p. o. box 3097 (360) 687-7668 online: · (moment resisting), and the lid of the tank is assumed to...
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P O Box 3097 (360) 687-7668 Online wwwEkEngineeringnet
Battle Ground WA 98604 (360) 687-7669 Fax E-Mail OavidEkEngineeringnet
Northwest Cascade Inc June 162010 Attn John Nutt P O Box 73399 Puyallup WA 98373
Re Engineering Design and Calculations for the Precast Concrete Tank (Model BZ2-1500)
Dear John
At your request we hereby provide a design and calculations for the precast concrete septic tank (Model BZ2-1500) The design is based on the requirements of the 246-272C WAC for on-site sewage system tanks 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 dividing walls and lid are in Appendices A B C and 0 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 BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROJECT FOR NORTHWEST CASCADE INC
DATE 6162010
DESIGN CRITERIA I DEFINITIONS
SIDE WALL DIMENSIONS HEIGHT 4875 ft LENGTH 1225 ft
THICKNESS 3 in CONCRETE COVER
(MINMAX) 13125 in 16875 in
CONCRETE PROPERTIES COMPRESSIVE STRENGTH I 4500 Ipsi
WEIGHTI 150 Ipcf
END WALL DIMENSIONS HEIGHT 4875 ft LENGTH 525 ft
THICKNESS 3 in CONCRETE COVER
(MIIIMAX) 13125 in 16875 in
STEEL REINFORCEMENT PROPERTIES STEEL STRENGTH I 60 I ksi STEEL ELASTICITYI 29000 Iksi
SOIL PROPERTIES COVER DEPTH 3 ft
GROUND WATER DEPTH 3 ft WEIGHT 110 pcf
SOIL FRICTION ANGLE PHI 32 deg
LID DIMENSIONS
LENGTH 1225 ft WIDTH 525 ft
THICKNESS 4 in CONCRETE COVER
(MINMAX) 225 in 275 in
DIVIDING WALL DIMENSIONS HEIGHT 4875 ft WIDTH 525 ft
THICKNESS AT TOP 2 in THICKNESS AT BOTTOM 4 in
CONCRETE COVER (MINMAX)
125 in 2 in
The equivalent fluid pressure assuming fully saturated soil is calculated as follows
P = WgtSOIL H + (WgtSOIL - WgtH20) K H K = [1-sin(phi)] [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 assumptions for the surchage on the saturated soil below the 3 ft of dry soil cover are included in the Design AssumptionsNotes below
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 Assumptions for the 3 ft of dry soil cover 1) cover is non-granular and able to partially bridge the distance between the tank and the edge of the excavation which is not to exceed 12 inches on any side 2) the weight of the dry soil above is approximately 100 pcf (claygravel mix) or less and 3) the resultant surcharge on the saturated soil due to the dry soil cover is 13 100 pcf 3 ft = 100 pst
NG PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROJECT FOR NORTHWEST INC
DATE 6162010
CALCULATIONS I
METHODOLOGY The required steel areas listed in the charts to the left are taken from a finite element
the spWall concrete wall design software notes below) The minimum rebar spacing is calculated as the
area of one rebar (No3 is 0110 NO4 is
0196 NO5 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 for the walls and lid of the tank 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 from spWal1 2) Refer to page 1 for dimensions and criteria of the end wall Refer to the charts in Appendix B for deflection and minimum rebar requirements from spWal1 3) Refer to page 1 for dimensions and criteria of the lid Refer to the charts in Appendix C deflection and minimum rebar requirements from spWal1 4) Refer to page 1 for dimensions and design criteria of the dividing wall Refer to the charts in Appendix D for deflection and minimum rebar requirements from spWal1
EK ENGINEERING PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 ~ FAX (360) 687-7669
I PG 3
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROIECT FOR NORTHWEST CASCADE INC
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
FSOUYANCY = 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 5167 ft Width of Tank 55 ft
Length of Tank 12500 ft Wall Thickness 3 in Base Thickness 3 in
Lid Thickness 4 in Concrete Density 150 Ipcf
Soil Density 110 pcf Soil Cover 1 ft
Water Density 624 pcf
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 Bouyancy Force 26456 Ib
Weight of Tank (Empty) 12969 Ib Weight of Soil Cover 7563 Ib
Weight of Soil Wedge 11212 Ib Resisting Force 31744 Ib Factor of Safety 12 NA
~
1
2500 LB MAX WHEEL LOAD AT WORST CASE LOCATION ( I GOOO LB FOR BZ2- I 500 T)
PAGE 4 12 OVERLAP MIN MASTIC ~
(NOT TO SCALE) 0 0NORTHWEST CASCADE INC l() cj
NOTCHED LID DETAIL z~ (j)TANK MODEL BZ2-1500 X -l IUJ UJDATE MANUFACTURED XXXXXX 0 0 N 0
MAX DEPTH OF COVER 3 Fr ~ ~ N ()LIQUID CAPACITY 1574 GAL a en 20 t 24 -------- G 0
LL (0 ~FINAL G1-- 24
(j) ()2 -lI I shyGRADE~ ~ ~ enI shy
UJ UJ
DETAIL OF ID TAG (LOCATE 0 s REFER TO THE z ITAG INSIDE RISER OR
~
0 I shyoe(T 0
N OTCHED LID I shyACCESS OPENING) lO 0 SOIL COVER DETAIL ABOVE 0
CAST IN PLACE ~12 MIN ZTYPRISERS OR USE 2 AIR I3G MAX
4 CAST-A-SEAL GASKET OR ADAPTER RING N EQUI V WATER-TIGHT
GAP
NCONNECTION AT EACH TANK (0PERFORATION TYP
0 ~ () CD-~
gt I IshyCO ACCESS AND RISERS NOTES ~~~~~~m~---~~
~- -CD oZ Z
8MIN ~~ wOI ) MINIMUM ONE 18 0 ACCESS OPEN ING PER COMPARTMENT I- 0 WTHE DISTANCE BETWEEN ACCESS OPENINGS IS NOT TO ~ ~~ ~~ W LL -J
EXCEED 10 -0 CENTER TO CENTER 01- ~~ ~~ 00
I- ltt lttr2) RISERS MUST BE A MINI M UM OF 23 INSIDE DIAMETER If)0 ltt 0 U _ If) I shy3) RISER-TO-TANK AND RISER-TO-ADDITIONAL SECTIONS OF l shy 0 0 ()_ I +shy
RISER CONNECTIONS M UST INCORPORATE JOINT GROOVES CAPACITIES (GAL) I o~ N 0 -+shyOR ADAPTERS TO PREVENT LATERAL MOVEMENT AND []) N lLl liJ
_ []) I OPERATING l OG I I bull REMAIN WATERTIGHT UJN = I shy I shyTOTAL (FLOOD) 1280 ()~ ILl
Ul -l -l4) ACCESS AND RISER OPENINGS MUST BE COVERED WITH A Ul ~ ILl
LOCKABLE LID OR OTHER SECURED LID Z CAPACITIES (GAL) I shy 0)J 5) ACCESS RISERS AND LIDS MUST BE STRUCTURALLY SOUND CDN 3 THICK 4500 PSI OPERATING 513 o centZTO WITHSTAND ANTICIPATED SITE-SPECIFIC LOADS If) 0 CD
CONCRETE WALLS (J) I--shyTOTAL (FLOOD) G22 CD I AND FLOOR TYP ~ - CO I--shy
1 0)
CD(9 ltt CO
SEALS AND GASKETS NOTES SZ z
6 - CDo (f)
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2 12 TAPER 3 THICK 4500 PSI 0 gtltSTONE-FREE NATIVE SOIL2) SEALS MEETINGS ASTM C- I (44 OR EQUIVALENT MUST BE 0 ltt4TYP 4 SIDES CONCRETE FLOOR OR COMPACTED SAND W (9 LL
PREVENT LEAKAGE OVER STONY SOIL USED AT THE TANK WALL-TO-PVC PIPING INTERFACE TO
CO
W l-
W CD-J CDI shy I--shy
Z I
I--shyHIGH WATER TABLE AND ltt COINSTALLATION INSTRUCTIONS BAFFLE NOTES OJ CDTRIFFIC LOADI NG NOTES - 0)
I--shyI) EXCAVATE TANK HOLE WITH VERTICAL WALLS TO 2 FEET LARGER THAN TANK ON ALL SIDES BOTTOM OF I ) INLETS TO SEPTIC TANKS MUST EXTEN D AT LEAST 8 BELOW THE LIQUID I) FOR TANK MODEL BZ2-1 500 0 6
HOLE MUST BE FLAT LEVEL AND FREE OF WATER HOLE MUST SLOPE DOWN 3 TO CENTER OF TANK LEVEL A) MAXIMUM WATER TABLE AT TOP OF LID (f) CD(9 (f)
2) INSTALL G MINIMUM OF 2 MINUS MATERIAL OR SAND O N BOTTOM OF EXCAVATED HOLE 2) OU TLETS TO SEPTIC TANKS MUST EXTEND BELOW THE LIQUID LEVEL AT B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED 2 500 LB
Z gtlt3) INSTALL TANK IN CENTER OF HOLE KEEPING MINIMUM I FOOT VOID SPACE ON ALL SIDES LEAST 30 BUT NOT MORE THAN 40 CONCENTRATED LOAD 0 4 ) INSTALL REST OF SYSTEM AND AFFIX RISERS AS REQUIRED BY LOCAL JURISDICTON 3) INLET AND OUTLET DEVICES MUST HAVE A MINIMU M INSIDE DIAMETER OF 2) FOR TANK MODEL BZ2 - 1 500 T OJ W 5) UPON APPROVAL TO BACKFILL FILL VOID SPACE AROUND TANK WI TH COMPACT GRANULAR (SANDY) SOI L 4 AND BE CONSTRU CTED OF PVC OR ABS CONFORM ING TO OR EXCEEDING A) WATER TABLE AT GROUND LEVEL Z
FREE OF LARGE CLUMPS OF CLAY AND ROCKS OVER 2 INC HES IN DIAMETER BACKFILL CAREFULLY AND THE STANDARDS OF ASTM D 3034 OR ASTM D 2G80 RESPECTI VELY B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED I GOOO LB W 0 0 EVENLY IN 18 LIFTS MAXIMUM SOIL COVER IS 3G 4) INLETS AND OUTLETS MAY BE MOVED FROM THE LOCATIONS SHOWN CONCENTRATED LOADS AT 14 INTERVALS (HS20 RATING) a I
G) IF REQUIRED WATER TESTING TO BE DONE BY LOCAL JURISDICTION OR DOH SPECIFICATIONS PROVIDED THE HEIGHTS ARE NOT CHANGED AND THE PIPE CENTERS ARE 3) TRAFFIC RATED RISERS MUST MEET OR EXCEED THE STANDARDS 0 7) FINAL GRADE THE SURFACE TO AVOID CHANELLING SURFACE WATER TOWARDS TANK LOCATED AT LEAST 8 FROM ANY EDGE AND AT LEAST 4 FROM ANY REBAR OF ASTM C478 (12) AND WSDOT STANDARD PLAN B-309000 ~
FRAME AND COVER MUST MEET OR EXCEED THE STANDARDS OF ASTM A4B CL3SB W
4 OF HORIZ BARS
PAGE 5 4 38 TO CENTER
2 34 TO CENTER OF VERT BARS OF VERT BARS (f) I shy
J3 34 TO CENTER W 2 14 TO CENTER G OF HORIZ BARS 0
0 0 ~ 0 0 0 L()lL 0 W ~ Z J I
WNO3 VERT BARS 0It
CONCRETE COVER fOR CONCRETE COVER fOR 18 Oc MAX w N 0 r ltC()LID REINfORCEMENT LID REINfORCEMENTt== ==t J
N150 [I 2-G1 (f) 0 (MODEL NO BZ2 - 1 5 00) (MODEL NO BZ2-1 500-T) (f)
18 f 75 Y 39 J 18 I irl-----------+----J---~ 0 (() ltClaquo CD 0
uJ r0 ~ ~ w
-Ilt--___--H1-EIlI-===-= = = = 4~l= - - - - fl= - - - shy~i = =ft -~- z
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() N I I ~ I ~ ~ VERT REBAR I zI I laquo N 17 17 SEE SCHEDU T~ 4500 PSI CONCRETE I I I-Cp (()TAPERED WALL I ~ Vilt 1 IIIII O-------~~-------D-------~~-~ c~r-------~ 5 BTM TO 2 TOP
(TYF THICKNESSES) 1------- I I -------------- II - I I ------- II I
-0 1 1 1 1 I
1 1 1 1 I H T
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0
1 1 1 1 1 I I shyI lt0 ~ I ~ 1 I T CCl Z i0
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r0 I I I G 12) INSPECTION I wO HORIZ REBAR I PORT I SI DE WA LLS END WALLS J-ciw I SEE SCHEDULE I I INTERC OMPA RTM ENTAL (DIV IDING) WALL DETAIL W LL J
1 I I I 1 HORIZ DIAMETER I 3 (38) HORIZ DI AMETE R 3 (38) J- laquo laquo II I I I I laquo 0 ()
- -=--=----=--=--=--=--=--=---rt--=--=-~-=---it-=--=----=--=--=--=--it-=--=------=--=---f r -=--=----=-----rf---=--=--=--=--H--=----=--=--=--=- HORIZ SPACING 18 HORIZ SPACING 18 0 0 en VERT DIAMETER 3 (38) VERT DIAMETER 3 (38) bull
4500 PSI CONCRETE TANK LI D DETA IL LID (SEE SCHEDULE) VERT SPACING 18 VERT SPACING 18 ()
FLOOR LID (TH ICKNESS 4 ) lt0qZ m lt00DIAMETER 3 (38) DIAMETER 4 (12) r-lt0 I - CX) r-
SPACING 18 EACH WAY SPACING 18 EACH WAY m CX)
laquo lt0VERT REBAR (9 SSEE SCHEDULE
6-lt0o C)REBAR SCHEDULE FOR BZ2 - 500 T Z======r~======m======~~====== I
(3 OF SOIL COVER WATER TABLE AT GROUND LEVEL t HS20 TRAf fiC LOADS) I I I - z I I I I J I I I II
SIDE WALLS END WALLS 0 I I I I I
0 0 ~ HORIZ D IAMETER I 4 (12) HORIZ DIAM ETER 4 (12) (9 LL I I
II I II CX)WII I I
W WHORIZ SPACING I 18 HORIZ SPACING 18 -------------C--r-------- I lt0 -----~~------~ -- --~---- - - J
I I I I II lt0JshyVERT DIAMETER I 4 (12) VERT DI AM ETER 4 (12) r-I I I II II II II J-r-II HORIZ REBAR laquoVERT S PACING I 18 VERT SPACING 18 CX)Z SEE SCHEDULE I CCl lt0
FLOOR LID (THICKNESS G ) I I I r- - 60DIAMETER I 4 (12) DIAM ETER 5 (58) C) lt0Jk======U==~~i===== i m(9
C)I I I II 1 IISPACING I 18 EACH WAY SPAC ING I 1 2 EACH WAY gtltI 1 II
1 I I Z 0 NOTES CCl I I W I) ALL REINFORCEMENT IS TO BE GRADE bO WITH A MIN OVERLAP OF I I II z30 DAR DIAMETERS AT SPLICES (EG I S FOR NO4 BAR) I I 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR S TO BE 0_ ______ _ II _ ____ J I W 0
___________ _ _ _ _ J
- -- ------- - -------------------------- ------ - --- -~ CE NTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR n I TOWARDS THE OUTSIDE OF THE TANK n
TANK S ID E WALL DETAIL 2- 12 THICK 4500 TANK END WALL DETAIL ~ PSI CONCRETE SIDE PSI CONCRETE END
WALL WALL W
VERT REBAR SEE SCHEDULE
-------~---- - -r~------f------~------rr------ ------~~------~~------ ------j---- shy --i -- shy - - - - I - -- shy - - shy I --- shy - -- ---- shy - I - -- shy - - shy ij shy ------ij -- shy - - shy
II I I I II II I I I 1 II I I 1 I I 1I I I II II I I II I 1 1 II I II I I I I ~ II --shy - --l------- _ ______ ______ _____ _ _ ______ I ~ ___ _ ___ _______ _____ _ ------r-------~-------IT shy - shy f shy --~-------r ------1-shy -----~-------f -----shyII I II II II II I II II II II I II HORIZ REBAR II I II II II II I II SEE SCH EDULE II I II I I II
II -L-------U-------U---~--U-------U------rJL------D-------D------ ITr-- --- -~r---- --~r --- - - ~r ------r ----- ~- -----r------~~-----
2-12 THICK 4500
II 1 III I II I I 1 11
1 I
I 1 1 II II I I 1 11 11 I1 II I I 11 II 1 11 I - - - - - - - ----- shy ----- shy --- shy - - ----- shy - shy - shy - shy _ ___ _ ~I
--------
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
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0005
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Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
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STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
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0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
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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 BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROJECT FOR NORTHWEST CASCADE INC
DATE 6162010
DESIGN CRITERIA I DEFINITIONS
SIDE WALL DIMENSIONS HEIGHT 4875 ft LENGTH 1225 ft
THICKNESS 3 in CONCRETE COVER
(MINMAX) 13125 in 16875 in
CONCRETE PROPERTIES COMPRESSIVE STRENGTH I 4500 Ipsi
WEIGHTI 150 Ipcf
END WALL DIMENSIONS HEIGHT 4875 ft LENGTH 525 ft
THICKNESS 3 in CONCRETE COVER
(MIIIMAX) 13125 in 16875 in
STEEL REINFORCEMENT PROPERTIES STEEL STRENGTH I 60 I ksi STEEL ELASTICITYI 29000 Iksi
SOIL PROPERTIES COVER DEPTH 3 ft
GROUND WATER DEPTH 3 ft WEIGHT 110 pcf
SOIL FRICTION ANGLE PHI 32 deg
LID DIMENSIONS
LENGTH 1225 ft WIDTH 525 ft
THICKNESS 4 in CONCRETE COVER
(MINMAX) 225 in 275 in
DIVIDING WALL DIMENSIONS HEIGHT 4875 ft WIDTH 525 ft
THICKNESS AT TOP 2 in THICKNESS AT BOTTOM 4 in
CONCRETE COVER (MINMAX)
125 in 2 in
The equivalent fluid pressure assuming fully saturated soil is calculated as follows
P = WgtSOIL H + (WgtSOIL - WgtH20) K H K = [1-sin(phi)] [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 assumptions for the surchage on the saturated soil below the 3 ft of dry soil cover are included in the Design AssumptionsNotes below
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 Assumptions for the 3 ft of dry soil cover 1) cover is non-granular and able to partially bridge the distance between the tank and the edge of the excavation which is not to exceed 12 inches on any side 2) the weight of the dry soil above is approximately 100 pcf (claygravel mix) or less and 3) the resultant surcharge on the saturated soil due to the dry soil cover is 13 100 pcf 3 ft = 100 pst
NG PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROJECT FOR NORTHWEST INC
DATE 6162010
CALCULATIONS I
METHODOLOGY The required steel areas listed in the charts to the left are taken from a finite element
the spWall concrete wall design software notes below) The minimum rebar spacing is calculated as the
area of one rebar (No3 is 0110 NO4 is
0196 NO5 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 for the walls and lid of the tank 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 from spWal1 2) Refer to page 1 for dimensions and criteria of the end wall Refer to the charts in Appendix B for deflection and minimum rebar requirements from spWal1 3) Refer to page 1 for dimensions and criteria of the lid Refer to the charts in Appendix C deflection and minimum rebar requirements from spWal1 4) Refer to page 1 for dimensions and design criteria of the dividing wall Refer to the charts in Appendix D for deflection and minimum rebar requirements from spWal1
EK ENGINEERING PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 ~ FAX (360) 687-7669
I PG 3
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROIECT FOR NORTHWEST CASCADE INC
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
FSOUYANCY = 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 5167 ft Width of Tank 55 ft
Length of Tank 12500 ft Wall Thickness 3 in Base Thickness 3 in
Lid Thickness 4 in Concrete Density 150 Ipcf
Soil Density 110 pcf Soil Cover 1 ft
Water Density 624 pcf
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 Bouyancy Force 26456 Ib
Weight of Tank (Empty) 12969 Ib Weight of Soil Cover 7563 Ib
Weight of Soil Wedge 11212 Ib Resisting Force 31744 Ib Factor of Safety 12 NA
~
1
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FREE OF LARGE CLUMPS OF CLAY AND ROCKS OVER 2 INC HES IN DIAMETER BACKFILL CAREFULLY AND THE STANDARDS OF ASTM D 3034 OR ASTM D 2G80 RESPECTI VELY B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED I GOOO LB W 0 0 EVENLY IN 18 LIFTS MAXIMUM SOIL COVER IS 3G 4) INLETS AND OUTLETS MAY BE MOVED FROM THE LOCATIONS SHOWN CONCENTRATED LOADS AT 14 INTERVALS (HS20 RATING) a I
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FRAME AND COVER MUST MEET OR EXCEED THE STANDARDS OF ASTM A4B CL3SB W
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C)I I I II 1 IISPACING I 18 EACH WAY SPAC ING I 1 2 EACH WAY gtltI 1 II
1 I I Z 0 NOTES CCl I I W I) ALL REINFORCEMENT IS TO BE GRADE bO WITH A MIN OVERLAP OF I I II z30 DAR DIAMETERS AT SPLICES (EG I S FOR NO4 BAR) I I 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR S TO BE 0_ ______ _ II _ ____ J I W 0
___________ _ _ _ _ J
- -- ------- - -------------------------- ------ - --- -~ CE NTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR n I TOWARDS THE OUTSIDE OF THE TANK n
TANK S ID E WALL DETAIL 2- 12 THICK 4500 TANK END WALL DETAIL ~ PSI CONCRETE SIDE PSI CONCRETE END
WALL WALL W
VERT REBAR SEE SCHEDULE
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2-12 THICK 4500
II 1 III I II I I 1 11
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--------
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
NG PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROJECT FOR NORTHWEST INC
DATE 6162010
CALCULATIONS I
METHODOLOGY The required steel areas listed in the charts to the left are taken from a finite element
the spWall concrete wall design software notes below) The minimum rebar spacing is calculated as the
area of one rebar (No3 is 0110 NO4 is
0196 NO5 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 for the walls and lid of the tank 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 from spWal1 2) Refer to page 1 for dimensions and criteria of the end wall Refer to the charts in Appendix B for deflection and minimum rebar requirements from spWal1 3) Refer to page 1 for dimensions and criteria of the lid Refer to the charts in Appendix C deflection and minimum rebar requirements from spWal1 4) Refer to page 1 for dimensions and design criteria of the dividing wall Refer to the charts in Appendix D for deflection and minimum rebar requirements from spWal1
EK ENGINEERING PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 ~ FAX (360) 687-7669
I PG 3
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROIECT FOR NORTHWEST CASCADE INC
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
FSOUYANCY = 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 5167 ft Width of Tank 55 ft
Length of Tank 12500 ft Wall Thickness 3 in Base Thickness 3 in
Lid Thickness 4 in Concrete Density 150 Ipcf
Soil Density 110 pcf Soil Cover 1 ft
Water Density 624 pcf
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 Bouyancy Force 26456 Ib
Weight of Tank (Empty) 12969 Ib Weight of Soil Cover 7563 Ib
Weight of Soil Wedge 11212 Ib Resisting Force 31744 Ib Factor of Safety 12 NA
~
1
2500 LB MAX WHEEL LOAD AT WORST CASE LOCATION ( I GOOO LB FOR BZ2- I 500 T)
PAGE 4 12 OVERLAP MIN MASTIC ~
(NOT TO SCALE) 0 0NORTHWEST CASCADE INC l() cj
NOTCHED LID DETAIL z~ (j)TANK MODEL BZ2-1500 X -l IUJ UJDATE MANUFACTURED XXXXXX 0 0 N 0
MAX DEPTH OF COVER 3 Fr ~ ~ N ()LIQUID CAPACITY 1574 GAL a en 20 t 24 -------- G 0
LL (0 ~FINAL G1-- 24
(j) ()2 -lI I shyGRADE~ ~ ~ enI shy
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DETAIL OF ID TAG (LOCATE 0 s REFER TO THE z ITAG INSIDE RISER OR
~
0 I shyoe(T 0
N OTCHED LID I shyACCESS OPENING) lO 0 SOIL COVER DETAIL ABOVE 0
CAST IN PLACE ~12 MIN ZTYPRISERS OR USE 2 AIR I3G MAX
4 CAST-A-SEAL GASKET OR ADAPTER RING N EQUI V WATER-TIGHT
GAP
NCONNECTION AT EACH TANK (0PERFORATION TYP
0 ~ () CD-~
gt I IshyCO ACCESS AND RISERS NOTES ~~~~~~m~---~~
~- -CD oZ Z
8MIN ~~ wOI ) MINIMUM ONE 18 0 ACCESS OPEN ING PER COMPARTMENT I- 0 WTHE DISTANCE BETWEEN ACCESS OPENINGS IS NOT TO ~ ~~ ~~ W LL -J
EXCEED 10 -0 CENTER TO CENTER 01- ~~ ~~ 00
I- ltt lttr2) RISERS MUST BE A MINI M UM OF 23 INSIDE DIAMETER If)0 ltt 0 U _ If) I shy3) RISER-TO-TANK AND RISER-TO-ADDITIONAL SECTIONS OF l shy 0 0 ()_ I +shy
RISER CONNECTIONS M UST INCORPORATE JOINT GROOVES CAPACITIES (GAL) I o~ N 0 -+shyOR ADAPTERS TO PREVENT LATERAL MOVEMENT AND []) N lLl liJ
_ []) I OPERATING l OG I I bull REMAIN WATERTIGHT UJN = I shy I shyTOTAL (FLOOD) 1280 ()~ ILl
Ul -l -l4) ACCESS AND RISER OPENINGS MUST BE COVERED WITH A Ul ~ ILl
LOCKABLE LID OR OTHER SECURED LID Z CAPACITIES (GAL) I shy 0)J 5) ACCESS RISERS AND LIDS MUST BE STRUCTURALLY SOUND CDN 3 THICK 4500 PSI OPERATING 513 o centZTO WITHSTAND ANTICIPATED SITE-SPECIFIC LOADS If) 0 CD
CONCRETE WALLS (J) I--shyTOTAL (FLOOD) G22 CD I AND FLOOR TYP ~ - CO I--shy
1 0)
CD(9 ltt CO
SEALS AND GASKETS NOTES SZ z
6 - CDo (f)
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2 12 TAPER 3 THICK 4500 PSI 0 gtltSTONE-FREE NATIVE SOIL2) SEALS MEETINGS ASTM C- I (44 OR EQUIVALENT MUST BE 0 ltt4TYP 4 SIDES CONCRETE FLOOR OR COMPACTED SAND W (9 LL
PREVENT LEAKAGE OVER STONY SOIL USED AT THE TANK WALL-TO-PVC PIPING INTERFACE TO
CO
W l-
W CD-J CDI shy I--shy
Z I
I--shyHIGH WATER TABLE AND ltt COINSTALLATION INSTRUCTIONS BAFFLE NOTES OJ CDTRIFFIC LOADI NG NOTES - 0)
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HOLE MUST BE FLAT LEVEL AND FREE OF WATER HOLE MUST SLOPE DOWN 3 TO CENTER OF TANK LEVEL A) MAXIMUM WATER TABLE AT TOP OF LID (f) CD(9 (f)
2) INSTALL G MINIMUM OF 2 MINUS MATERIAL OR SAND O N BOTTOM OF EXCAVATED HOLE 2) OU TLETS TO SEPTIC TANKS MUST EXTEND BELOW THE LIQUID LEVEL AT B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED 2 500 LB
Z gtlt3) INSTALL TANK IN CENTER OF HOLE KEEPING MINIMUM I FOOT VOID SPACE ON ALL SIDES LEAST 30 BUT NOT MORE THAN 40 CONCENTRATED LOAD 0 4 ) INSTALL REST OF SYSTEM AND AFFIX RISERS AS REQUIRED BY LOCAL JURISDICTON 3) INLET AND OUTLET DEVICES MUST HAVE A MINIMU M INSIDE DIAMETER OF 2) FOR TANK MODEL BZ2 - 1 500 T OJ W 5) UPON APPROVAL TO BACKFILL FILL VOID SPACE AROUND TANK WI TH COMPACT GRANULAR (SANDY) SOI L 4 AND BE CONSTRU CTED OF PVC OR ABS CONFORM ING TO OR EXCEEDING A) WATER TABLE AT GROUND LEVEL Z
FREE OF LARGE CLUMPS OF CLAY AND ROCKS OVER 2 INC HES IN DIAMETER BACKFILL CAREFULLY AND THE STANDARDS OF ASTM D 3034 OR ASTM D 2G80 RESPECTI VELY B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED I GOOO LB W 0 0 EVENLY IN 18 LIFTS MAXIMUM SOIL COVER IS 3G 4) INLETS AND OUTLETS MAY BE MOVED FROM THE LOCATIONS SHOWN CONCENTRATED LOADS AT 14 INTERVALS (HS20 RATING) a I
G) IF REQUIRED WATER TESTING TO BE DONE BY LOCAL JURISDICTION OR DOH SPECIFICATIONS PROVIDED THE HEIGHTS ARE NOT CHANGED AND THE PIPE CENTERS ARE 3) TRAFFIC RATED RISERS MUST MEET OR EXCEED THE STANDARDS 0 7) FINAL GRADE THE SURFACE TO AVOID CHANELLING SURFACE WATER TOWARDS TANK LOCATED AT LEAST 8 FROM ANY EDGE AND AT LEAST 4 FROM ANY REBAR OF ASTM C478 (12) AND WSDOT STANDARD PLAN B-309000 ~
FRAME AND COVER MUST MEET OR EXCEED THE STANDARDS OF ASTM A4B CL3SB W
4 OF HORIZ BARS
PAGE 5 4 38 TO CENTER
2 34 TO CENTER OF VERT BARS OF VERT BARS (f) I shy
J3 34 TO CENTER W 2 14 TO CENTER G OF HORIZ BARS 0
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1 IIr0 I I z I----lt---------t-J4J-====-===~t==== ~ f= ====~f==== ~f==== 0=~=====~~=====~=======~~=======~========~=== ===~~=======~=====~~=====~=
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(TYF THICKNESSES) 1------- I I -------------- II - I I ------- II I
-0 1 1 1 1 I
1 1 1 1 I H T
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0
1 1 1 1 1 I I shyI lt0 ~ I ~ 1 I T CCl Z i0
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r0 I I I G 12) INSPECTION I wO HORIZ REBAR I PORT I SI DE WA LLS END WALLS J-ciw I SEE SCHEDULE I I INTERC OMPA RTM ENTAL (DIV IDING) WALL DETAIL W LL J
1 I I I 1 HORIZ DIAMETER I 3 (38) HORIZ DI AMETE R 3 (38) J- laquo laquo II I I I I laquo 0 ()
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FLOOR LID (TH ICKNESS 4 ) lt0qZ m lt00DIAMETER 3 (38) DIAMETER 4 (12) r-lt0 I - CX) r-
SPACING 18 EACH WAY SPACING 18 EACH WAY m CX)
laquo lt0VERT REBAR (9 SSEE SCHEDULE
6-lt0o C)REBAR SCHEDULE FOR BZ2 - 500 T Z======r~======m======~~====== I
(3 OF SOIL COVER WATER TABLE AT GROUND LEVEL t HS20 TRAf fiC LOADS) I I I - z I I I I J I I I II
SIDE WALLS END WALLS 0 I I I I I
0 0 ~ HORIZ D IAMETER I 4 (12) HORIZ DIAM ETER 4 (12) (9 LL I I
II I II CX)WII I I
W WHORIZ SPACING I 18 HORIZ SPACING 18 -------------C--r-------- I lt0 -----~~------~ -- --~---- - - J
I I I I II lt0JshyVERT DIAMETER I 4 (12) VERT DI AM ETER 4 (12) r-I I I II II II II J-r-II HORIZ REBAR laquoVERT S PACING I 18 VERT SPACING 18 CX)Z SEE SCHEDULE I CCl lt0
FLOOR LID (THICKNESS G ) I I I r- - 60DIAMETER I 4 (12) DIAM ETER 5 (58) C) lt0Jk======U==~~i===== i m(9
C)I I I II 1 IISPACING I 18 EACH WAY SPAC ING I 1 2 EACH WAY gtltI 1 II
1 I I Z 0 NOTES CCl I I W I) ALL REINFORCEMENT IS TO BE GRADE bO WITH A MIN OVERLAP OF I I II z30 DAR DIAMETERS AT SPLICES (EG I S FOR NO4 BAR) I I 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR S TO BE 0_ ______ _ II _ ____ J I W 0
___________ _ _ _ _ J
- -- ------- - -------------------------- ------ - --- -~ CE NTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR n I TOWARDS THE OUTSIDE OF THE TANK n
TANK S ID E WALL DETAIL 2- 12 THICK 4500 TANK END WALL DETAIL ~ PSI CONCRETE SIDE PSI CONCRETE END
WALL WALL W
VERT REBAR SEE SCHEDULE
-------~---- - -r~------f------~------rr------ ------~~------~~------ ------j---- shy --i -- shy - - - - I - -- shy - - shy I --- shy - -- ---- shy - I - -- shy - - shy ij shy ------ij -- shy - - shy
II I I I II II I I I 1 II I I 1 I I 1I I I II II I I II I 1 1 II I II I I I I ~ II --shy - --l------- _ ______ ______ _____ _ _ ______ I ~ ___ _ ___ _______ _____ _ ------r-------~-------IT shy - shy f shy --~-------r ------1-shy -----~-------f -----shyII I II II II II I II II II II I II HORIZ REBAR II I II II II II I II SEE SCH EDULE II I II I I II
II -L-------U-------U---~--U-------U------rJL------D-------D------ ITr-- --- -~r---- --~r --- - - ~r ------r ----- ~- -----r------~~-----
2-12 THICK 4500
II 1 III I II I I 1 11
1 I
I 1 1 II II I I 1 11 11 I1 II I I 11 II 1 11 I - - - - - - - ----- shy ----- shy --- shy - - ----- shy - shy - shy - shy _ ___ _ ~I
--------
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
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0
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Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
EK ENGINEERING PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 ~ FAX (360) 687-7669
I PG 3
CONCRETE TANK DESIGN
PROJECT DESCRIPTION BZ2-1500 PRECAST TWO-COMPARTMENT CONCRETE TANK PROIECT FOR NORTHWEST CASCADE INC
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
FSOUYANCY = 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 5167 ft Width of Tank 55 ft
Length of Tank 12500 ft Wall Thickness 3 in Base Thickness 3 in
Lid Thickness 4 in Concrete Density 150 Ipcf
Soil Density 110 pcf Soil Cover 1 ft
Water Density 624 pcf
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 Bouyancy Force 26456 Ib
Weight of Tank (Empty) 12969 Ib Weight of Soil Cover 7563 Ib
Weight of Soil Wedge 11212 Ib Resisting Force 31744 Ib Factor of Safety 12 NA
~
1
2500 LB MAX WHEEL LOAD AT WORST CASE LOCATION ( I GOOO LB FOR BZ2- I 500 T)
PAGE 4 12 OVERLAP MIN MASTIC ~
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~
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CAST IN PLACE ~12 MIN ZTYPRISERS OR USE 2 AIR I3G MAX
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~- -CD oZ Z
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RISER CONNECTIONS M UST INCORPORATE JOINT GROOVES CAPACITIES (GAL) I o~ N 0 -+shyOR ADAPTERS TO PREVENT LATERAL MOVEMENT AND []) N lLl liJ
_ []) I OPERATING l OG I I bull REMAIN WATERTIGHT UJN = I shy I shyTOTAL (FLOOD) 1280 ()~ ILl
Ul -l -l4) ACCESS AND RISER OPENINGS MUST BE COVERED WITH A Ul ~ ILl
LOCKABLE LID OR OTHER SECURED LID Z CAPACITIES (GAL) I shy 0)J 5) ACCESS RISERS AND LIDS MUST BE STRUCTURALLY SOUND CDN 3 THICK 4500 PSI OPERATING 513 o centZTO WITHSTAND ANTICIPATED SITE-SPECIFIC LOADS If) 0 CD
CONCRETE WALLS (J) I--shyTOTAL (FLOOD) G22 CD I AND FLOOR TYP ~ - CO I--shy
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SEALS AND GASKETS NOTES SZ z
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PREVENT LEAKAGE OVER STONY SOIL USED AT THE TANK WALL-TO-PVC PIPING INTERFACE TO
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2) INSTALL G MINIMUM OF 2 MINUS MATERIAL OR SAND O N BOTTOM OF EXCAVATED HOLE 2) OU TLETS TO SEPTIC TANKS MUST EXTEND BELOW THE LIQUID LEVEL AT B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED 2 500 LB
Z gtlt3) INSTALL TANK IN CENTER OF HOLE KEEPING MINIMUM I FOOT VOID SPACE ON ALL SIDES LEAST 30 BUT NOT MORE THAN 40 CONCENTRATED LOAD 0 4 ) INSTALL REST OF SYSTEM AND AFFIX RISERS AS REQUIRED BY LOCAL JURISDICTON 3) INLET AND OUTLET DEVICES MUST HAVE A MINIMU M INSIDE DIAMETER OF 2) FOR TANK MODEL BZ2 - 1 500 T OJ W 5) UPON APPROVAL TO BACKFILL FILL VOID SPACE AROUND TANK WI TH COMPACT GRANULAR (SANDY) SOI L 4 AND BE CONSTRU CTED OF PVC OR ABS CONFORM ING TO OR EXCEEDING A) WATER TABLE AT GROUND LEVEL Z
FREE OF LARGE CLUMPS OF CLAY AND ROCKS OVER 2 INC HES IN DIAMETER BACKFILL CAREFULLY AND THE STANDARDS OF ASTM D 3034 OR ASTM D 2G80 RESPECTI VELY B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED I GOOO LB W 0 0 EVENLY IN 18 LIFTS MAXIMUM SOIL COVER IS 3G 4) INLETS AND OUTLETS MAY BE MOVED FROM THE LOCATIONS SHOWN CONCENTRATED LOADS AT 14 INTERVALS (HS20 RATING) a I
G) IF REQUIRED WATER TESTING TO BE DONE BY LOCAL JURISDICTION OR DOH SPECIFICATIONS PROVIDED THE HEIGHTS ARE NOT CHANGED AND THE PIPE CENTERS ARE 3) TRAFFIC RATED RISERS MUST MEET OR EXCEED THE STANDARDS 0 7) FINAL GRADE THE SURFACE TO AVOID CHANELLING SURFACE WATER TOWARDS TANK LOCATED AT LEAST 8 FROM ANY EDGE AND AT LEAST 4 FROM ANY REBAR OF ASTM C478 (12) AND WSDOT STANDARD PLAN B-309000 ~
FRAME AND COVER MUST MEET OR EXCEED THE STANDARDS OF ASTM A4B CL3SB W
4 OF HORIZ BARS
PAGE 5 4 38 TO CENTER
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(TYF THICKNESSES) 1------- I I -------------- II - I I ------- II I
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r0 I I I G 12) INSPECTION I wO HORIZ REBAR I PORT I SI DE WA LLS END WALLS J-ciw I SEE SCHEDULE I I INTERC OMPA RTM ENTAL (DIV IDING) WALL DETAIL W LL J
1 I I I 1 HORIZ DIAMETER I 3 (38) HORIZ DI AMETE R 3 (38) J- laquo laquo II I I I I laquo 0 ()
- -=--=----=--=--=--=--=--=---rt--=--=-~-=---it-=--=----=--=--=--=--it-=--=------=--=---f r -=--=----=-----rf---=--=--=--=--H--=----=--=--=--=- HORIZ SPACING 18 HORIZ SPACING 18 0 0 en VERT DIAMETER 3 (38) VERT DIAMETER 3 (38) bull
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(3 OF SOIL COVER WATER TABLE AT GROUND LEVEL t HS20 TRAf fiC LOADS) I I I - z I I I I J I I I II
SIDE WALLS END WALLS 0 I I I I I
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II I II CX)WII I I
W WHORIZ SPACING I 18 HORIZ SPACING 18 -------------C--r-------- I lt0 -----~~------~ -- --~---- - - J
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FLOOR LID (THICKNESS G ) I I I r- - 60DIAMETER I 4 (12) DIAM ETER 5 (58) C) lt0Jk======U==~~i===== i m(9
C)I I I II 1 IISPACING I 18 EACH WAY SPAC ING I 1 2 EACH WAY gtltI 1 II
1 I I Z 0 NOTES CCl I I W I) ALL REINFORCEMENT IS TO BE GRADE bO WITH A MIN OVERLAP OF I I II z30 DAR DIAMETERS AT SPLICES (EG I S FOR NO4 BAR) I I 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR S TO BE 0_ ______ _ II _ ____ J I W 0
___________ _ _ _ _ J
- -- ------- - -------------------------- ------ - --- -~ CE NTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR n I TOWARDS THE OUTSIDE OF THE TANK n
TANK S ID E WALL DETAIL 2- 12 THICK 4500 TANK END WALL DETAIL ~ PSI CONCRETE SIDE PSI CONCRETE END
WALL WALL W
VERT REBAR SEE SCHEDULE
-------~---- - -r~------f------~------rr------ ------~~------~~------ ------j---- shy --i -- shy - - - - I - -- shy - - shy I --- shy - -- ---- shy - I - -- shy - - shy ij shy ------ij -- shy - - shy
II I I I II II I I I 1 II I I 1 I I 1I I I II II I I II I 1 1 II I II I I I I ~ II --shy - --l------- _ ______ ______ _____ _ _ ______ I ~ ___ _ ___ _______ _____ _ ------r-------~-------IT shy - shy f shy --~-------r ------1-shy -----~-------f -----shyII I II II II II I II II II II I II HORIZ REBAR II I II II II II I II SEE SCH EDULE II I II I I II
II -L-------U-------U---~--U-------U------rJL------D-------D------ ITr-- --- -~r---- --~r --- - - ~r ------r ----- ~- -----r------~~-----
2-12 THICK 4500
II 1 III I II I I 1 11
1 I
I 1 1 II II I I 1 11 11 I1 II I I 11 II 1 11 I - - - - - - - ----- shy ----- shy --- shy - - ----- shy - shy - shy - shy _ ___ _ ~I
--------
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
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0031
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0031 -0031
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z X
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~
1
2500 LB MAX WHEEL LOAD AT WORST CASE LOCATION ( I GOOO LB FOR BZ2- I 500 T)
PAGE 4 12 OVERLAP MIN MASTIC ~
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~
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~- -CD oZ Z
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I- ltt lttr2) RISERS MUST BE A MINI M UM OF 23 INSIDE DIAMETER If)0 ltt 0 U _ If) I shy3) RISER-TO-TANK AND RISER-TO-ADDITIONAL SECTIONS OF l shy 0 0 ()_ I +shy
RISER CONNECTIONS M UST INCORPORATE JOINT GROOVES CAPACITIES (GAL) I o~ N 0 -+shyOR ADAPTERS TO PREVENT LATERAL MOVEMENT AND []) N lLl liJ
_ []) I OPERATING l OG I I bull REMAIN WATERTIGHT UJN = I shy I shyTOTAL (FLOOD) 1280 ()~ ILl
Ul -l -l4) ACCESS AND RISER OPENINGS MUST BE COVERED WITH A Ul ~ ILl
LOCKABLE LID OR OTHER SECURED LID Z CAPACITIES (GAL) I shy 0)J 5) ACCESS RISERS AND LIDS MUST BE STRUCTURALLY SOUND CDN 3 THICK 4500 PSI OPERATING 513 o centZTO WITHSTAND ANTICIPATED SITE-SPECIFIC LOADS If) 0 CD
CONCRETE WALLS (J) I--shyTOTAL (FLOOD) G22 CD I AND FLOOR TYP ~ - CO I--shy
1 0)
CD(9 ltt CO
SEALS AND GASKETS NOTES SZ z
6 - CDo (f)
I) SEALS AND GASKETS FOR INLET O UTLET AND INTERCOMPARTMENTAL FITTINGS MUST BE RESILIENT - =gt WATERTIGHT CORROSION-RESISTANT AND FLEXIBLE 0
2 12 TAPER 3 THICK 4500 PSI 0 gtltSTONE-FREE NATIVE SOIL2) SEALS MEETINGS ASTM C- I (44 OR EQUIVALENT MUST BE 0 ltt4TYP 4 SIDES CONCRETE FLOOR OR COMPACTED SAND W (9 LL
PREVENT LEAKAGE OVER STONY SOIL USED AT THE TANK WALL-TO-PVC PIPING INTERFACE TO
CO
W l-
W CD-J CDI shy I--shy
Z I
I--shyHIGH WATER TABLE AND ltt COINSTALLATION INSTRUCTIONS BAFFLE NOTES OJ CDTRIFFIC LOADI NG NOTES - 0)
I--shyI) EXCAVATE TANK HOLE WITH VERTICAL WALLS TO 2 FEET LARGER THAN TANK ON ALL SIDES BOTTOM OF I ) INLETS TO SEPTIC TANKS MUST EXTEN D AT LEAST 8 BELOW THE LIQUID I) FOR TANK MODEL BZ2-1 500 0 6
HOLE MUST BE FLAT LEVEL AND FREE OF WATER HOLE MUST SLOPE DOWN 3 TO CENTER OF TANK LEVEL A) MAXIMUM WATER TABLE AT TOP OF LID (f) CD(9 (f)
2) INSTALL G MINIMUM OF 2 MINUS MATERIAL OR SAND O N BOTTOM OF EXCAVATED HOLE 2) OU TLETS TO SEPTIC TANKS MUST EXTEND BELOW THE LIQUID LEVEL AT B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED 2 500 LB
Z gtlt3) INSTALL TANK IN CENTER OF HOLE KEEPING MINIMUM I FOOT VOID SPACE ON ALL SIDES LEAST 30 BUT NOT MORE THAN 40 CONCENTRATED LOAD 0 4 ) INSTALL REST OF SYSTEM AND AFFIX RISERS AS REQUIRED BY LOCAL JURISDICTON 3) INLET AND OUTLET DEVICES MUST HAVE A MINIMU M INSIDE DIAMETER OF 2) FOR TANK MODEL BZ2 - 1 500 T OJ W 5) UPON APPROVAL TO BACKFILL FILL VOID SPACE AROUND TANK WI TH COMPACT GRANULAR (SANDY) SOI L 4 AND BE CONSTRU CTED OF PVC OR ABS CONFORM ING TO OR EXCEEDING A) WATER TABLE AT GROUND LEVEL Z
FREE OF LARGE CLUMPS OF CLAY AND ROCKS OVER 2 INC HES IN DIAMETER BACKFILL CAREFULLY AND THE STANDARDS OF ASTM D 3034 OR ASTM D 2G80 RESPECTI VELY B) MAXIMUM TRAFFIC LOADING NOT TO EXCEED I GOOO LB W 0 0 EVENLY IN 18 LIFTS MAXIMUM SOIL COVER IS 3G 4) INLETS AND OUTLETS MAY BE MOVED FROM THE LOCATIONS SHOWN CONCENTRATED LOADS AT 14 INTERVALS (HS20 RATING) a I
G) IF REQUIRED WATER TESTING TO BE DONE BY LOCAL JURISDICTION OR DOH SPECIFICATIONS PROVIDED THE HEIGHTS ARE NOT CHANGED AND THE PIPE CENTERS ARE 3) TRAFFIC RATED RISERS MUST MEET OR EXCEED THE STANDARDS 0 7) FINAL GRADE THE SURFACE TO AVOID CHANELLING SURFACE WATER TOWARDS TANK LOCATED AT LEAST 8 FROM ANY EDGE AND AT LEAST 4 FROM ANY REBAR OF ASTM C478 (12) AND WSDOT STANDARD PLAN B-309000 ~
FRAME AND COVER MUST MEET OR EXCEED THE STANDARDS OF ASTM A4B CL3SB W
4 OF HORIZ BARS
PAGE 5 4 38 TO CENTER
2 34 TO CENTER OF VERT BARS OF VERT BARS (f) I shy
J3 34 TO CENTER W 2 14 TO CENTER G OF HORIZ BARS 0
0 0 ~ 0 0 0 L()lL 0 W ~ Z J I
WNO3 VERT BARS 0It
CONCRETE COVER fOR CONCRETE COVER fOR 18 Oc MAX w N 0 r ltC()LID REINfORCEMENT LID REINfORCEMENTt== ==t J
N150 [I 2-G1 (f) 0 (MODEL NO BZ2 - 1 5 00) (MODEL NO BZ2-1 500-T) (f)
18 f 75 Y 39 J 18 I irl-----------+----J---~ 0 (() ltClaquo CD 0
uJ r0 ~ ~ w
-Ilt--___--H1-EIlI-===-= = = = 4~l= - - - - fl= - - - shy~i = =ft -~- z
(f)
=~=====~t=====~=======~t===============~=== ===~~=======~=====~ =====~= I -- - ---- ---- 0 0 ~
II Ii=NO3 HORIZ BARS I I I () 0 r 18 Oc MAX I SEE PAGE 4 FOR J L() a II 0UP TO PASS-THRU I II DETAILS II I- 0 1i0 (f) ~ Z
1 IIr0 I I z I----lt---------t-J4J-====-===~t==== ~ f= ====~f==== ~f==== 0=~=====~~=====~=======~~=======~========~=== ===~~=======~=====~~=====~=
() N I I ~ I ~ ~ VERT REBAR I zI I laquo N 17 17 SEE SCHEDU T~ 4500 PSI CONCRETE I I I-Cp (()TAPERED WALL I ~ Vilt 1 IIIII O-------~~-------D-------~~-~ c~r-------~ 5 BTM TO 2 TOP
(TYF THICKNESSES) 1------- I I -------------- II - I I ------- II I
-0 1 1 1 1 I
1 1 1 1 I H T
~ - b--l 0
0
1 1 1 1 1 I I shyI lt0 ~ I ~ 1 I T CCl Z i0
- -=--=--l1-=-=--=--=--=--=---=--=--=--=--=--=--=--4--=--=--1-=--=--=-g-=--=--=--=--=--=--=--=t-F-=--=--=--=--=--=--=--tI- --=--=--=--=--=-J~-=--=--=--=--=-n--=--=--=--=--=-J-=- REBAR SCHEDULE FOR BZ2- 500 -lt0 O~I I 1 II I I (3 OF SOIL COVER WATER TABLE AT TANK LID 2500 LB WHEEL LOAD)
r0 I I I G 12) INSPECTION I wO HORIZ REBAR I PORT I SI DE WA LLS END WALLS J-ciw I SEE SCHEDULE I I INTERC OMPA RTM ENTAL (DIV IDING) WALL DETAIL W LL J
1 I I I 1 HORIZ DIAMETER I 3 (38) HORIZ DI AMETE R 3 (38) J- laquo laquo II I I I I laquo 0 ()
- -=--=----=--=--=--=--=--=---rt--=--=-~-=---it-=--=----=--=--=--=--it-=--=------=--=---f r -=--=----=-----rf---=--=--=--=--H--=----=--=--=--=- HORIZ SPACING 18 HORIZ SPACING 18 0 0 en VERT DIAMETER 3 (38) VERT DIAMETER 3 (38) bull
4500 PSI CONCRETE TANK LI D DETA IL LID (SEE SCHEDULE) VERT SPACING 18 VERT SPACING 18 ()
FLOOR LID (TH ICKNESS 4 ) lt0qZ m lt00DIAMETER 3 (38) DIAMETER 4 (12) r-lt0 I - CX) r-
SPACING 18 EACH WAY SPACING 18 EACH WAY m CX)
laquo lt0VERT REBAR (9 SSEE SCHEDULE
6-lt0o C)REBAR SCHEDULE FOR BZ2 - 500 T Z======r~======m======~~====== I
(3 OF SOIL COVER WATER TABLE AT GROUND LEVEL t HS20 TRAf fiC LOADS) I I I - z I I I I J I I I II
SIDE WALLS END WALLS 0 I I I I I
0 0 ~ HORIZ D IAMETER I 4 (12) HORIZ DIAM ETER 4 (12) (9 LL I I
II I II CX)WII I I
W WHORIZ SPACING I 18 HORIZ SPACING 18 -------------C--r-------- I lt0 -----~~------~ -- --~---- - - J
I I I I II lt0JshyVERT DIAMETER I 4 (12) VERT DI AM ETER 4 (12) r-I I I II II II II J-r-II HORIZ REBAR laquoVERT S PACING I 18 VERT SPACING 18 CX)Z SEE SCHEDULE I CCl lt0
FLOOR LID (THICKNESS G ) I I I r- - 60DIAMETER I 4 (12) DIAM ETER 5 (58) C) lt0Jk======U==~~i===== i m(9
C)I I I II 1 IISPACING I 18 EACH WAY SPAC ING I 1 2 EACH WAY gtltI 1 II
1 I I Z 0 NOTES CCl I I W I) ALL REINFORCEMENT IS TO BE GRADE bO WITH A MIN OVERLAP OF I I II z30 DAR DIAMETERS AT SPLICES (EG I S FOR NO4 BAR) I I 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR S TO BE 0_ ______ _ II _ ____ J I W 0
___________ _ _ _ _ J
- -- ------- - -------------------------- ------ - --- -~ CE NTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR n I TOWARDS THE OUTSIDE OF THE TANK n
TANK S ID E WALL DETAIL 2- 12 THICK 4500 TANK END WALL DETAIL ~ PSI CONCRETE SIDE PSI CONCRETE END
WALL WALL W
VERT REBAR SEE SCHEDULE
-------~---- - -r~------f------~------rr------ ------~~------~~------ ------j---- shy --i -- shy - - - - I - -- shy - - shy I --- shy - -- ---- shy - I - -- shy - - shy ij shy ------ij -- shy - - shy
II I I I II II I I I 1 II I I 1 I I 1I I I II II I I II I 1 1 II I II I I I I ~ II --shy - --l------- _ ______ ______ _____ _ _ ______ I ~ ___ _ ___ _______ _____ _ ------r-------~-------IT shy - shy f shy --~-------r ------1-shy -----~-------f -----shyII I II II II II I II II II II I II HORIZ REBAR II I II II II II I II SEE SCH EDULE II I II I I II
II -L-------U-------U---~--U-------U------rJL------D-------D------ ITr-- --- -~r---- --~r --- - - ~r ------r ----- ~- -----r------~~-----
2-12 THICK 4500
II 1 III I II I I 1 11
1 I
I 1 1 II II I I 1 11 11 I1 II I I 11 II 1 11 I - - - - - - - ----- shy ----- shy --- shy - - ----- shy - shy - shy - shy _ ___ _ ~I
--------
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
4 OF HORIZ BARS
PAGE 5 4 38 TO CENTER
2 34 TO CENTER OF VERT BARS OF VERT BARS (f) I shy
J3 34 TO CENTER W 2 14 TO CENTER G OF HORIZ BARS 0
0 0 ~ 0 0 0 L()lL 0 W ~ Z J I
WNO3 VERT BARS 0It
CONCRETE COVER fOR CONCRETE COVER fOR 18 Oc MAX w N 0 r ltC()LID REINfORCEMENT LID REINfORCEMENTt== ==t J
N150 [I 2-G1 (f) 0 (MODEL NO BZ2 - 1 5 00) (MODEL NO BZ2-1 500-T) (f)
18 f 75 Y 39 J 18 I irl-----------+----J---~ 0 (() ltClaquo CD 0
uJ r0 ~ ~ w
-Ilt--___--H1-EIlI-===-= = = = 4~l= - - - - fl= - - - shy~i = =ft -~- z
(f)
=~=====~t=====~=======~t===============~=== ===~~=======~=====~ =====~= I -- - ---- ---- 0 0 ~
II Ii=NO3 HORIZ BARS I I I () 0 r 18 Oc MAX I SEE PAGE 4 FOR J L() a II 0UP TO PASS-THRU I II DETAILS II I- 0 1i0 (f) ~ Z
1 IIr0 I I z I----lt---------t-J4J-====-===~t==== ~ f= ====~f==== ~f==== 0=~=====~~=====~=======~~=======~========~=== ===~~=======~=====~~=====~=
() N I I ~ I ~ ~ VERT REBAR I zI I laquo N 17 17 SEE SCHEDU T~ 4500 PSI CONCRETE I I I-Cp (()TAPERED WALL I ~ Vilt 1 IIIII O-------~~-------D-------~~-~ c~r-------~ 5 BTM TO 2 TOP
(TYF THICKNESSES) 1------- I I -------------- II - I I ------- II I
-0 1 1 1 1 I
1 1 1 1 I H T
~ - b--l 0
0
1 1 1 1 1 I I shyI lt0 ~ I ~ 1 I T CCl Z i0
- -=--=--l1-=-=--=--=--=--=---=--=--=--=--=--=--=--4--=--=--1-=--=--=-g-=--=--=--=--=--=--=--=t-F-=--=--=--=--=--=--=--tI- --=--=--=--=--=-J~-=--=--=--=--=-n--=--=--=--=--=-J-=- REBAR SCHEDULE FOR BZ2- 500 -lt0 O~I I 1 II I I (3 OF SOIL COVER WATER TABLE AT TANK LID 2500 LB WHEEL LOAD)
r0 I I I G 12) INSPECTION I wO HORIZ REBAR I PORT I SI DE WA LLS END WALLS J-ciw I SEE SCHEDULE I I INTERC OMPA RTM ENTAL (DIV IDING) WALL DETAIL W LL J
1 I I I 1 HORIZ DIAMETER I 3 (38) HORIZ DI AMETE R 3 (38) J- laquo laquo II I I I I laquo 0 ()
- -=--=----=--=--=--=--=--=---rt--=--=-~-=---it-=--=----=--=--=--=--it-=--=------=--=---f r -=--=----=-----rf---=--=--=--=--H--=----=--=--=--=- HORIZ SPACING 18 HORIZ SPACING 18 0 0 en VERT DIAMETER 3 (38) VERT DIAMETER 3 (38) bull
4500 PSI CONCRETE TANK LI D DETA IL LID (SEE SCHEDULE) VERT SPACING 18 VERT SPACING 18 ()
FLOOR LID (TH ICKNESS 4 ) lt0qZ m lt00DIAMETER 3 (38) DIAMETER 4 (12) r-lt0 I - CX) r-
SPACING 18 EACH WAY SPACING 18 EACH WAY m CX)
laquo lt0VERT REBAR (9 SSEE SCHEDULE
6-lt0o C)REBAR SCHEDULE FOR BZ2 - 500 T Z======r~======m======~~====== I
(3 OF SOIL COVER WATER TABLE AT GROUND LEVEL t HS20 TRAf fiC LOADS) I I I - z I I I I J I I I II
SIDE WALLS END WALLS 0 I I I I I
0 0 ~ HORIZ D IAMETER I 4 (12) HORIZ DIAM ETER 4 (12) (9 LL I I
II I II CX)WII I I
W WHORIZ SPACING I 18 HORIZ SPACING 18 -------------C--r-------- I lt0 -----~~------~ -- --~---- - - J
I I I I II lt0JshyVERT DIAMETER I 4 (12) VERT DI AM ETER 4 (12) r-I I I II II II II J-r-II HORIZ REBAR laquoVERT S PACING I 18 VERT SPACING 18 CX)Z SEE SCHEDULE I CCl lt0
FLOOR LID (THICKNESS G ) I I I r- - 60DIAMETER I 4 (12) DIAM ETER 5 (58) C) lt0Jk======U==~~i===== i m(9
C)I I I II 1 IISPACING I 18 EACH WAY SPAC ING I 1 2 EACH WAY gtltI 1 II
1 I I Z 0 NOTES CCl I I W I) ALL REINFORCEMENT IS TO BE GRADE bO WITH A MIN OVERLAP OF I I II z30 DAR DIAMETERS AT SPLICES (EG I S FOR NO4 BAR) I I 2) UNLESS NOTED OTHERWISE FLOOR AND WALL REBAR S TO BE 0_ ______ _ II _ ____ J I W 0
___________ _ _ _ _ J
- -- ------- - -------------------------- ------ - --- -~ CE NTERED IN THE CONCRETE MEMBER WITH THE HORIZONTAL REBAR n I TOWARDS THE OUTSIDE OF THE TANK n
TANK S ID E WALL DETAIL 2- 12 THICK 4500 TANK END WALL DETAIL ~ PSI CONCRETE SIDE PSI CONCRETE END
WALL WALL W
VERT REBAR SEE SCHEDULE
-------~---- - -r~------f------~------rr------ ------~~------~~------ ------j---- shy --i -- shy - - - - I - -- shy - - shy I --- shy - -- ---- shy - I - -- shy - - shy ij shy ------ij -- shy - - shy
II I I I II II I I I 1 II I I 1 I I 1I I I II II I I II I 1 1 II I II I I I I ~ II --shy - --l------- _ ______ ______ _____ _ _ ______ I ~ ___ _ ___ _______ _____ _ ------r-------~-------IT shy - shy f shy --~-------r ------1-shy -----~-------f -----shyII I II II II II I II II II II I II HORIZ REBAR II I II II II II I II SEE SCH EDULE II I II I I II
II -L-------U-------U---~--U-------U------rJL------D-------D------ ITr-- --- -~r---- --~r --- - - ~r ------r ----- ~- -----r------~~-----
2-12 THICK 4500
II 1 III I II I I 1 11
1 I
I 1 1 II II I I 1 11 11 I1 II I I 11 II 1 11 I - - - - - - - ----- shy ----- shy --- shy - - ----- shy - shy - shy - shy _ ___ _ ~I
--------
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
EK ENGINEERING APPENDIX A PO BOX 3097 BATTLE 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 of this wall is 12-6 and the worst case span (between end wall and dividing wall) is about 8-2 For design purposes the wall height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) The base of the tank end walls and dividing wall 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
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 - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTUREPOINT - s pWall v360 (TM) 06-16-2010 04 0428 PM Licensed to EK Engineeri ng License ID 55996-1018724-4-2 1618 - 21618 F ENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A-1
~ I oms -0022
0 0 1
oolG -0013
0003-0000
z X
Dz+ [in] LC Envelope DZ+max 0028 in DZ+min 0 000 in
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040436 PM Licensed t o EK Engineering License ID 55996-1018724-4 - 21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 SIDE WALL wa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
Asx 0072
0072 -0072
oon
0072
0072
0072
0 072
0072
~
z X
Asx [inA2ft] LC Envelope Asxmax 0072 inA2ft Asxmin 0072 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 04 044 3 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete Tanks Northwest CascadeSZ2-1500SZ2-1500 SIDE WALL wa3 Page
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltSIDE WALLgt
A3
-~~~ I 0OB5
0000
0075
01)64
z X
Asy [inA 2ft] LC Envelope ASYmax 0090 inA 2ft Asymin 0043 inA 2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
EK ENGINEERING APPENDIX B PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK END WALL FINITE ELEMENT ANALYSIS
Appendix B 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 5-6 and the overall height is 5-2 (including the thickness of the lid) For deSign purposes the wall length is 5-3 and the height is 4-105
The worst case loading condition for this wall assumes 3 of dry soil cover (water table at the tank lid) and an empty tank (refer to page 1 for design criteria) 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)
Axial stresses are negligible in comparison to the flexural stresses in the wall and are neglected
Table of Contents for Appendix B
Page Contents
B1 B2
B3
spWalltrade Deflection Chart spWaUTM Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTUREP01NT - spWa11 v3 60 (TM) 06-16-2010 04 05 56 PM Licensed to EK Engineering License 1D 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALL wa3 Pa ge 1
Bz2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Dz+ I 0014
0012 I -0011
c)()()
0008 --
MOO
0005 -OOOJ
0002
0000 -------1
z X
Dz+ [in] LC Envelope DZ+max 0 014 in DZ+min 0 000 in
L
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTUREPOINT - spWall v360 (TM) 06-16-2010 040603 PM Licensed to EK Engineering License IO 55996-1018724-4-21618-21618 FENGR Concrete TanksNorthwest CascadeBZ2-1500BZ2-1500 END WALLwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asx 0072
0072 -0072
0072
0072 -0072
0 012 -0072
0072
oon -
z X
Asx [in~2ftl LC Envelope Asxmax 0072 in~2ft Asxmin 0072 in~2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 040611 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeSZ2-1500SZ2-1500 END WALLwa3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltEND WALLgt
Asy 0
0 047
0 0
00 -0_ 0 -0_
z X
Asy [inA 2ft] LC Envelope ASYmax 0047 in A 2ft Asymin 0043 in A 2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
EK ENGINEERING APPENDIX C PO BOX 3097 BATTLE 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 12-6 x 5-6 and for analysis purposes is considered to be 12-3 x 5-3
The worst case loading condition for this wall assumes a uniform load of 3 of dry soil cover and a concentrated wheel load of 2500 Ib in the center of the lid The wheel load is assumed to spread over about 7 square feet Also the lid has two 24 diameter holes which are modeled as 22 x 22 squares (slightly greater in area than the circular holes) 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 C2 C3
spWalltrade Deflection Chart spWalltrade Min Reinforcement Chart (x-direction) spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034823 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2 - 1500BZ2-1500 LI0wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt C1
Dz+ 0 053
0047
0041
0035
0021
0023
0 018
0011
000pound-0000
z X
Dz+ [in] LC Envelope Dz+max 0053 in Dz+min 0000 in
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTURE POINT - spWa11 v3 60 (TM) 06-16-2010 034830 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1S00BZ2-1S00 LIDwa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt cZ
Asx 0 I
00 -00
00
0
0
00 -0
z X
Asx (inA2ft] LC Envelope Asxmax 0096 inA2ft Asxmin 0096 in A 2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 03 48 37 PM Licensed to EK Engineering License 10 55996- 1018724-4-21618- 21618 F ENGRConcrete Tanks Northwest CascadeBZ2-1500 BZ2-1500 LIO wa3 Page
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltLIDgt
Asy- I
DllS
0108
0102
~ I 0089
0083
Ol)n -0070
0064 -0058
z X
Asy [in A 2ft] LC Envelope ASYmax 0115 in A 2ft Asymin 0058 in A 2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
EK ENGINEERING APPENDIX 0 PO BOX 3097 BATILE GROUND WA 98604 PH (360) 687-7668 - FAX (360) 687-7669
TANK DIVIDING WALL FINITE ELEMENT ANALYSIS
Appendix 0 contains a summary of the results from the finite element analysis program spWalltrade used for the design of the tank dividing wall The length of this wall is 5-3 and the height is about 4-10
The worst case loading condition for this wall assumes a depth of 3-11 of water on one side of the wall and nothing on the other side of the wall The base of the tank and side walls are assumed to provide fixed connections and the top of the dividing wall is unsupported The dividing wall tapers in thickness from 4 inches at the bottom to 2 inches at the top However for design purposes the entire dividing wall is assumed to be 25 thick
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 This wall is assumed to be constructed about 1 below the lid and does not provide support for the lid unless extreme deflection occurs
Table of Contents for Appendix 0
Page Contents
o 1
02
03
spWalltrade Deflection Chart
spWalltrade Min Reinforcement Chart (x-direction)
spWalltrade Min Reinforcement Chart (y-direction)
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTURE POINT - spWall v360 (TM) 06-16-2010 041635 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500 BZ2-1500 DIVIDING WALL wa3 Page 1
BZ2-1500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Dz+ 0008-0007
OOO
0005
~ I 0Q03
0003
0002
0001 -0000 --
z X
Dz+ [in] LC Envelope DZ+max 0008 in DZ+min 0000 in
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
000
0060
02
STRUCTURE POINT - spWa11 v360 (TM) 06-16-2010 041643 PM Licensed to EK Engineering License ID 55996-1018724-4-21618-21618 FENGRConcrete TanksNorthwest CascadeBZ2-1500BZ2-1500 DIVIDING WALLwa3 Page 1
BZ2-l500 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
Asx
0060
000 -0060
0060 -
z X
Asx [in~2ftl LC Envelope Asxmax 0060 in~2ft Asxmin 0060 in~2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft
STRUCTUREPOINT - spWa11 v360 (TM) 06-16-2010 04 1652 PM Licensed to EK Engineering License 10 55996-1018724-4-21618-21618 F ENGRConcrete TanksNorth~est CascadeBZ2-1500BZ2-1500 DIVIDING WALL~a3 Page 1
BZ2-1S00 PRECAST CONCRETE TANK FOR NORTHWEST CASCADE ltDIVIDING WALLgt
D3
Asy 003lt
O03~
O O~
0036
0031
0
0031 -0031
DOlpound
0036-
z X
Asy [inA2ftJ LC Envelope ASYmax 0036 inA2ft Asymin 0036 inA2ft