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04-4742 (RPL)�r�y a� .�iQxl�ra P.O. Box 1504 78-495 CALLS TAMP ICO LA QUINTA, CALIFORNIA 92253 Application Number . . Property Address . . . APN: Application description Property Zoning . . . . Application valuation Owner BUILDING PERMIT BUILDING & SAFETY DEPARTMENT .. r ., (760) .777-7012 FAX (760) 777-7011 INSPECTION REQUESTS'(760) 777-7153 04-00004742_._ Date . . 79720 TOM-FAZIO LN S 766-045-002-64 -27728 - . . . POOL - RESIDENTIAL . . . LOW DENSITY RESIDENTIAL . . . 6000 WADE FRANK C 79690 5 TOM FAZIO LN LA QUINTA CA 92253 6/02/04 Contractor ------------------------ MIRAGE WATER FEATURES 75080 ST. CHARLES PL, STE B PALM DESERT CA 92211 Fee summary Charged ----------------- ---------- Permit Fee Total 81.00 Plan Check Total 52.65 Grand Total - 133.65 A Paid 00 .00 .00 Credited .00 Due 81.00 52.65. 133.65 WCC: STATE FUND WC: 0460013125 03/22/05 CSLB: 524983 02/28/06 CCC: C53 ------------------------------------------------------------------------------ Permit . . . . . . BUILDING PERMIT - Additional desc Permit Fee . . . . 81.00 Plan Check Fee 52.65 Issue Date Valuation 6000 Expiration Date 12/02/04 Qty Unit Charge Per Extension BASE FEE 45.00 4..00 9.0000 THOU BLDG ---------------------------------------------------------------------------- 2,001-25,000 36.00 Special Notes and -Comments PRE -CAST CONCRETE VAULT FOR POOL EQUIPMENT PER ENGINEERED PLANS Fee summary Charged ----------------- ---------- Permit Fee Total 81.00 Plan Check Total 52.65 Grand Total - 133.65 A Paid 00 .00 .00 Credited .00 Due 81.00 52.65. 133.65 f r P.O. BOX 1504 • VOICE (760) 777-7012 78-495 CALLS TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 4INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: _ Of- 0174,2L Applicant: Applicant's Mailing Address: Date: �o 2 • �'y Architect or Engineer: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provis'ons of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code; and•my;--iconsg-is,ic�(t�I�,jprce and effect. License Class �'r "5"f I� Licens '. o. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. , BA P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is worW compensation insurance arrier ani policy number arrier Y1. OZ* L1,� — - Policy Number 1 'Y jO 0 4d> =1 certify that, in the performance cQ_Ke wor17fo which=thi's permit' issued, I shall not employ an p y y person in any manner so as to become subject to the workers' compensation laws of California, and agketh if I should be a subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwitthhcomply with those provisions./► I \ l� WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees o, and shall, defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being erformed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work isof commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application add state that the above informal on is �rrect. it ag a to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter on a aboie-m tioned property for inspection purposes. FJ x A X I srEv� — o%E Prsx ,s �do� ✓amu 4r Bin #• - �// 0f La . / ' #J C[� i Quanta 0//, A 7�'Z Building at Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # �2, �3 `Q 77 Project Address:, 7.7,V �,,+'j irl Z�,; Owner's Name: YV13PZ A. P. Number: Address: [City. Legal Description: ST. Zip: Contractor: MIA134�. Wh7'fl; 1, 3{ffi�7 FTelephone: Address: T' v 5 T. C- / /P;Z 4. XL'S Project Description: City, ST, Zip: )'faLy�2 I�1ij�t � �'%'7� "n avr . Telephone: 54 Y 0Z Statc Lic. # : 5 z4/ gyp ' a City Lic. #: Arch., Engr.. Designer: Address: City, ST, Zip: Telephone: State Lic. #: Name of Contact Person: �( Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: ,5 G O g i ? stimated Value of Project: �, ei °= �•� APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted 0Item Amount Structural Cala. Reviewed, ready for corrections f45- ' Y Plan Check Deposit Truss Calcs. Called Contact Pe on �f 1 2-0 1 a-4 Plan Check Balance a Energy Calcs Plans picked up A' ' �►Sb Construction Flood plain plan Plans resubmitted �i4� �/. (7o Nlechanical Grading plan 2" Review, ready for correcti Issue (9 Oq Electrical Subcontactor List Called Contact Person t)� ✓ Plumbing Grant Deed Plans picked up S At 1 H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees f�f0 J77Lv� r11 -1W 10f10^112— ,Dvi� bae.K A ppreL,4�1. - 111 I Y®UNG. ENGINEERING SER I I CLS • Engineering • Architecture -Surveying- Building & Safety Services Letter of Transmittal Attn: Tel No.: Date:4;-2 Project: PC#: Tract No.: We are forwarding: By Messenger By Mail Your Pickup No. of Copies Description: I T C-Ai.E� 3 Comments: THANK YOU This Material Sent for: Your Files Per Your Request Your Review_ Approval Checking At the request of: Other By: M%6J . Phone #(76 0-5770 77-404 Wildcat Drive, Suite C, Plain Desert, CA 92211 (760) 360-5770 Bron_ Young V44 f=lSpy Z- SC114 1='. I+us (o � - Sa., �4y Ca►��-� C�w� I ci CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE! -cam BY s� 6 Whisperflow pumps 3 sets of 2. stocked 400,000 Spo on shelves Pentair Sand Heater Filter: Jandy Sub Panel control center Dry ',r'X8 3o— ~,ff ST!imnP-,/i►G Well Pw14 ;,vsr ���Arw1C �X yO�i 800 sq.in.' rp!2TnT—fi 40WI.. ool vault Sand Access X f, swr Ll4nof�R neater air ( llzleoter 1f Ater s� x.Sfil , supply vent l `� Tr. Rm,:ss Scale 1/4". = 1 ' CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE! -cam BY s� 04/17/2004 10:41 FAX 7603415161 Mirage Water Features w 1,i: u1 kAi aue 351.1 871:11.1 JENSEN PRECAST w4dird-1 r • Manhole Ladders Hot Dip Galvanized All ladders are manufactured of steel. The rungs pass through the side rails and are riveted or Welded. Other lengths, styles and special materials are available; please inquire. . 1.3400 SERIES • e Inch diameter deforms ngs on 12 inch centers • 1 nches clear betw side rails • 2 x 1/8 inch nnel side mils • Fumi od w' 4 unattached floor/ceiling brackets • Wall mo ing brackets may be used (see below) • App ma weight Is 5,5 pounds per foot of length order. ir Specify I- -(tenrl 3400 "800 SERIES • 3/4 inch diameter smooth rungs on 12 inch centers • 16 Inches clear between side rails • 9/8 x 2-1/2 Inch side ralls • Integral feet may be botted to floor • Pre punched $/16 Inch holes in side rallS at 12 Inch intervals for optional wall brackets (see below) • Approximate weight Is 8.8 pounds per foot of length d ix a 1-3400 005 ®002/002 To order, • Specify 1.3800 -(length) Imp Ladder Ladder Wall Brackets Hot Dip OSIVanized 3° Wall brackets are used t) mount i-3400 and 1.3800 series ladders to walla • Manufactured from 3/•9 x 1.1/2 Inch bar • Mounting slots for 1/2 inch bolts (not furnished) Cat. No. DimensioAn - Inches Apex- Shipping WL Lbs. per 100 pc5. ^3 WB7 7-1/4 165 W812 12-1/4 255 W516 16-1 /4 306 SERVING THE. UTILITY INDUSTRY WITH tINDERG?CuND HARDwARA POLE LINE HARDWAREAND CUSTOM FA8RIk:4T/0N SERVICES INWESCO INCORPORATED • 746 NOSTH CONEY AVENU.'- - AZUSA, CALIFORNIA 91702 PHONE (B18) 334-9304 - FAX (818) 1168-34W4 JUNE 1992 PA®E 1.7 8'—O" x 10'-0 VAULT x 8'-0" DEEP NOTES: ' • 1 1. 810-848-459369, 48" BOTTOM SECTION (R810 -B48-459369) WT. 20,016 lbs.' t O DESIGNED IN ACCORDANCE WITH AASHTO H-20-44 2. ' 810-T48-459369, 48" TOP SECTION (R810 -T48-45369). WT. 19.454 lbs i BRIDGE LOADING USING 5,500 PSI [37.92MPa) 0. 6. 48" DIA. HOLE. BOTTOM SECTION (1)CORE MTD. COMPRESSIVE STRENGTH CONCRETE AND 60.000 PSI [413.2MPa) YIELD STRENGTH GRADE 60 7 g" DIA. HOLE. TOP SECTION (2) SURFACE MTD. A-706 STEEL REINFORCEMENT PER STRUCTURAL 8. 36" x 36" ACCESS OPEN'G. TOP SECTION (1) THRU HOLE. CALCULATIONS NO. 32305. 9. 3" DIA. HOLE. TOP SECTION (16) CORE MTD. 10. 8 TON x 6 3/4'• GALV. RISS, BOTTOM SECTION (4) SURFACE MTD.; TOP SECTION ,(4) SURFACE MTD. a ■ VAULT TO BE PLACED ON A MIN. 6" BASE OF 11. 8 TON x 4 3/4" GALV. RISS, BOTTOM SECTION (4) CORE MTD. CRUSHER RUN FOR EASE OF INSTALLATION AND EVEN LOAD DISTRIBUTION. • MIRAGE WATER FEATURES } LA QUI NTA, CA _ Q�ofEss�o, S. -O.# 459369 - GENERAL NOTES: �. C ww "`R c 1 UNIT REQ'D �cA° r W � m 1.- Minimum soil bearing capacity is +! - O' hereby assumed to a 2000 PSF EW. ( /s • 'unless otherwise documented -by • by a + - geotechnicol report that shall be provided to Jensen Precast by the end-user. Jensen Precast ' shall not be held responsible for- the or-the soil bearing capacity. ` 2. -'Installation of Manholes. Vaults, Ell- D Handholes. Meter Boxes etc. will , be as per Jensen installation 132" - procedures. 3. Structural modification to the 6 120"_6" Jensen line of products is not permitted without prior written _ approval from Jensen I Engineering Department. 4. Do not scale the drawings, verify all30" 30" dimensions including rough openings, 3" T<P' 10 if any discrepancies are found, notify the Jensen Engineer immediately. r---- -----------� ' 5. The Jensen Engineer will •interpret the intent of. the drawings + in case ,of possible conflict or9 discrepancy. - I ©048' 6. Permissible Variations: 11 - Dimensional Tolerances - The length, width, height, or dio. measurements A ' �� A of the structure when measured on the inside surfaces shall not f I 1 deviate form design dimensions by t-----1-- 1-----' 96. 108" more than the following: I 1 1 Dimensions: Tolerance: C / C f 0 to 5 Feet 1/4" 5 to 10 Feet 3/8 10 to 20 Feet as agreed upon ' , 30'36'� ® , 36' between the supplier and purchaser. - 7: Squareness Tolerance: 7 The inside of the precast concrete " .component shall be square as 12" �------------- determined by diagonal measurements. 6' The difference between such •_ -measurements shall not exceed 2 1 the following: L 36' --J Measured Length: Allowable Difference 9 0 to 10 Feet 1/2" 8 �D 10 to 20 Feet 3/4" PLAN VIEW 20 Feet and over as. agreed upon between the supplier and purchaser. ' MINIMUM EXCAVATION SIZE: _ 10'-0" x .12'-0' x DEPTH REO D. , ��"NEH'-S459369 81 OFM96 AUTOrAD R. 1. - SPECIAL 01-22-04 132' 108- 6' 120 6 6 96' 6' 4 10 8" 8 12 7 r I M1 48' 48 112- 112" �►-36.---------18----- 96• ------------------- ------------------- 96' 11 48. 48" sr I IF 1 1r I IF 8' 8• 6 ,o CITY OF LA QUINTA 6 SECTION A BUILDING & SAFETY DEPT. SECTION B—B APPROVED FOR CONSTRUCTION - +�-(q�o� dY S 132'-1- 6' 120' ' -J • 36' 12• 108' 6" 96' 6" 8 6' 8 7 6. 8, I 6" it 8. PEW 12" ' 36"�®®®®®®®® 6. 0 0 ®® d�48' 48" 9 I f4 6PA6 2 \ i112' . 112' -----------------18�---- 96 3 -------36 ------------ 11 48• I 48' IF I IF 1 it I IF 8• II 8. I 1p - 10 6 - 6 . SECTION C—C SECTION D—D l - �ETHNE" DATE DESCRIPTION BY FRECANT810FM96 S459369 SPECIAL 01-22-04 "VP 04/17/2004 10:40 FAX 7603415161 Mirage Water Features 12001 4:e.,. f F A. X (760) 777-7011 April 17, 2004 To; Steve Traxel From; Dick Leimkuhler Re; Wade Res — Equipment vault Number of pages — 5 UC. NO. 524983 75080 Sc. Chades Place, Suicc B Palm Drscrc, California 9221.1 760-568-0852 r'AX 760-341-5161 Steve — If this fails to answer all of your questions keep iii mixed that my office is a 17 mile round trip from yours, x 7 trips equals 119 miles, x .20 per mile equals $ 23.80. Each trip consumes at least an hour, x the amt. per hour tilled for my time, $ 85.00 equals $ 595.00, phis mileage, totals $ 618.80. Then of course there is always the consternation factor, not that all of these trips haven't be(;n pleasant, but the overwhelming sense of non -productivity tends to age one while passing through the tunnel of life -- so — that said, here's hoping the .reward is but fractionally Worth the effort PREPARED BYs�� - - c� NO. c3 2.30 DATE O - Z 0 7- —L PRECAST APPROVED BY �} DATE - - SHEET OF 1 ' 7 13., _ STRUCT_TL CALCULATIONS MR 4• _ _ + , . _ 1 FV.96 SERIES _ PTH _. 8,=0" x 10'-0" z 96' . DE _.. _ 5. i WOWDESIGN CRITERIA: 7'- I; SOIL DENSITY IS ASSUMED TO BE "I20 -PCF -i -, C --1 I ( r (+7 ill• i ..,-- I 9.+ j 2 ASSUME SATURATED SOIL CONDITIONS @� 3 10 r3 - STRUCTURE SHALL BE FLUSH WITH FINISH GRADE... -'_ _ ;- - - - r DESIGN SUBSTRUCTUREINACCORDANCE WITH AASHTO LOAD FACTOR DESIGN-- - METHOD: - ._t12.• -„_.r_1 ;---t .J. -t � ; _._---.:_..:._ f _. a F -1 -j._; :-rt j + ,_. }. _.r --r _'f•- ' _- 1 5 L USE A 30% IMPACT FACTOR FOR TRAFFIC LOADS PER AASHTO j ; ; t (-I 1 , -Y _. .7 '--t-+-••r h -f _r-• f -t-..-_. .. .. J.. _.._ -;--CONCRETE.COMPRESSIVE.ST.RENGTH IS ASSUMED TO;BE 5,5¢OPSL@_28.DAYS. __ _ ; -15+ DESIGN SUBSTRUCTURE FOR -HS 20-44 TRAFFIC -WHEEL LOADS'PER AASHTO-AS- - LAST REVISED: -- t - r 1 + ?-; -� •- i -c - -: -- 17 A_ ; i ' DESIGN ASSUMESiTHAT LATERAL.SOIL PRESSURE INCLUDES A 2 0"LIVE LOAD f T. .SURCHARGE PER.ASTM C857 97. 18. -1- 19. ---j- -9.- - -DESIGN SUBSTRUCTURE. IN ACCORDANCE • WITH ACI 318R-02, AASHTO SIXTEENTH.. - r r -1EDITION AND'ASTM C 85--97 WHERE APPLICABLE -t- r s �' �._ {-i i i j ; _I_ �._+ _ �.. s- I _ �- I I i- i } F a L l0 fi YIELD STRENGTH OF THE REINFORCING STEEL SHALL BE 60;000 PSI GRADE AND ; - -*- _21 I—` FS BE M ACCORDANCE WITH ASTM A 706i_ L_ - - THE DESIGN AND DETAILS OF THESE STRUCTURAL CALCULATIONS ARE THE i -P.RQPERTY OF-JENSENiPRECAST,�AND ARE NOT TT7_ ri Q -BE USED.EXCEPT IN, -J_--3.L ' GONNECTION^WITH ITShOWI�j'WORK AM1DES�GNSiAND INVTE�N 40N,RInHT ulniFit FT,t-i- !--� -+--i= -•I _I I 1_1 7 7 rtc��a�>t:_.1 l ;._ �_� _ 1_( _I. 7 -a._a } G__;_ i..._' I • �I , -I-4— i - _ 26; 12 .+ - ! THESE_DESIGN.CALCULATIONS. DO NOT.INCLUDE Y LATERALtOR SURCHARGErT_ _ - i }•- �• - f t - + fi- LOADSTHAT, ARE;PRODUCED-BY-FtOOTII�IGS ORFOUNDATIONS ADJACEN . r STRUCTURE THIS SUBSTRUCTURE SI•IALL BE KEPT:AT LEAST -IN AIT( 1 RATIO I _ '97� 1 I ' 1 ! I i i —i tl 1 - i -- ----�-i._ �__._ _..�L.....1,.,.'., ..�,a.�.,-r.n lirri I ( I I ( •-"�-- �29 ' .!x_13. _ PIt-O_VISIONS SHALLBE MADE FOR!! SOIL BEARIFIG PRESSURE BY -1- _' �! - ! - ; ' OTHERS AS PER AASHTO.6 3 30 -.._ _�1-7_�-;- f _�, ' + ' t .i ;. 4. CITY OF QUINTA ' r-1 r iy 31: (!- _.� 1- L , _.� ;BUILDING &<SAETI(=DERTk r �_ L. t -13i -APPROVED .= r r 33 }---'' �' - ` fi 'FOR CONSTRUCTION ' r i 60BY 35i 36. I + L . � ; ' �`" t t R� .. 4 PREPARED BY Ui"/ /y r� jEf#jFH® DATE 01 _ Z ? _ Q NO. J s %� PRECAST FILE: h.MCD APPROVED BY 1 G� DATE SHEET 2 OF b I 'VERTICAL LOADS' ON'ROUF-S.ECTION ONLVt 2. Load. factor Design. 3.d of.span .. loaded ft I .:=` 8' } 4, AASHTO HS 20-44 Traffic Bridge Loading, AS 4 Wheel. load (lb.)-. P. - 16•kip- • TNI;C857-95 (_ l .1).,. 5, L T ` _ Applying_load combination_l.. - rt 6. :. SHTO 3.5J. , Impact, Taction (maximum 30%) AASHTO, 3.8.2.1 7. _. ,a 594 %. _ > 30j % Ftherefore,� I _= 30-% _ r 9' + 'For culverts with cover.,t -i - ` ' -- + 1- 1 i r AASHTO 3 `8 2 3 - -- r �10 ,.. 6' to 1'-0" mc. 1'=-30% to 2'-1".to 21-11 ° inc. I 10% . .. r Load Factor: _ 6 _,..1.3 ; "AASHTO 3:22.2 Coefficient: a ;- 1 67. _ .' 1 3 AASHTO 3:22:2 13. RE ` .. 15 -Factored�'lGi pro(u1p-+-Lona_Jd..:'. _'i , L..` . • . . w AASITO_ 3 22.1.F .P,P-45157kip._n d .. ...: 16. Tire Contact Area: 17. 2 -, .. 18. A := 0.01 •'It AASHTO 3:30 b •P A-= 160 in 19 Distrubution of Wheel Loads Thr of gh Earth Fill I_ t y , _ _ 95,(4.1.4.2) 20 E ASTM C 5 width. of wheel 4,� 21, _ �, . 1 T d height.ofwheel ... : _. ::.. _ _ ,_ n} t + A - _ � TM 8 , 22. _,..._ 0 S �C 57 95 i = 8 'n taken; a_ t inteivals of: i := 0 ` 4 .depth below grade (in.) , _ . r r - - t - - - - d - �h: in o.4 .i 23. + 1.75 h.•in 24 Distributed"Wheel Load Area } r �" ! t DLA _ " w + 1 75 h' in ! '- -i T ' -- '-at each given deph1 !'1L-2- 4-4-' ' 25 r r 26. I , 1 _ 81 �I {- } i ;.. : ;• ' -DLA + �-, . ;.. ;._,.. i. 10. 31.1 t T , �.- a h _ DLA - -'h GRAPHIC �. r _-� _ _hGRAP,HIC.. 1.. 32 0 1'"389; .�-32-513 12 1.8 826 j ,. _ 5 11.6 i 34' 24 22 389` 35. ELEVATION 36 42.076 ' - 1:673 ' 36: JEnsfn® PRECAST FILE: h.MCD PREPARED BY DATE d/ - Z7 - 0-/ APPROVED BY NO. c)�Z- OF .LATERAL SOIL PRESSURES FOR.HS:20-44 TRAFFIC LOADING -- - , -.-- - - r _j _ t i- t oad:Factor-Design: U = 1 2*1) + 1 6*ti.+ 1'6.H. -_i _._ i , __: _ ___ _ ..t__y ACI 31,8-02/3.188.02(921)._, -I------ 4. Umt Weights: _ : 5. kiP_ 1 KIP _ Tsoil = 0:120• � - I'water 0.0625 I 6. 7. 8. _ Coeffc�ent of.Active Soil Pressure I 0.30 -.9 Verfical soil pressur"e. - r- r - '- - -_ - t ��� +t- -- • ; , _11` ! Wsoi1=,rsoil'.1_3 1�o-r-- Wsoil _ 0 156 �p r�' �A� 0 3 22 12 I t , _ . -+ 318-0 /3188 02 -ki_ 14 _ :-� +_w'soil=;rsoil'_16 ' _ w 0.192 P_.� . _� _ _ s16. oil - t7. - Lateral Soil Pressure With -2 0 LL Surcharge - l r-'- i �- i AAS 326.3 -- 1 ; 18: - Note: LL- SurchargeTneglected wheri"8:0` below grade_ ASTM C 857:95 4.2.9 i3) ` _ 19: - LL Surcharge C857.95+(4 2i1 2) 2u }_ �! }ISI i_�'� �r t I I �T ',kip,.,I —r- 3' t !- 21-+ _� _ULL -a QEP _0-005 - -' ' ?_�ULL-0:135 t' ;��AAS�HTO3221._ F j 2 ft2 i + I _ - - 7_1 u 23 _24r • -�-t •� - l - - , - - '- ._ ; _ ._ i � _ _i _ � � i_ `+ I I � i �)-F-�---+—! � � }- f- _ _ t Lateral Soil.Pres ur Above Water Table25, _ t Note: U.soil > 0.030-Of3"226 ' t r I 'I 27' i isoil a PE rsal`11 Kp j d -r1 i+ -i- r`L-f-Usoil 0:061 I + I I t , L-. _r. .- � {- �- !-� 1-t- F- -•{- ?--+_+- } - 28 ? f , 1 ' t L.!.- L. ._ L._�-_!_' i- ✓---{•- 1-1-_ �- �_I , i- �. 1 r -�- l ;.--1-. �... i-�t + r - _1I i t_ i.--�- i T- 30 �t 30 t t r fi, r -• -t-{ Lateral Soil Pressure Below Water- ,Table, -Saturated -Soil Condition --�- : } i -• G ift 11L (r t ? ! L_� t.' t t-L� 1 ( l t ft I_- 32; -._ _. r_Usat_-a RE Clrsotl - rwaer)'Q1KA)+ rwater�-i-'- _ I- 1--�-� �� 1 t _ ' !iri =-- f r_` �_ L,-+-1 -1 -+ -� +- t- � i -i---•F r- '+--}- j -�- 33.r kip. ' 34. - U:- ='0 135p —_ t...3. + F r- - s F = '• . - : _..ib _kip , $ : 35 - 10.0.0 . 0.. 36. 4 PREPARED BY '406 NO 3230 DATE APPROVED "BY PRECA5T ° ` DATE-- SHEET OFj�- 1. 2. 3. LATERAL SOIL PRESSURE PER DEPTH BELOW GRADE 4. 5. 6 GRADE 8 7. 8. -1 - 9. -2 - 10. 4'-0 _3 _ _ _ _ p 0.061 KSF PER FT_ 11. 12 -4 _ 0.135 KSF PER FT 13. 14. -5 - 15. -6 - 16. 4'-0" 17. -7 - 18. -8 - 19. 20. g„ -9 - -F- 21. -10 - - 22. 23. -11 - - 24. -12 - - 25. 26. -13 - - 27. -14 - - 28. 29. -15 - - 30. -16 - - 31. 32. 33. 34. 35. 36: PREPARED BY NO. J �L DATE 01-2� -� PBEEAST APPROVED BY file: tsaashto.mcd DATE - - SHEET OFJL .1, 1 VY JL' l;1lVPl ULA J1li1V , 2. . Inpu 3ts: L:= 8.0•ft 4 _ + P :.= 45.15.7 kip , 5 _A B. � 6 7 _ _. g AASHTO 3.24:3.1Case A=1Vla�n IRe�nforcementiPerpend�cglar,to Traffic 14 112 12. --AASHTU-3.24.3.] Case B -.Main ReinforcementTaraHei-to Traffic r - *- �- 13 . + ; kip ft _ - M11b = 900 —•L (1 3 1 67 1 3), M11b 20:32ft 1 16- AASH -TO 3.24:4 -Shear and. Bond: - r __ ; _ 17. Slabs .designed for bending.moment in accordance with Artic_je 3 24 3 _ 18.and. r shall be.considered satisfactory-in.bond -shear. - 20 _Deadload Moment. , _1_- r � 21. - _ Ib; kip j 0 12— !22 { 3 T C2 -t- a g- ft 23r.r Md, I .� L2 _ .... ... `- Mdl .0,.96 kip ft r _. _ 1 _ '- - t ; - 8 , 24 i + -j + - - -+ $ t i _ 25 i Total iVlonent t + 1 + + i i- t" i - fJr _ 1 26.i k kip- � r j Mt= M-•Ilb + Mdj..... _ Mt 21.281 s a > _i 27 L i IftE 28 .1 � _ :. ; � i-- ; , -.�— i -1- f -- � - T- �- j Ii -�- F r- � _ , t-- - � 1 • -r• � � .•. , _ !- , AASHTO 3.24.8, Longitudinal Edge earn: _ i 4 { M- OaO-P•L M= 36:126 kip ii + r 30 31: a r 32.r....J, _ i t 33: 34 35. 36. I PREPARED BY2ii6 N0. DATE U/ - ?,7 PRECAST APPROVED BY FILE: Iatest.MCD DATE----- SHEET OF L ACI -DESIGN PROCEDURE TO FIND RATIO OF NONPRESTRESSE•D TENSION-RE•INFORCEMEN-T-(p)---i 3, fy - 60000:' 1' 2 _ T - f c_._5500 1 2 _ _ _'Es 29000000 2 Mu=:21.28•ft kip_' _� _ ; . 4 in. to in .,_,.:.b:=12:in _ _ -- _-- ... _ ,_ _,h 8- m_-. - -- __d. _.6.13•.in _ __ . _� tAb =A6_ 5. - ' _ FORMULAS_ AND CALCULATIONS (Balanced.Design) 2 - -^--i -L-- y- 7 , '- per= 0_85 '0.05 fc In "4 _ 0_85 > ` `(3 0 7.75 > 0.65 ',ACI -318;.02 10.2.7 . t -j -t -1'-t i , ; -i--- - j r * -• + � --+ lulu � i , `-i-_T`1'_-1' '1 •- � -1-+ 1 -> r_ --Fa• ;- ' _;._ i p 9 1 _t .i_. � , ,-' --' -aM ' - ' ,- r I M 23 644-ft'ki -� _ bending 1- n , , , n --�9�'-�`� 1---t'-(-•T -- j -!-t-- ' i '_-!'_ i + bendirig -- i.t •_l� 4059MnT 1 ; ! 87000__. --.,.. r i i � -�--1- � 1-' .�. 1b. } _- -- f -pb 0 85 �i.— i ? - pb 0 0361 - + -2 11. to 1 , :- ----- •-- ... -_- . , 87000 + fy t I 12. 9 23 _,-_ 20.5.9 - 1 0 1 ;. t As y . --p :- _114 t r r fY d (1 _ 0 59 bid - —r 2 '15 -Y -+As+= 0 832in - , .r_t.._.._ _jP` -0:011 - 1 ''sp 6.346-irr - __i16t-. _i. ', -'--i'- i" - r (_-r-7-1- ' USE:'#6 (a) 61 4" O.C. PRIMARY STEEL sp 6.25tn - P : p=-0.0115 i7 spd _ - -- - - - AAct-:=,P- -b-.d •int t _ , act. - rtCHECK MINIMUM AND MAXIMU-I AMOUNT OF STEEL: _ _ _2f)�- _L ' �~ 3 `- }tn2 ib•d lA'•--`02731n2 j-ACI31802 (-10-.5.r-{- Y21 .L_ i I s in Y s_mm ax` _` 035-p b t - i . -t " Pmax -0'027' - . ACI 318 0}2 (1.0 3 + 1 ! - 23: � I ,--i--r-.j.__� i-1-_ �--i._._ i -r � -" �-� �. i-^� -- i �-7-1 ! - � i i � i i f •^�i , �_� _�i � -F-�- CHECK MAXIMUM'SPACING REQUIREMENTS r I ; t f - ACI 31"8 02'10.6.,4i!_ TD_ET_ERMINE INTERNAI24 LA �Iy10MENT ARIyI1(x)_t 1 E_..��-i 25�-1 `-T !- F } + !- r I {` T- i ..- - r -�' _ i 1- �� L ' -t-t :- -1 t - : _L - i -!26' lb; ' -; -- --_ �'Es t 2 Aact n +- 4 Aact2tn2 + 8 Aact n d b Econc := 57000• fc -= _�27' _� t.t . _n i + i { fi I 1 'n 6.86 i- z�= 1998 to 1 I 28 I DETERMINE ACTUAL STEEL STRESS (f :_ ; _!_`___ t_' -,t i ; i- L f- , ' f t j ' , ' ! ` S� i ' - i I L _ + - I -: _I---�- j--�_._. . _.1.. i-...r-.� .._i J i -� -�-r 1 ._}. r .I---, �(-_{__-1---'t r-1-.-1'-,- : _ �_ _ , _ F_'• , L - {_ _29 t Mu , .. �t e i ktp I , - i p f f = 32,541 < 0 6-f therefdbK ; f =' 32 541 ki ' -3U -�: %{ s x i i f �S I- - ^ (- }y - i �r-S' 2 Aact~ i-' - .- in ;-;- t• {• +-- + i ..-131i i3 ;324-L -* DETERMINE MAXIMUM SPACING: -' -;-� - r r I I i 1 i - r r -' t. rT 33! ki 0• 5.4 F 34' - S : m.- _ 2.'5.c' s 12.844 in >~ -i sp'= 6.25'in" <ok> 35. PREPARED BY jEfK#ifffl(@1-7 NO.DATE 01 - 2FILE: Iatest.MCD APPROVED BY DATE -----SHEET / OF V 2. 3' - - .-CHECK SHRINK?:GE-AND-MMPERATURE REINFORCEMENT ,-_ . _ _ _. _•__I - q ; (1) Stabs, -Grade 60 deformed bars or Welded wire fabric i'p ! ; 0:0018 : -t-ACI 31M2:712.2.1.- ,I 5. 2 -Cantilever walls'Grade 60 deformed"oafs orwelded wire"fabric:- t -` 0 0020�J-ACI318=02 14.3:3' - - - _ _ . _. P2 _ . ------ Aternp =: p 1 12 iri h"-1-• -r ?- -sp IA4 - ,- -sp = 13:889 in- '7. sPmax 18 T or (1) P h 1 I I s * - 40 to ' ' ACI 318£;02; 7 12.2-.2 -- - - -t-� rt - -t-,' -i- Pmax - t —,6'r - ( l i_ —i {—�— I {� 1—I-1 t_ _! + �. —i - - - -j - -- (2)-sOmi {3•h ! ,_ } _t-l-sPma 24 in !J j ACI 318-02 14.3.5 9•i.. 1--rri—� i —'-? `--��i--'--f•—--•-- f —L --r- -+10:- CHECK DISTRIBUTION REINFORCEMENT_f_7- --t- -j- _ (1)'For main reinforcement parallel -to traffic t I I /0 35:355 Maximum 50% AA TO IO (3 2l)� 1 SIS 3 24 1 t — 14'— ' r r --(2)' For main reinforcement perpendicular to'traffic' 16. ;.220 '% 77.782 Maximum 67% r i _ - Governs _A_A_SH_TO 3 24 10 /3-22 - Distribution Steel Required. • I-.-- -i. Ab L -4i Asd 1 AS 0 67 -- �- �Ab :- A5'"{ 1 -Sp — b - t - - l-- --r -- -'22 ._ 1 Asd 0.557 in ---I •'_�_r .: r s 6:673 m ! i -` -: ' _.� t r__------- 24: ------'!'--!-'_+.�' _'{---?-- l-- 24 - -' THEREFORE;-USE_4 .-A b l/2" O C (TEMPERATURE STEEL.__+._ r - r 1- r I- f t •�} 1 1 I I i i ' 1 -! i. '• l •?—i i r i i i 1 i i _i t i t _L _� ' 1 { I_ T—� �—�-r r , � � j_-�r�` t r"'t—•.—�- � 1 i �'-� I '_'I ` i -�Y i_i_ - -F i 32 i r `-+-. -—r- }- r -- - •- I -'- �I 1 -I 31 t 35: ( ' 36 PREPARED BY �Sy� 4 jEnsjFn® N0.3z3�s DATE d'- L2- V PRECAST APPROVED BY LrIO DATE----- SHEET OF 2 AC.I-DESIGN PROG'EDURE TO FIND RATIO OF NONPRESTRESSED TENSION REINFORCEMENT (p) INPUTS 3-1 lb - 1 _ , fy _60000•= fe ._ 5500 = Es 29000000= Ivi„ `36.13 fc•kip 4. 5 j b 12 m _ _ h 8.0•in.; ' d 6 13•in _ Ab A6j. FORMULAS.AND.;CALCULATIONS.:(Balanced Design)._. _ 1 ' - ----R .0.85 0:05 Pc in 4 ` : -0:851> �_ R_±0:775 ' > U 65 _-77-_ACI 3-18102 1'0.2 7 ! T' kl ' TT ul - --t . i_rteUbe !nj g+I •l IM­-140-1444,1,;`_.'7li j - p -tb ntng , - r s - -1-- i - I _ 1g; �__� '_ - _z_..•- :C 87000 __..} 87000 � 4 0.59 Pb 0 036,--!-!-r 4 ..r . .i -;5b9 Id f 870 00 f 0 < A. b : _ t iP,­ 9.— — b -�- : 14. 1 As fyd•(1 - 0.59) _ _' -T �_.: bd _ ! _,_..._ ..r__,.. -•- - ---A$•-!- � 15 16. Ag =J1 509 m2 -i -;p 0.021 - sp 3.499,in I t _ Ab __t USE #6 (a7 3 f /2''•O.0 PRIMARY STEEL _ sp .= 3.5m ! P_: _' _t D -0.0.2105 _ _1 18. Aact : P b d' _ Sp -a' -r _p'act -1 509 int - '19 CHECK MINIMUM AND MAXIMUM AMOUNT OF STEEL i 20 I-,i�"�_ _� j 1b-1-' A. -21 - -� j ! ! As min 3 hnl :b d I 'A-- mini 0_ 273 tn2 , , _ i _ _ ACI3l 8 02 --'� �--,- -: r-h-�-- �fY __ i } r- •-' ' -'i - �- '-•-t - i- ! - • i---+--—� - 23+ i 1 Rmax 0 75pmax -`'.0 027 -! --' r ;ACI 31.8 -02 (R10 CHECK MAXIMUM • SPACING REQTJIREMEN_TS - 25'_� -DETERMINE INTERNAL, MOMENT ARM,(x) F_._.._�� 1. b 26:Es Aaet n + ?act + act' i _. 27: `__� ' Econc •-'57000 f c - ":- - I 1 n :_ `-, -!- c. 1 2--'_...-1-- i2bn 1--1--� i i -r--_, i _ 1 , -t �--,•-1-1-r-r-1.--• --�- r --i- '--!--~�- 28 ,i }-I- -I ' i -r 4 _ _I- - �•-.�_.,n 6.86; x 2.502 int- - - 1 1. ; -t t -. '- 1 1 i t- 29 1 DETERMINEACTUAL.STEELSTRESS��f$�T-j--{ t i._�--- 1--•--� 1- 'r' -r -i 1 4- _�--ice 1 i M� ,. ^' i ! ' '.-r • kip $O r F_f$ 31 921. <_ ' 0 6 f 'therefore, f 31.921_ I ! ! _' 2 i l f _ _ 1.7�I d- xJ:Aact i-� I , J 4 1' in � !--' --, -r {- '-' _f G- �-_-+ •-�-�-1n2.1- I 32- DETERMINE MAXIMUM SPACING - -+ -+ -� + 33. i cd : i 1.5•in • - I. -t i i i , kip 34: 540— i. 40•— - r 35. ! s:= in_ _ 2.5 -cc - s = 1`3.167 in ' `> sp = 3.5 in <bk> f$ :. 36: PREPARED BY �— NO. 3 Z t 7 DATE C)/_ L% _ Ci PRE[ANT APPROVED BY DATE----- SHEET OF TOP SEC.TIQNDESIGN-WALL�DESIGN , 2. 3 Inputs: 4. 5• -- - (A. U. 7. D 0.0 ft (Depth of Cover). + r 8. j t 8. -in of Slab Thickness) Ubbi a - — - ; i - j --t �Vl 1 -- 9.L tW 6:tm (Side all Thickness)_ 1 t_ - --�A -;- t-+ —� ' B - _ r t - :10 _:. .NOTE: Max Loading Condition`s At;Grade With T-r-AAf Loads -- - t = kip 12 Awa;_ 12 150 _ _i_�. i .+ ,. _1- _ �_.r _yW 0.12 r _ 3 t ti -- 13 1 i r k>p kip - r r. _ r _ ,. kip - } Utop 0 135 _; �+r .0.061 ___L_+ -i - Utop = 0.176 '15' ft2 ! ft3 _ 16r : kip kip'- -0-5-43 klp Ubot = 0 135 - + 0061 3 ft + -0 135 (tl+!H 3 ft) Ubot = 2 r a ft3 - ... 7. 18. - Ma Utop 1 0.5.1 -ft +, �Ubot - Utop)•H (0:5) (067-)-l-ft,... ---Ma=:3.374kip. ft _ , . 19. - - 201 f 21 Mab •- -Ma + w (L) 1 ft _ Mab = 2.41.4kip ft 1 , Check Shear On Side Walls - 0,75 ACI 318-029 .3 .23 i t dr -'t, I ink 0 31 m i d 4 19 1n ! j V::= U :H+. Ur -Ur H05 1 ft _ 26. C top. bot'- 2%i VI C i 1_ — 1-.9161ap - ! ! ! 1 - 29t_ ..{.T <Ok> _ 1 1 i 1 -- i L._._t. ._ _{lb._i. _,. V _..._ :- _�._... _y 4 ._ _1. _.�.. ♦_ L- y' .- V. r Y _:. i i_ .._I.. y. f _.L V�:=2= 5500 (12•in),d Vc..-7:458 kip 1:.91.6kip :. 30: in.. .. r r.. _ r 32 t 4- -33. 34: 35. ' JEnsjFn® PRECAST PREPARED BY DATE APPROVED BY DA NO. ?2 flbd� OF PILE:' latesf.MCD 1 SIGN PROCEDURE EDURE TOFIND RATIO OF NONPRESTRES9ED TENSION REINFORCEMENT (p) 8. nqPdT§'­ -7 f J� 29 3 37-ft-kjpl._L. y = --- — 60000 - Es:=, 29 -.000.— ..:M 0-0, U -4- 4 - -in 4 in _L_ 4 2 —!--,'A-! 'A 10 A' A Ab 5 ;6 i 'FORMULAS AND -,CALCULATIONS -:.(Balanced be!sign) 7. 4- L4 M 0.7",75. 0.65- .85-0.05. f L A —4 J T_ 4--r ��x�l :3. 4.4 ft -i b -e -n- Mn7 din -g-'=_ 0+-9 4- --4- 4- L: T__ -T 0 n - --f- f c 7 760 4 L 0-036r '0.85, -pb,--. 4-1 Pb f b -k Y L d 87000+ 04-1 -;59-, 2 0 13' t .14 n A� 4-4— b ­ 1 -4---- 1 - , r , _4_ sp --b fi t.d.(I 6 5§; ') 9 4- I F b d i -A -4 J. S: 16.. & - 0.183 in P--' 3-64 X -10-r- t-- sp 20,326 4--- T. - A' b-, ------ ! 4- 3 -USE: 45 (a) 16" O.C. PRIMARY -STEEL '--- _ sp ---'-16.in __P �=!4.624 X;_10- L - -,i- p A�cj 0.233in - J _JCHECKMINIMUM. AND. M.Ax'lmul L 20. z : r f 21.1 3.- 23T -4 - f J-1 STEEL --4 --- T- L �-4 L 14 6 mi -Z -;o in t. ACL31802I -,0�5. .r�in Fj 8-- 4- �U:0217 I ! t --j-T--.-­AP-l+02 (RfO ,. 38=: axi , F ! . I a . � i A(' i �",DETElUv.ffNt.INT-ERNAL"-MOMEN. A-RM(x) 4-, 1 4 6. l: 2 -A d -- L2. A 44i�t--P­r& j s; 271 7 'd. acy t conc T t _E- c9hc in L-4 !_I_LL�_ T; - Ll A LL 1- - 41 - fi.:6-6.8,6, I X 0.931 , in. ACT- AL'STE'EL-�TRESS-(f_�)_ 4' - -4 t 4—_: -j— io mr, 4- ---kip S.- 6- ifs;=,2 VA-0grefori :�_�6.372 — ` 6.371 kjp 7 12; j_1- 4.-;- 1-1- 31 '( t 7 act L in in - 4 + --j- F- -4 T_ 4 -- 'DETERMINE MAXIMUM SPACING. jF 4 c in. J c� 34. F kip T f.540.— + S in 2.5.cc s 16.727 in a >.,.__ sP = 16 in < k> 36' 7 PREPARED BY DATE 61 _ 2 NO. PRE[A§T APPROVED BY '' FILE: Iatest.MCD DATE SHEET OF : .2• 3. _. 4' CHECK SHRINKAGE -AND TEMPERATURE REiNFORCEMEN-T t J - 5.Grade 60 deformr w ed bars oelw ded rre fabric ' ` p 1 :' 6 0.01`8 ACI 3 ] 8 02 7 1 2:1 6, (2) Cantilever walls, Grade 60 deformed,bars or welded wire fabric: p2_ 0 0620 !ACI 318'02-14.33 - 7. 12 to ' Atemp = P2 12 in. -h - 7f - _ �6 - sp 1 7 m 8. 1 p`temp' t _ max ;-1.&in j or (1)1sPm S..h� T;, spmak . 30.�n.;_ :ACI -31-8.;.2 7 12 2.2 } _ } I �_ sPrraxi: .3.h sPmax�18 i*� n -.a ACI 3l 8 0 l4 3 5_ a l 11 '. ' T.H.EREFORE,-i7SE #aro (a� 16 .172 `O:C TEIVIPERIATURE STEEL ` ' -•- f__ E__ _� 13. I r._ . J • y i _ , 16. 17. g: 20. 21_._i._ 41 4- 42 i -!--t 24.'i } ! 25. t - .-.1-4- 34. t r --+--- --r r• r f - } _ -27! h.. L t ' I ( 1 I_. L. 28, I. i_ �_ _:.. !_ L.. I _ _ l 31 t r , , 32: PREPARED BY 9 JEI#IFH® DATE dL - _L? - q NO. PRECAST APPROVED BY IDATE ISHEETJ2 OF ift A J- - -4 - - 1 2.1 - BOTTOM SECTION DESIGN t4 -4- -Inputs: T t -T- 7, 4� 4 -f U !'__-i_(Pe th.To.T6p.OfBottoin.Section)-�.--.-...--I lop _1_ j, 5.. L -4 7, 7. 6-inU 't Aotf6ffi!wa,llSection) 4 ----- - T bot T 7 R eral Lohding Atdrad 10ff n, �ip p p TiT 3 13 5 + 0.0 ft + 0.-13151 U p _7 '12 1p kip ---ki L TJ T 061. o3 -ft JUb-oi-:=- �0. 'T 14. _4_ �4- 4 :__2 -2 m a - L. o(-0.5)-I:ft +_Aot-,�_'lit`o� �Ma:=Vtop' (0.5).-(0.33) 6. 17:. Clf&ICSheai�Oft-Sid*eWall§:; __ ` ' _ _ _EA i- _ +._l_ ' — 18 . ---- - - 4--r �,-�,0.75.�-,-!--ACI 318-02932.3 - d:= n--=-:, 3.1 -in,_-, d.l.. A 19-ih -1-1 --7 T oo' ' ' ! L. 2 -4- 4-, -2j' .t. . . . . . . . . . . . . V T'. L j 247' 1-- 4� -4— :25.! 7 lb' -W-5:t2 5500--L-:-!7(12'i C:7-, .27 + 4- J i8_ _ } } ; i + �-' `.� _ -L__� -t-j -`/ r: _4 73 -.9 7 8- f t + _J_L L L i i L r 4- -t 31., �--j 4- J- — --- -- 32.1 + -4 R4 K 6 f 3 0 kip V 3 L L T_ t r I L r 4-f -.3j' T 34 .7 7 35. 36;" L JEnsjFn® PRECAST PREPARED BY DATE -OL_ _ APPROVED BY DATE NO. 3 Z 32yos SHEET /3 OF i 2. ACI DESIGN PROCEDURE TO`F1ND RATIO 0F'NONPRESTRESSED TENSION REINFORCEMENT - 7(p) ­ INPUTS:7,3. lb 4 fy := 60000.•—_ _ ,f6:=-5500 —.._ _ _ : t..�!Es_:= 29000000• . ; M,:= 5.'42•ft•kip . ._2 _ __ 2 __ - T— in 5' : b'.-' 12 -in h = 6 0 in - - - d -=4:19- in Ab =-A5' - - 6' - FORMULAS-AND;CAI:CUL-ATION'S - (Balanced Design)---- -- ---' `- --- __ 7} - , . 1._.0.85.: ! .. _-.0.775_ ? 0 65 ;ACI 3 i 8 02_10.2 7 _� bending 0 9 i' ' : "Mn 6 022 ft kip ice` -- _! bending _j 10. -- 1 f c _ 87000 i 11 Pb:=•0 85 Q•- _. Pb,. -0 036 { + s i f t 2 _,_ -+- t m G a--�- -- +-� - �- ---; - --- -+ - -�- -i 12. Y. - _8,7.000 +_ _fy ! .j_i- I-- O.Q65 + __ !_ ' !_� -+ - - - ,9 9 2:059 - - 13 -! 14. •- - —s — fyd•(1 0.59 16 As 0.299i' r ;p `=,5:945 x`10 sp` = 12:446 in ' t --173, - USE: #5'(x,12! O C ,PRl.M•ARY STEEL`-! sp m 12 --i- 18_ -- - �._._ - I -a- _,_• •- - 'Aact:=" P b d> -r - - 1 '- _.�Aact = 031•in- --• - -�- -19 CHECK MINIMUM AND MAXIMUM •AMOUNT OF STEEL -1 f21 - -- } - -,-f -, �{ A :- T 3 -�-Iln -Ib d A��' = 8 in2_T E ._;ACI 3l8 -02(1- _ s mm - fY s:mm - i + , 23 �- Pmax':=-01t-0!%0' p_maz =7 I - - - i� -AC318 -�._? DETERMINE INTERNAL 1vIOMENT-t_' _i- } } _� '_� �.�.� _ __• t _1_�J_.�__ 1-1 -41- 4- '2! -i - lb F Es L_ i ? AacYn"+ 4 Aact "n + 8 Aacrn -CE 57000 . f n _cone ° 2. -�-t --E'c nc'-i -�-i- r -r i -.�G t_2 b: 6:86;_.r 0 -29._ _ vDETERMINE-ACTUAL STEEL STRESS (�fs) _I _ r -1_k_. . .. . F!-�_ fs. ~ r 'MD ' 7- ki ' !1 ;_ ._ .. f •- 32 151— _—: <_ , 0 6;f-•ttherefo e,!_;.f=-32.1-5!1-kip _ 31 _ �+ 1.7. ;d �.-.� Aact m' L! i _ i { _ r i to - ' ' ­32--i- iDETERMINE MAXIMUM SPACING: 33. ;... ,c� := 1, 51 i34. n 540•— 35� s m - 2.5. cc s= 13.046 in > sp,= 12 in <ok> 96.` ,fs - ! ,. JEfs�n®RECAST PREPARED BY DATE U�— L % APPROVED BY FILE: Iatest.MCD I DATE _ NO. '323of SHEETS OF 1 2. 3. _ - 4 CI IEGK SHRINKAGE AND TEMPERATURE REINFORCEMENT i , _y , 1 r _ - 1 -Slabs, Grade 60 deformed'bars' orwel,ded wtre fabnc - 0 0018 A:C-I 318- 02 7 12:2:1 - 5. i) ` P1 �__... - T -- _., _ _ . 6. 2) Cantilever walls, Grade'60 deformed bars;or,'welded-wire fabnc P2 : 0 0020 A'CI -31-8-02-14.3-3 - - - -- `7,}. sp; A4.. 12 in + , -s0.= .= 16.667 in `Atemp = V2-12n.h _ j F - T- r Atemp� f - i8.1 ~ asp. ' 18 to '_ I_ : or (1) �sEmax�!5 h L T_ f_ i '_i_ . $Pmax. 30m; iACI318 02 7.122.2 _ _ max - + - i + , t-1 ---±- { +r - ,t ,�- +— - -r -+ -� s = 8 -in' ACT -3T8 - _T -02j4"3 -5-t -+-l— .(2) y : 10. __ _sAmax 3 h �- t = + _ pmaz -- +- r ' .+ -4 4 i '-.'L---r-t.. +. �-F- 3 _}_•...} i__j THEREFORE} -USE#4�(a7 16 1/2" 07C TRMERATURE STEEL - 13. ,. 15. 16. 17. ' L 20 7-- 20; r--. 21! } I 23: _ ; r 27 28 i - 29, : i 32. 33 34. 36. JEnsjFn® PBE[ANT PREPARED BY DATE d r! - ? - APPROVED BY NO. 3 2 N,5 b OF FILE bslabl.mcd 2• Base °Slab Design.. i 3•. Long.Span. .. ay := 10 ft Roof Slab Thickness: is ,8 4 in!.:. . , . -Short Span: lx ;= 8 0 ft .Depth of Soil Cover:--_ _ . x �? 0 ;_. _ _ , WalliThickness: tN; = in -,- _.lrlsi e Vertical.Dimension:.- 7. g w Traffic: . -1.. W1. 2 (45.157 kip) - - � F9•.�._....�. . ,_j Dead; -Load-• + -- ' �..._- - '{ {� -'— t- * .r--. 1 _' —;- --t'--'t , - - _ ! -lb- 1-1.' x150 t 3 (lx + _... , -4 1...- W _ kip ... 1.1 88. W3 ; 1 2 _150 , - (ly + 2 tw +.;lx) 2.tw•h 13. _ .. ft3 _ . _ r W3 27 36kip- 14. t5' Ab " Wq : 1-6.20. '120•- �1X + 2-t W) 11Y + 2..tW� .Z:.- -_ / __- - - 16. ft3 r Wq = OU" _. .. - _. -r - .... 17. - 18. _W +'W +W +W' - W-129.6ki _ t:- 1 2._ - 3. q.... t__ p.: .. 19. r - t -4- F 20. + i.INPUTS lb+ -r - _._ t lb 0f60000 fc_.- SSOQ_— — .�7_ 5 n - ±- .�r! .. I = - in ! } + T 619 in _.24 t 25 r �� ,--' -,- -•--'--T—r , rWt•(1.•ft)__� -t-- } ' .�.I � � -~ ; ' _t_4�_!-.�..�...j. _i � 1 1 ! ; L kp' 26 �IX +.2a(�y + 2 tw� it (ft)]- - 28, ' . dre - —! 1 die 4: 9'I in q- 14 ..ybr..F-..�-i- 1' F'+i__.'.---.t-.!_ f-._� _�._ i 30' , 3i.. 1,X _ F. , ' .. 4. 4.. vu :# :. L Vu;` = 6 kip _ 32 _2. L "33.f 1b r t. _! f t. nuc:= �.2. pc.—.b-d = 8.26 kip :>= Vo 34. int 35. 1.2. _ x 36. m6x := W 8 Mux = 11_.99kip•ft PREPARED BY ej� DATE NO. J T PRECAST APPROVED BY— DATE ----- SHEETJ�l OF—11 -4 —JIJ :2.:ACI DESIGN PROCEDURE TO FIND RATIO;"OF PRF-,STRE§SED'TENSION'REINFORCEMENT (fo)'''-- a T& 4_1 ILL - 290 1,1 _5500,= ILI 14. in; F -h--;---8. -in -d--'-- &.19-lini- A-5 .;b (Balanced§A-1_-AND-GALLATlo' s iJ esi ----------- 7. 0 !>i 1 1 ACIMIM21 .7 O�. Ic —'-j 17751 1>1 01.65 T �F Fr -7, )_J EIS :11' Pb__0 ­Wd2 �F 0 T 112:- , � �: �! . I : . g66 . . t i13.1 x­� Mn A b 1 4J qbl - .­-_­i-.-­--T:J . i .- .1 L-.1-211-- !--i ------- --- .. ..... .... Ai - J L 3 ---- --- -'-8307 -T-A-- 0:448 m2... X7 sp Y 3 1 `USE:_#5;0,-9.j/4'!-O.ti .-PklMkA_Ys -`6 il EV oJ -07641-x.- .6 3- -SD &12 -Sin: ........ - ----- Sp -A' cti—!.0.45-1-in A! -b- �'d p act a 4 CHECK MINIMUM. -AND -MAj,(�UN4-AN40U'N.'T-.OF.,. STEEL: I- L 4-1 7 T In A 0 ?71 in i 3'18 126: V 2� S ne, in co IT r 128.1 w6 86 _x -..-I TRE DE-TERNUNE SM04-H Ir _1 Ifs -t I ibere pre,_L fs 'pi I 4 fi -A a in, in 4 J. 'UM S PACTNG 1_4 w 6. c j �-in c _'k 'P' 5401 j5' in.. :� S.:= . 7 4- S. =. ' k>, .57 p in 1 2 5:in. > s ............ PREPARED BY5-yn� NO. 230 DATE' 101– ��– ()y PRECAST APPROVED BY FILE: latest.MCD i DATE— - SHEET OF L--- --- r J -I. ............ 4.. -CHECK-SHRINKAGE D RE IM -OR-C-E-M-ENT----' AND TEMPERATURE .4E jEMpE (t)-Slibi,-Gra6e-60-ceto-r-me--d,5a,—rs-o--weldedMfefd bric:! ACI 3,r 7-12)2 1(2,)-,CaCnti-leVer-Wa-lig.-Grade L60-defdr-ii-d-d-iud or,,WedeU-WirICfd ric, 291 Wo .1:8=02 I T 1- 2. =----- I emp,-, I - l.8-8. to A temp is "5 . r(2, s _4- -4 PM T! `11. i�--I---;—,!Tll.ER.E-IFOR.Ei,'USE -#41 E J- :17. i __4 122' y231 -T_ F` _T_ T, -4- li ,29!.4-4- J _J- J - 4 312J t__ -4- 4 J-" T. . T PREPARED BYS� NO 323o S DATE ��- PRECAST ° APPROVED BY- DATE- YDATE-- SHEET AL OF 1. 2 TOP SECTION REINFORCEIuIENi 3• 6'o' o' 6 4. 5. 6. 7• #5@6 1/2' O.C. TYP. 8. 9. 10. 11. s' 12. 13. 14. (3)#6@3' O.C. 15. EA. WAY 16. 17. 18. 6' 19. • #6@6 1/4' O.C. 20. PLAN VIEW ,YP. 21. 22. 23. V-6' MIN. 24. 1- -L 25. 26. 27. 28. 4'-0 29. 30. 31. �12' CIR 32. / / 2' CLR. 33. #4@16 1/2' O.0 #5@16' O.C. TYP. SIDE D -C ELEVATION TYF. 34. 35. 36. -{ I 1 6' I I I I I I I I I � I I I I I 1 I I I I I I I I I I I I I I I I I I � TYP I s' U I I I s' U I I I I - I I I I I I I I I I I I I I I I I I 1 . 1 1 PREPARED BY -5, NO 2 2 30 DATE- --OV PRECAST ° APPROVED BY DATE- - - - SHEET --/J OF 4L 2. BOTTOM SECTION REINFORCEMENT 3. 4. 6 10 -0 04®13" O.C. 6 5. NP. 6. 6' 7. 8. 9. 10. 11. 12.. 13. 14. 15. 16. 17. 18. 19. 20. #5®8 1/4" O.C. 11'P. 21. FLAN VIEW 22. N 23. MIN. 24. JL L 25. U 26. 27. 28. 29. 30. 31. / /2" CLR. 32. 4®" � \-#5@12" O.C.33. M. IYP. 34. 35.ELEVATION 36. �2)(2)#5@3" 1/2O.C. OC.6" EA WAY IYP. s' 1/2O.C. s' I4'-01 12" CLR. 1 t16