FOR TANK MODEL BZP-I 000 T

W o en

z W

5) UPON APPROVAL TO BACKFILL FILL VOID SPACE AROUND TANK WITH COMPACT GRANULAR (SANDy) SOIL HIE STANDARDS OF ASTM D 3034 OR ASTM D 2G80 RESPECTIVELY A) WATER TABLE AT GROUND LEVEL FREE OF LARGE CLUMPS OF CLAY AND ROCKS OVER 2 INCHES IN DIAMETER BACKFILL CAREFULLY AND 3) THE INLET MAY BE MOVED FROM THE LOCATION S HOWN PROVIDED THE B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED I GOOO LB EVENLY IN 18 LIFTS MAXIMUM SOIL COVER IS 3G HEIGHT IS NOT CHANGED AND THE PIPE CENTER IS LOCATE D AT LEAST 8 CONCENTRATED LOADS AT 14 INTERVALS (HS20 RATING)

G) IF REQUIRED WATER TESTING TO BE DONE BY LOCAL JURISDICTION OR DOH SPECIFICATIONS FROM ANY EDGE AND AT LEAST 4 FROM ANY REBAR 3) TRAFFIC RATED RISERS MUST MEET OR EXCEED THE STANDARDS ~ Ii ~ 7) FINAL GRADE THE SURFACE TO AVO ID CHANELLING SURFACE WATER TOWARDS TANK OF ASTM C4 78 ( 12) AND WSDOT STANDARD PLAN B-309000

FRAME AND COVER MUST MEET OR EXCEED THE STANDARDS OF ASTM A4B CL3 5B W

4 OF HORIZ BARS

PAGE 5 4 38 TO CENTER

2 34 TO C ENTER OF VERT BARS ~ C) -lOF VERT BARS W

3 34 TO CENTER 0 0t =t98 [521 2 14 TO CENTER G OF HORIZ BARS 0 9 k 71 k 18 ~ 0

a 0T 1 0 0LL T ZW----4-------~-------~------~L----- L _____ li_ -l I- - - - n- - - - - - - fT - - - - - - -IT - - - - - - 1-- - - - 1- - - - - - ti shy gt

II II II II II II 0 W 0 0

w II II II II II II II II II II II II CONCRETE COVER FOR CONCRETE COVER FOR I N ()

laquo C)====A=======~=======If=======1 r= =====I ======~= LID REI NFORCEMENT LID REINFORCEMENT ()

(f)a Co 11K ~k V ERT REBAR II II II (MODEL NO BZP-I 000) (MODEL NO BZP-I OOO-T) laquo en laquo

In ()clt) 111 SEE SCHEDULE II II II W I shy====~=======~======~i======db=====lb=====~= a ~ (f) oII WII II IIII II II II II z24 0 OPEN ING 0 ~ II II II II II 0

II If==- II II II II () 0 I shygt 0 0 0~ ~c-J~------lL------~-------U~ -r------Tr------~-------n f- 0 C) T Z(j II II II II z Ii- II II G DIAMfTER II II ()II II INSPECTION PORT IIII IIII --- IIII 0

0 II I I II II II z laquo

~

N~====ft =======~=======f======~f=====f= =====ff= II II II II II II

f- en II II II II II II

----H----------~--t+--~-_T------lt--------~---~---------t~-----------l+-- 0 II IIHORIZ REBAR I II II II

I I II II II I shyI SEE SCHEDULE I II II II REBAR SCHEDULE FOR BZP- I 000 ~IgtCO

C)

T Z(3 OF SOIL COVER WATER TABLE AT TANK LID 2500 LB WHEEL LOAD)====g======~======~=====~~=====~= (0 0 ~ SIDE WALLS END WALLS G-l$-(O wO

W 4500 PSI CONCRfTE TANK LID DETAIL HORIZ DIAMETER I 3 (38) HORIZ DIAMETER 3 (38) -JI- LLLID (SEE SCHEDULE) w ~o laquolaquo laquo

HORIZ SPACING I 18 HORIZ SPACING 18 oo gs C) VERT DIAMETER I 3 (38) VERT DIAMETER 3 (38)

VERT SPACI NG 13 VERT S~ACING 18I () bull

FLOOR LID (THICKNESS 4 )

(0DIAMETER I 3 (38) DIAMETER 4 (12) ~ (0Z m

0- (0 shySPAC~G I I 8 EACH WAY SPACING 11 8 EACH WAY I

CO shyVERT REBAR V ERT REBAR

SEE SCHEDULE SEE SCHEDULE laquo (0(9 S

m CO

6REBAR SCHEDULE FOR BZP-I 000 T (0======~~======1==============~======4~====== II (3 OF SOIL COVER WATER TABLE AT GROUND LEVEL ~ HS20 TRAfFIC LOADS) =======~=======~I~============== Z 0 Cf)

II III III II II II I z SIDE WALLS END WALLS II

II II - gtII

II II II 0 0 II II II II HORIZ DIAMETER 3 (38) HORIZ DIAMETER 3 (38) II 0 ~ II II II II (9 LLII 1 HORIZ SPACING HORIZ SPACING II II II II 1 II 15 14 ______ -1 1 _______ ___ __ II _____ _ W CO------F-------H--- ---~F------ W (0 == ====~=======i ==1==lr==~===i == ===~r===== Ii VERT DIAMETER 3 (38) VERT DIAMETER 3 (38) II -J (0 II I shy

11 II HORIZ REBAR II II VERT SPACING 9 VEPT SfACING 12 II HORIZ REBAR W

l- -I II II SEE SCHEDULE II II II SEE SCHEDULE II e( shy

COII II II II II COZFLOOR LI D (TH ICKNESS G ) (0 ~ II LIIII ___ lJ ______ -JL _____ I IIII shy-DIAMETER 3 (38) OI AMETER 5 (58) m~=======TI=== ===~====--lr------lr-----I =~=======4~==- ===~====== I 60 (0(9II II Cf)

II II II SPACING 12 EACH WAY SPACING 12 EACH WAY Cf)II II I II II I II X

NOTES I II II II 1 0

I) ALL REINFORCEMENT IS TO BE GRADE GO WITH A MIN OVERLAP OF Z CO II II 30 BAR DIAMETERS AT SPLICES (EG 15 FOR NO4 BAR) II-_--+_____-+-___----J II w II 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR IS TO BE z--~-------=~-----~J======-- ----- ~ W 0CENTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR o

TOWARDS THE OUTSIDE OF THE TANK 0 I TANK SIDE WALL DETAIL TANK END WALL D~TAIL a2- 12 TH ICK 4500 2-12 THICK 4500 ~

PSI CONCRfTE SIDE PSI CONCRfTE END

WALL WALL W

EK ENGINEERING APPENDIX A PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

TANK SIDE WALL FINITE ELEMENT ANALYSIS

Appendix A contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank side wall The overall length and height (including the lid thickness) of this wall is 8shy2 and 5-3 respectively For design purposes the wall length and height is 7-11 and 4-95 respectively

The worst case loading condition for this wall assumes 3 of saturated soil cover (water table at the ground level) and an empty tank (refer to page 1 for design criteria) Also a 12 kip axial load acting along the entire length of the wall due to the HS20 traffic rated lid is included The base of the tank and end walls are assumed to provide fixed supports and the top of the wall is assumed to be supported by the lid (refer to the tank drawings on page 4)

Table of Contents for Appendix A

Page Contents

A1 A2

A3

spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction)

spWalltrade Min Reinforcement Chart (y-direction)

STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 0939 47 AM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorthwest CascadeBZP-1000BZP-1000 T SIDE WALLwa3

BZP-1000 T PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt Ai

Dz+ O01S

OOamppound -0 058

0050

0042

0033

0025 -0 017

ooos

0000 ------1

z X

Dz+ [in] LC Envelope DZ+max 0 075 in DZ+min 0000 in

0102

STRUCTURE POINT - spWall v360 (TM) 06-11-2010 093954 AM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGR Concrete Tanks Northwest CascadeBZP-1000BZP-1000 T SIDE WALLwa3 Page 1

BZP-1000 T PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt

Asx 0 107

OOSfgt

OJ181

00 -0070

OJllgtS

0_ --

z X

Asx [in A 2ft] LC Envelope Asxmax 0107 inA 2ft Asxmin

STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 094003 AM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZP-1000BZP-1000 T SIDE WALL wa3 Page 1

BZP-IOOO T PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt

Asy 0226

02116 -0185

0 11)4

0143 -0122

0101

0080

0059-0038-

z X

Asy [inA 2ft] LC Envelope ASYmax 0226 inA 2ft Asymin

EK ENGINEERING APPENDIX 8 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

TANK END WALL FINITE ELEMENT ANALYSIS

Appendix 8 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank end wall The overall length of this wall is 6-0 and the overall height is 5-3 (including the thickness of the lid) For design purposes the wall length is 5-95 and the height is 4-95

The worst case loading condition for this wall assumes 3 of saturated soil cover (water table at the ground level) and an empty tank (refer to page 1 for design criteria) Also a 12 kip axial load acting along the entire length of the wall due to the HS20 traffic rated lid is included The base of the tank and side walls are assumed to provide fixed supports and the top of the wall is assumed to be supported by the lid (refer to the tank drawings on page 4)

Table of Contents for Appendix B

Page Contents

81

82 83

spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWaHTM Min Reinforcement Chart (y-direction)

STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 093840 AM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZP-1000SZP-1000 T END WALL wa3 Page 1

BZP-1000 T PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt

Dz+ 0

0039 -0034

0 02

0024 -0010

ooos-0000

z X

Dz+ [in] LC Envelope DZ+max 0044 in Dz+min 0000 in

STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 0938 48 AM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwes t CascadeBZP-1000BZP-1000 T END WALLwa3 Page 1


Asx 0 100

009amp -0091

0087

0082

01)78

0073 -0

aotc ---~

L_ z X

Asx [in~2ftl LC Envelope Asxmax 0100 in~2ft Asxmin 0060 in~2ft

STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 093856 AM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorthwest CascadeBZP-1000BZP-1000 T END WALLwa3 Page


Asy 0143

0132

0 121

-awJ

a09t

0075

0063

0052

0041 -

z X

Asy [in A 2ftj LC Envelope ASYmax 0143 in A 2ft Asymin 0 041 in A 2ft

EK ENGINEERING APPENDIX C Po BOX3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

TANK LID FINITE ELEMENT ANALYSIS

Appendix C contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank lid The overall dimensions of the lid are 8-2 x 6-0 and for analysis purposes is considered to be 1-11 5 x 5-9 5

The worst case loading condition for this wall assumes a uniform load of 3 of saturated soil cover and a concentrated wheel load of 16000 Ib in the center of the lid (HS20 traffic rating) The wheel load is assumed to spread over about 6 square feet Also the lid has one 24 diameter hole which is modeled as a 22 x 22 square (slightly greater in area than the circular hole) The side walls and end walls provide support for the lid

Axial stresses (due to the exterior walls pressing in or pushing out) are negligible in comparison to the flexural stresses in the wall and are neglected

Table of Contents for Appendix C

Page Contents

C 1 spWalltrade Deflection Chart

C 2 - C 3 spWalltrade Min Reinforcement Tables

The minimum required steel areas in the horizontal and vertical directions are shown in a list in Appendices C2 and C3 This list has at least one location where the required rebar exceeds the maximum allowable according to the finite element program However by inspection these locations are not where the actual worst case rebar will occur Therefore the list is included and the locations used for the actual rebar areas are high-lighted

STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 0918 07 AM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorthwest CascadeSZP-1000SZP-1000 T LIDwa3 Page 1

BZP-lOOO T PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt c1

Dz+ DDS3

OO~ -0042

0 036

0030

0024

0018

0012

0 006 -0 000

b_ z X

Dz+ [in] LC Envelope DZ+max 0053 in DZ+min 0000 in

STRUCTUREPOINT - spWa ll v360 (TM ) 06- 11-20 10 092148 AM Licensed to EK Engi neering License 10 55996- 10 18724 - 4 - 2 1618-2 16 18 FENGRConc~e te Tanks Northwest CascadeBZP-I000BZP-1 000 T LI Owa3 Page 1

ENVELOPE PLATE FLEXURE REIN FORCEMENT cz ~==========~==================~=

To ta l required area of stee l (As) inA2 ft Bending moment (Mu) k-ft ft axia l f o r ce (Nu) kIf

Elem Curtains As (xy) ro() Ld combo Mu (xy) Nu (xy) Tie

1 22 1E-0 0 1 03 1 ULTIMATE 1 7959 E+ 000 654 11E-0 02 829E-001 1 15 ULTIMATE 1 7354 E+ 000 -4 9264 E-0 02

2 158E-001 022 ULTIMATE 13290E+000 - 5 1650 E- 002 200E-001 028 ULTI MATE 1 1758E+000 - 3 1482 E- 001

3 1 1 44E-001 020 ULTI MATE -1 6987 E+000 -5 0 449E-002 919E-002 013 ULTI MATE -1 9026E+ 000 - 26066E- 001

4 144E-001 020 ULTIMATE -11 742E+000 - 47874 E- 002 8 64 E-002 012 ULTIMAT E -13884E+000 - 24575 E- 001

5 1 44E-001 020 ULTI MATE - 76323 E- 001 - 46107 E- 002 864E-002 0 1 2 ULTIMATE - 9 4455E-001 - 23287 E- 001

6 144E-001 020 ULTIMATE -14411E+000 - 4 9213 E- 002 8 64E-002 012 ULTIMATE -1 4789 E+ 000 - 2 1036E-001

7 1 144E- 001 020 ULTIMATE 1 093 7E+ 000 -57 073 E- 002 1 97E-00 1 027 ULTIMATE 11285 E+ 000 -1 9788 E- 001

8 2 04E- 00 1 028 ULTIMATE 17 066E+ 000 - 51986E- 002 8 18E-001 114 ULTIMATE 17 520 E+ 000 -1 8508 E- 001

9 2 45E-001 034 ULTI MATE 20039E+ 000 - 29302 E- 003 -Exceed maximum- ULTIMAT E 2 0322 E+ 000 - 9 0085E - 002

10 1 44E-001 020 ULT I MAT E 10971E+000 - 27379E- 002 56E-001 022 ULT I MATE 89002E - 001 -81919E-002

11 1 44E-001 020 ULT I MATE - 21328E+000 27544E-003 l 31E-001 018 ULT I MATE - 2 6514E+000 -12575E-001

12 1 1 44E-001 020 ULT I MATE - 23399E+000 -20341E-002 150E-001 021 ULTIMATE - 30405E+000 -1 635 1E-001

13 1 bull 44E-001 020 ULTIMATE - 2147 1E+000 -25465E-002 1 47E-001 020 ULTIMAT E - 29793E+000 -14724E-001

14 1 1 44E-001 020 ULTIMATE -1 6902 E+ 000 - 26934 E- 002 1 25 E- 001 017 ULTIMATE - 2 5814E+000 -1 3820 E- 001

15 1 144E-00 1 020 ULTIMATE -1 7878 E+000 -2 3628 E-0 02 1 03E-001 014 ULTIMATE -21259E+000 -117 87 E-001

16 1 1 55 E-00 1 022 ULTIMATE - 267 43 E+000 - 2 5829 E- 002 9 4 7E-002 0 1 3 ULTIMATE -1 9207 E+ 000 - 7 5464 E- 002

17 1 1 44E-001 020 ULTI MATE 12035E+000 - 24572 E- 002 2 75E-00 1 038 ULTI MAT E 14566E+000 - 51267 E- 002

18 1 2 02 E- 001 0 28 ULT IMAT E 16781E+000 - 45846E- 002 2 89E-001 040 ULTIMAT E 15233E+000 -1 0048E - 001

19 1 144E-001 020 ULT I MATE -87724E-001 -64837E-003 8 64E-002 012 ULT I MATE -11911E+000 - 2 4150E- 002

20 144E-001 0 20 ULT I MAT E -16565E+000 39951 E- 003 122E-001 0 1 7 ULTI MATE -25005E+000 - 26869E - 002

21 1 1 44 E- 001 020 ULTIMATE - 2 3406E+ 000 - 6 2862E - 004 1 75E-00 1 024 ULTI MATE - 35379 E+000 -4 0302E-002

22 147E-00 1 020 ULTIMATE - 25665 E+ 000 - 76507 E- 003 2 0 3E-00 1 028 ULTIMATE -40786E+000 - 4 9029E-0 02

23 1 144E-001 020 ULTI MATE - 22859 E+ 000 -90436E-003 2 0 8E-001 0 29 ULTIMATE -4 155 2 E+ 000 -4 2423 E- 002

24 1 1 44E-001 020 ULTIMATE -177 8 1E+000 -1 9459 E- 002 230E-00 1 032 ULTIMATE -4 5852E+000 -4 7494 E-00 2

25 1 144E-00 1 020 ULTIMATE - 32006E-001 -18085E-002 86 4E-002 012 ULTIMATE - 64 642E -00 1 -4 5380 E- 002

26 1 144E-00 1 020 ULTIMATE -8 8 172E -001 23580E- 002 864 E- 002 012 ULTIMATE -11935E+000 49815E-002

27 1 1 44 E- 001 020 ULTIMATE -16614E+000 25803E-0 02 1 25E- 00 1 017 ULTIMATE - 2 5059E+000 68848E-002

28 1 1 44 E- 00 1 020 ULTIMATE - 23444E+000 14211E-002 1 78E-00 1 025 ULTIMATE - 35428 E+ 000 63157E-00 2

29 1 1 49pound- 001 02 1 ULTIMATE - 2 5 68 5E+000 8828 4E-00 3 206E-00 1 0 29 ULTIMATE -40821E+000 5080 2E-00 2

30 1 1 44E-001 020 ULTIMATE -22868E+000 10228 E-00 2 208E- 00 1 029 ULTIMATE -41567E+000 44110E-002

31 1 1 44E-00 1 020 ULTIMATE -1 7828 E+000 2 7080 E-00 2 2 30E-001 032 ULTIMATE -4 5884E+000 56652 E-0 02

32 1 144E-001 020 ULTIMATE -32262 E-00 1 1 8330E-002 864E-002 012 ULTIMATE -65086E-001 50570E-002

33 1 1 44E-00 1 020 ULTIMATE 10970E+000 65522E-002 1 64 E-001 023 ULTIMATE 88868E-001 1 3668E-001

34 1 1 44E-00 1 020 ULTIMATE -21331E+000 3 0450E-002 1 33E-001 019 ULTIMATE - 265 17 E+OOO 1 8 1 92E-001

35 144 E-001 020 ULTIMATE - 23400E+00 0 20973E-002 1 53E-001 02 1 ULTIMAT E - 30404E+00 0 1 64 17E-001

36 1 1 44E-001 020 ULTIMATE - 21470E+000 2 7633E-002 150E-001 021 ULTIMATE - 29790 E+000 1 4956E-00 1

37 144E-001 020 ULTIMATE -1 6902 E+ 000 2 845 0 E- 002 1 31E-001 018 ULTIMAT E - 258 15E+000 1 3976E-001

38 1 44E-001 020 ULTIMAT E -1 7884E+000 3 3 18 1E-002

STRUClUREPOINT - spWa 11 v360 (TM ) 06-11- 2010 09214 8 AM Licensed t o EK Engineering License ID 559 96- 1018724-4-21 618 - 2 1618 f ENGRConcre te Tanks Nor t hwes t Ca scade BZP- 10OOBZP-I000 T LIDwa3 Page 2

39 1 l 06 E-001 1 55 E-001

0 1 5 022

ULTIMATE ULTIMATE

-21254E+000 -26745E+000

13008E-001 37125E-002 C3

9 7 5E-00 2 014 ULTIMATE -19209E+000 89172 E-002 40 1 1 44E - 00 1 0 20 ULTIMATE 1 20 42E +000 53 953 E-002

283 E- 00 1 0 39 ULTIMATE 145 67E+000 8 8604E-002 41 1 204 E-001 0 28 ULTIMATE 1 6782E+00 0 52976E-002

2 97E-0 01 041 ULTIMATE 15 22 1E+000 10 822 E-001 42 2 2 1 E-001 0 31 ULTIMATE 17 961E+000 98 410E-002

1 0 0E+000 139 ULTIMATE 17359E+0 00 2 4590E-001 4 3 1 1 60 pound - 001 02 2 ULTIMATE 1 329 1E+00 0 6 195 1E-002

2 30 E- 00I 032 ULTIMATE 1 1759 E+000 32672 E-001 44 144E-001 020 ULTIMATE -1 6989 E+000 55 607 E-00 2

9 7 5 E- 00 2 014 ULTIMATE -1902 7E +000 2662 2E-001 45 1 144 E-O Ol 020 ULTIMATE -11743E+000 49580E-00 2

8 6 4E - 00 2 012 ULTIMATE -13885E+000 2 4 750E-001 46 1 144E-001 0 2 0 ULTIMATE - 7 6308E-0 01 4 61 95E-002

864E-002 0 1 2 ULTIMATE - 94432E-001 23296E-00 1 47 1 44 E- 00 1 020 ULTI MATE - 14412E+000 53029E- 002

8 64E-002 012 ULII MATE -1 4788E+000 21 440E- 001 48 144E-00 020 ULTI MATE 1 0938E+00 0 61179 E-002

217E- 00 0 3 0 CL IVLATE 1 1287E+000 2 02 17 E-001 49 1 207E-00 029 ULTIMATE 1 7 0 68 E+000 6 0744 E- 002

1 04 E+ 00 0 1 45 ULTIMATE 17522E+0 00 1 9479 E- 00 1 50 2 48E-00 1 034 ULTIMATE 2004 1E+000 8 384 0E- 002

-Exceed maximwm- ULT IMATE 203 27E+000 2 0 632E-001

EK ENGINEERING

PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669

I PG 1



DATE 6162010

DESIGN CRITERIA I DEFINITIONS

SIDE WALL DIMENSIONS

HEIGHT 4792 ft LENGTH 7917 ft

THICKNESS 25 in


10625 in

14375 in

CONCRETE PROPERTIES

COMPRESSIVE STRENGTH I 4500 Ipsi WEIGHTI 150 Ipcf

END WALL DIMENSIONS

HEIGHT 4792 ft

LENGTH 5792 ft THICKNESS 25 in


10625 in 14375 in

STEEL REINFORCEMENT PROPERTIES

STEEL STRENGTH I 60 Iksi STEEL ELASTICITYI 29000 Iksi

SOIL PROPERTIES

COVER DEPTH 3 ft GROUND WATER DEPTH 0 ft

WEIGHT 110 Ipcf SOIL FRICTION ANGLE PHI 32 deg

LID DIMENSIONS

LENGTH 7917 ft WIDTH 5792 ft

THICKNESS 6 in CONCRETE COVER

(MINIMAX) 375 in

4375 in

The equivalent fluid pressure assuming fully saturated soil is calculated as follows

P =WgtSOIL H + (WgtSOIL - WgtH20) K H

K =[1-sin(phi)] I [1+sin(beta)] =047 (passive) (Angle of slope beta is assumed to be 0 degrees)

P =[624 + (110 - 624) 047 ] H

P =85 Ibft3 H

The T deSignation indicates a high ground water condition and HS20 traffic loads

DESIGN ASSUMPTIONSNOTES Wall dimensions (shown in the charts above) are taken as the distance between centers of supporting walls Tapers on exterior walls are neglected and the dimension used is the largest (worst case) dimension The side walls dividing walls and bottom of the tank are assumed to be fixed connections (moment resisting) and the lid of the tank is assumed to be a pin connection (non-moment resisting) The rebar is assumed to be located such that the shorter span rebar is closest to the tension side of the wall under worst case loading conditions Refer to the attached drawings of the tank for complete details


1 PG 2



DATE 6162010



~ AREA

(in2 )





~ AREA (in2

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LID REINFORCEMENT3

~ AREA (in2

)




0196 in2 No 5 is 0307 in2




I PG 3



DATE 6162010





















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STRUCTUREPOINT - spWa11 v360 (TM) 06-11-2010 0939 47 AM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorthwest CascadeBZP-1000BZP-1000 T SIDE WALLwa3 Page 1


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STRUClUREPOINT - spWa 11 v360 (TM ) 06-11- 2010 09214 8 AM Licensed t o EK Engineering License ID 559 96- 1018724-4-21 618 - 2 1618 f ENGRConcre te Tanks Nor t hwes t Ca scade BZP- 10OOBZP-I000 T LIDwa3

39 1 l 06 E-001 1 55 E-001

0 1 5 022

ULTIMATE ULTIMATE

-21254E+000 -26745E+000

13008E-001 37125E-002 C3














1 PG 2



DATE 6162010



~ AREA

(in2 )





~ AREA (in2

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LID REINFORCEMENT3

~ AREA (in2

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0196 in2 No 5 is 0307 in2




I PG 3



DATE 6162010





















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13008E-001 37125E-002 C3














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2500 LB MAX WHEEL LOAD I shyAT WORST CASE LOCATION ( I GOOO LB FOR BZP-I 000 T) 0


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0 1 5 022

ULTIMATE ULTIMATE

-21254E+000 -26745E+000

13008E-001 37125E-002 C3














39 1 l 06 E-001 1 55 E-001

0 1 5 022

ULTIMATE ULTIMATE

-21254E+000 -26745E+000

13008E-001 37125E-002 C3













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