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06-2542 (BLCK) IIIIIII VIII III VIII(III 42 P.O. BOX 1504 IE J4 � VOICE 760 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING&SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 7/13/06 Application Number: 06-00002542 Owner: Property Address: 80550 AVENUE 58 STANDARD PACIFIC COACHELLA VLY APN: 762-240-011- - - 15326 ALTON PKWY Application description: WALL/FENCE IRVINE, CA 92618 Property Zoning: LOW DENSITY RESIDENTIAL (949)789-1600 Application valuation: 18125 D � Contractor: Applicant: Architect or Engineer: STANDARD PACIFIC CORP JUL 13 2006 15326 ALTON PKWY IRVINE, CA 92618 CITYOFLAgUINTA (94 9)789-16 00 FINANCE DEPT. Lic. No. : 641665 ---------- ------------------ ------------- ----------------- - ------ - -------------- ------------- --- LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am 'censed under provisions of Chapter 9(commencing with I hereby affirm under penalty of perjury one of the following declarations: Section 7000)of Division 3 of the Business d Prc sionals Code,and my License is in full force and effect. _ I have and will maintain a certificate of consent to self-insure for workers'compensation,as provided License Class: B 641665 for by Section 3700 of the Labor Code,for the performance of the work for which this permit is issued. Date: I3O Contractor: _ 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 issued. My workers'compensation nWN - MILDER DEC RATION insurance carrier and policy number are: I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrier SEA INS Policy Number BB1060237 following reason(Sec.7031.5,Business and Professions Code: Any city or county that requires a permit to _ I certify that,in the performance of the work for which this permit is issued,I shall not employ any construct,alter,improve,demolish,or repair any structure,prior to its issuance,also requires the applicant for the person in any manner so as t ome subject to the workers'compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State and agree that,if,I should comes ject to the the compensation provisions of Section License Law(Chapter 9(commencing with Section 7000)of Division 3 of the Business and Professions Code)or 700 of the Labor Code shall forth ith comply 40th tl se provisions. 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(5500).: Date: 3 f7 Applicant: (_1 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 WARNI G: AILURE TO SECURE W S' MPE ATION COVER E IS UNLAWFUL,AND SHALL Contractors'State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and.who does the work himself or herself through his or her own employees,provided that the DOLLARS($100,000). IN ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR IN improvements are not intended or offered for sale. If,however,the building or improvement is sold within SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEY'S FEES. 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.). APPLICANT ACKNOWLEDGEMENT (_) 1,as owner of the property,am exclusively contracting with licensed contractors to construct the project(Sec. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the 7044,Business and Professions Code: The Contractors'State License Law does not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon,and who contracts for the projects with a contractors)licensed 1. Each person upon whose behalf this application is made,each person at whose request and for pursuant to the Contractors'State License Law.). whose benefit work is performed under or pursuant to any permit issued as a result of this application, 1_1 I am exempt under Sec. ,B.&P.C.for this reason the owner,and the applicant,each agrees to,and shall defend,indemnify and hold harmless the City of La Quinta,its officers,agents and employees for any act or omission related to the work being performed under or following issuance of this permit. Date: Owner: 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit,or cessation of work for 180 days will subject CONSTRUCTION LENDING AGENCY permit to cancellation. I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the I certify that I have read this application and state that the abov 'nFe mation is correct. I a ree to comply with all work for which this permit is issued(Sec.3097,Civ.C.). city and county ordinances and state laws relating to bu' ,aw a au orize representatives of this county to enter upon the above-mentioned prop or i n p po S. Lender's Name: Date: Signature(Applicant or Agent): Ll Lender's Address: LQPERMIT Application Number . . . . . 06-00002542 Permit . . . WALL/FENCE PERMIT Additional desc . Permit Fee 198.00 Plan Check Fee 00 Issue Date . . . . Valuation . . . . .18125 Expiration Date . . 1/09/07 Qty Unit Charge Per Extension BASE FEE 45.00 1.7.00 9.0000 THOU BLDG 2, 001-25,000 153 .00 ---------------------------------------------------------------------------- �iI Special Notes. and Comments 725 LF 6 ' BLOCK WALL PER APPROVED PLANS & PROTO WALL' SPECS(70 MPH EXPOSURE C ,4 ONLY) Fee summary Charged Paid. Credited Due ----------------- ------ --- ---------- ---------- ---------- Permit Fee Total .198.00 00 .00 198.00 Plan Check Total .00 .00 .00 .00 Grand Total 198.00 .00 .00 198.00 LQPERni[T Bin #� � .5:50 tY Q Ci of La uinta Building U Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet ermit # 06' �ip Project Address: Owner's Nae: pJaQd A. P. Number: Address: • �' 2 Legal Description: City, ST, Zip: Contractor: S h�CL `La,�Xle_ s Telephone: Address: O� Q Project Description: City, ST, Zip: Telephone:Gj gq _ 6 City Lie. #: State Lic. # : C D Arch., Engr., Designer: / ` Address: City, ST, Zip: J Telephone: � ` " � ' r State Lie. Name of Contact Person: Construction Type: D4 we, IOccupancy: Project type (circle one): ew Add'n Alter Repair Demo Sq. Ft.: -72A #Stories: # Units: Telephone # of Contact Person: _2 - 9'2"Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING . PERMIT FEES Plan Sets Ppb 777 4 Z'% Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading. plan 2n1 Review, ready for correc(ions/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. II.O.A. Approval Plans resubmitted Grading IN HOUSE:- Jrd Review, ready for correction issue • 12 Developer Impact Fee Planning Approval Called Contact Person1 Z 7• A.I.P.P. Pub. Wks.Appr Date of permit issue %.' School Fees Total Permit Fees W1ZU/ Cep - 7 Vl<c1N X Yl) t_- = 7 l o I oco A. 0 11 H .. f ` ' 1 1 kfr PRO'0-41' 1., WALL. , 1 t,,Mcil�`133 Ys ST -TENSIONED MASONRY FENCING 3056 EDDES ST. s WEST COVI AP CA 9179.1 PHONE (626) 967-9765 FAX (626) 967-4904 ENO,INEERING AND CALCULATION MANUAL IFOR POST -TENSIONED FREESTANDING FENCING ♦ b WITH MINOR f ETAINA6E z ' - . J (PATENTED) k r ;z CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® }; .. FOR CONSTR UCTION =DATE �%�.� •O�o ' BY �'T f �/S, ;Idle, CARUSO TURLEY SCOTT INC. consulting structural engineers Job Name PROTO H POST TENSIONED WALLS Job No. 06-115-3735 Sheet No. Cover By PGS/CJA Date 02/06 CLIENT: PROTO II WALL SYSTEMS PROJECT DESCRIPTION AND ADDRESS: PROTO II POST TENSIONED MASONRY WALL • 4", 6", and 8" NOMINAL THICKNESSES GENERAL INFORMATION: BUILDING CODE: 1997 UBC, 2001, CBC SOILS DATA: BEARING = 1000 PSF LATERAL - 200 PSF/Fr INDEX TO CALCULATIONS: CALCULATION PACKAGE COMMENTARY C1 LOADS, WIND AND SEISMIC -------- --------------- ----------------- - --- ___ Ll, L2 WALL DESIGN — BLOCK PROPERTIES MOMENT CAPACITY HORZ. REINF. MIN. REINF.------- STEEL TOP PLATE ------=---- LOSSES IN POST TENSION FORCE FOOTING DESIGN DIP FOOTING ------------------------------------ TRENCH FOOTING SPREAD FOOTING TORSION IN SETTING PAD CIRCULAR PIER FOOTING ----------------------------------------------- FIVE FOOT TO DAYLIGHT DETAIL-=----------------------________ WI THRU W 17 W2. W4 THRU W9 W10 W12 THRU W l 3A W14 THRU W 17 F1 THRU F36 F2 THRU F4 F5 THRU Fl l F12 THRU F18 F19, F20 F21, F24 F25 THRU F44 MISCELLANEOUS Ml THRU M24 8'-0" HIGH WALL - 4" PROTO If OVER 6" MAS—-_ -----------------------------=------- Ml, M2 MOISTURE PROTECTION ----------- --------------------___—_-- M3 MINOR SOIL RETAINAGE_____-- --- M4 HEIGHT LIMITATIONS M5 " TEST OF ANCHORAGE IN CONV MASONRY — M6 TOLERANCES------------------------------------------------------------------ M12 DURABILITY LETTER --------------------- ------------------------ ------------ M13 BENT ROD LETTER M14 IN-LINE PILASTER M15, M16 P DELTA REVIEW - M18 THRU M24 P.T. ROD ANCHORAGE TESTS ------------------------------------ ----------- M25 BEARING PLATE CRUSHING TESTS—=--- -___— _---_-M26 SWALE DRAIN M27 Revised 6-29-98 TM ult 0 T 0 m- I I BSALLS TEMS �Y P .� T -TENSIONED MASONRY FENCING 3056 EDDES ST. . WEST COVI A CA 91791 ^ PHONE (626) 965' -9765 FAX (626) 967-4904 ENG NEERINO AND CALCULATION MANUAL FOR POST -TENSIONED FREESTANDING FENCING 'WITH MINOR RETAINAGE (PATENTED) "r a CARUSO Job Name PROTO II POST TENSIONED WALLS TURLEY Job No. 02-115-624 Sheet No. Cover SCOTT By PGS/CJA Date 10/02 INC. _. consulting structural F engineers / CLIENT: Q or I PROTO II WALL SYSTEMS KI 'T �Ey THE NEW DIVISION CONTRACTORS G a 40s m U) W.12131103 a S PROJECT DESCRIPTION AND ADDRESS: PROTO II POST TENSIONED MASONRY WALL S �O�A� 4", 6", and 8" NOMINAL THICKNESSES q� oP \. OF CALIF GENERAL INFORMATION: BUILDING CODE: UNIFORM BUILDING CODE SOILS DATA: BEARING = 1000 PSF LATERAL = 200 PSF/FT INDEX TO CALCULATIONS: CALCULATION PACKAGE COMMENTARY Cl LOADS, WIND AND SEISMIC LI, L2 WALL DESIGN WI THRU W 17 BLOCK PROPERTIES W2 MOMENT CAPACITY W4 THRU W9 HORZ. REINF. MIN. REINF.- W10 STEEL TOP PLATE W12 THRU W 13A LOSSES IN POST TENSION FORCE W14 THRU W 17 FOOTING DESIGN Fl THRU F36 DIP FOOTING F2 THRU F4 TRENCH FOOTING F5 THRU F I 1 SPREAD FOOTING F12 THRU FIS TORSION IN SETTING PAD F19, F20 CIRCULAR PIER FOOTING F21, F24 FIVE FOOT TO DAYLIGHT DETAIL F25 THRU F44 MISCELLANEOUS — M I THRU M24 8'-0" HIGH WALL - 4" PROTO II OVER 6" MAS. MI, M2 MOISTURE PROTECTION M3 MINOR SOIL RETAINAGE' M4 HEIGHT LIMITATIONS M5 TEST OF ANCHORAGE IN CONV MASONRY — -- M6 TOLERANCES M12 DURABILITY LETTER M13 BENT ROD LETTER Iv114 IN-LINE PILASTER M15, M16 P DELTA REVIEW - M18 THRU M24 P.T. ROD ANCHORAGE TESTS M25 BEARING PLATE CRUSHING TESTS —M26 SWALE DRAIN - M27 Calculation Package Commentary Revised 6/19/98 General Descriation: 6-4- 011 199 Proto II walls are post -tensioned, cantilevered masonry fence walls. Post tensioning is accomplished through the used of .5" diameter steel rods embedded into a concrete footing and extending vertically inside a hollow cell, to the top of the wall. The rods are threaded near the top of the rod. A nut engaging a steel plate washer is then tightened at the top of the wall, to post tension each rod to a minimum of 6000 lb. of force. The wall then resists overturning wind and seismic forces based on the flexural capacity of the post - tensioned wall system. The flexural capacity of the wall is based on the allowable stress method using a "cracked section" model. In many. municipalities, walls six feet in height and under are considered miscellaneous or minor structures.. This threshold is also used in the proto 2 design assumptions to delineate between a minor and nonminor structure. This threshold point of six feet can be seen in the drawings by the use of unreinforced concrete footings for walls six feet and under(longitudinal reinforcement is used in all footings at the point of rod anchorage), and in the calculations in the use of load duration factors applied to allowable soil pressures as noted below in the foundation section. To accommodate cap blocks of 2 inches and 4 inches in height, wall schedules on the product data sheet incorporate designs for 6'-2" and 6'-4" tall walls. These designs are based on the minor structure criteria. Loads: . Refer to calculation sheets L1 and L2, wind forces govern design of walls in all seismic zones and wind. regions. Wall Design: The vertical flexural capacity of the wall is based on the allowable steel stresses in the rod and the maximum allowable flexural stresses in the masonry. The width of the compression area of the block "a" is conservatively limited to 0.25" as a minimum and 0.875" as a maximum(i.e. the thickness of the face shell). Refer to sheets W4 and W5 for a review of the moment capacity based on steel and masonry stresses. Note use of full inspected stresses for California and uninspected one-half stresses are used in the Arizona product. Also note that the P/A post tension force after losses is accounted for in the calculation of the allowable masonry moment. Footing Design: ' Three types of footing designs are analyzed. All types conservatively assume the following soil values from 1994 UBC Table 18-1-A for a class 3 soil of sandy gravel ' and/or gravel(GW and GP): Allowable bearing --1000 psf Coefficient of friction=0.35' Lateral Passive bearing pressure=200 psf/ft of depth The dip footing provides dip style concrete piers 32 inches deep at variable spacing along the length of the wall. The proto 2 wall is set atop a continuous concrete setting -pad which is cast monolithically' and spans between the independent dip footings. The design overturning capacity of the dip footing is based on an embedded pole analysis per UBC eqn 6-1 for nonconstrained embedded poles. Load duration factors applied to the passive soil pressure for footings of walls six feet and less in height are 1.33 and 2.0 simultaneously(i.e. incorporating increases of 1.33 for wind and 2.0 per UBC table 18-1-A keynote 3, final allowable passive pressure=200xl.33x2.0=532psf/ft of depth). Load duration factor applied to passive soil pressure for walls over six feet is 2.0 per keynote 3 Table 18-1-A.(final allowable pressure=200x2.0=400psf/ft of depth) At the installer's. option, a 13" dia x Y-6" circular pier may be substituted for the dip footing. The spacing and capacity are identical to the dip footing. The continuous trench footing provides a continuous deep rectangular footing the full length of the wall. Trench depths are directly proportional to the overturning moments applied to the footing from the proto 2 wall above. Design and assumptions are nearly identical to the dip footing described above. The continuous spread footing could be considered a conventional type footing which resists overturning by use of the dead load resisting moment only, in lieu of the previous two footings which use embedment characteristics to resist overturning. For walls six feet and under, footings are designed as unreinforced elements. Footings for walls',greater than six feet utilized transverse flexural footing reinforcement. file:p294up ---'1 Z `u � .Ty y'—S l .� 1–S: tT'i� :� _.. .__. - •-- --- – -Qg po 3 •--- I' III CARUSO TURLEY SCOTT INC. Consbm s+mcl Job Name engin"" J' �� / Job No. 5 Sheet No. III 2702 North 4:1n Street. Suite 200 3430 North first Avenue. Suite S Phoenix. Arizona 85C08 Tucson. Arizona 85719// 602.912-9120 602-912-9390(FAX) 520.888-8555 520-8884240 (FAX) By G��Date ` Ci E-MAIL Usphx0act.com E-MAIL: mcCaol.corn Af 01 pp IVE'1..� /-1 SSVM'5 Fp C, IL. 4-4- r14 Y E 25 P� to 3ZptiF ,�, psF •' A. ILL- A' -L l� S b,�j3 'b,3�SF IPJ 0 0 2 1312 5 CARUSO s kms, I,2 rq,2L Ltd ., I TURLEY -,_ SCOTT — J''1EDlun,t L 2 L _ Z v.2 9 IVC. j; 3 Hit, t. ,� _.:.. rl� 1. o consulting �,5 �,o g,•g structural Job Name d v Z - engineers 2702 North 44th Sfree_ Suite 2C0 3430 North Job No. 11 I2 • Sheet No. $►$ Phoenix. Arizona 85C08 First Avenue. Suite 5 Tucson. 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In these areas, mind governs over seismic in all "C" conditions in ' seismic zone 4. Enclosed are calculations to support this conclusion. , If you have any questions, please call. filc:99115302 b �rS41m wl EX�.1231.53 li II CARUSO TURLEY SCOTT INC. consulting structural engineers Job No. Sheet No. \d 2500 North 24th StMet, Suite 300 I l Phoenix, Nona 85008 By p*5 Date 17 Al 602-275.3999 602-392-0949 (FAX) --------------- . ...... 0 ALL .......... . ......... . 2. IJ bwa -7 4.2 7. 'X 1 -70 Ji. Z- `A;0� 14% A Ito Ot of CARUSO TURLEY SCOTT INC. consulting Job Name NM Ti structural engineers Job No. Sheet No. I Z 2500 North 24th Street, Suite 300 Phoenix. Artmna 85008 By Date 602-275-3999 602-392-0949 (FA)! 77- -0 7 L 7; T-77 F-71 —.7 - J 7 77 .7 43 1K_ Lom 7 7 J--:_ ........... - ------- _F A0,1te1J7_ ZAP,6417t 3.2 51 -7. - -- ---- 5.25 f Poo 7, ------------- IF. .57to ..47- ...... 60v. T TF-2 _vz .04 T III CARUSO TURLEY ,1 scow C . 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Z L7 1 t F 7 A f% 92 J 7— I_j i El1 —I —7-1 7 i F ----i----.._. - __T L L -7 7 CARUSO SCOTT Y INC. consulting Job Name &M nr structural p engineers Job No. 9& ' 2 DLL Sheet No. -W I Lo 25o0 MOW00 Suite 3 Phoenix, Arizona BY DG 5 Date 1-97 602.2/5.3999 602.392-0949 (FAQ I Aa��+�,y r =1 TE 1 K15 LaxaTt►ou -- - -- j—1 -=--r-- -' -�;_.= �_ —_37 ---- . azc—._� ,�T - -- - I .M. ASo rJ R'(-; __4R�E Q _' - --- -- -' !- -' -- --- • : ot ------------- � I 1'110'- 1 b " A WoP; i LASE %WUA46C;L - 4.j v 15 .60r_11-6fWATIVEt-1 .-B&E,6D oral ..e) -On }11474_ Wj .t - , 2. TK,5 -wail✓ AE5l&,-a 00a To. -'-7... - , -1-' — •-- � --�---�-_:_.-- I --...: ___._C.i��i E_; �.:T�ll- l� �DR.�E.-OF-�.Doe�-'#-F-F.1-C"}a...---•--•- =-- - --- -'- - -t^LNa�.�PoST �Tt s � o, e�.E : _o.FE- A-V o.x ► _ . _ --w-17V5- -'- — ......... . --- , ...... - — , -- -- - I 1 i r _ , , Ultimate block shrinkage can be expected to be 90% complete at about 90 days after installation, 60% of shrinkage having occurred previous to wall construc- tion. Therefore, shrinkage losses may be considered nearly complete at 90 days after wall construction. Steel Rod Relaxation: The use of equations for pure stress relaxation are accepted for conventional high strength wire (150-270 ksi ultimate) used for prestressing concrete (Ref. 1). Applying these equations to a milder steel can be considered a conservative approach -for the following reasons: a. High strength steel contains a larger percentage of carbon. Tha in- creased carbon content decreases the steel's ability to resist creep and stress relaxation (Ref. 2). Mild steel, containing minimal amounts of carbon, is said to have negligible creep at ambulant temperatures (Ref. 3). b. Cold working the steel induces residual stresses as well as increasing the tensile strength of the wire.. Pre -stressing tendons are "Cold -drawn" wires which have an increased tendency to relax (Ref. 4). Cold -drawn wire seeks to return to it's initial state of equilibrium through relaxa- tion or creep (Ref.2). The ultimate capacity of the steel is given at about 90 ksi with a yield strength of 60 ksi. The initial tension stress is approximately 50% of the ultimate tensile stress. Relaxation of high strength. pre -stressing steel has been predicated to about 3%-4% for an initial to ultimate stress ratio of about 0.50. (Ref. 5 & 6). In the equations used for relaxation, an initial force of 6000 pounds is as- sumed. This value is less than the actual initial force to account for apparent relaxation which occurs where other stress losses are in combination with steel relaxation. It may be concluded that the 5% apparent relaxation represents a conservative steel relaxation value for the material and load conditions in question. ADDITIONAL REFERENCES: Al. D.D. Magura, M.A. Sozen; and C. -P. Siess: "A Study of Stress Relaxation in Prestressing Reinforcement," PCI Journal, vol. 9, no. 2, April 1964. A2. Conversation with: Richard Phillips, Metallurgist, Northstar Steel. A3. "Steel Structures", Salmon, Johnson, Second`Edition, 1980. A4. Conversation with: Dr. Carl Spaeder, U.S. Steel. A5. "Report on Prestressing Steels: Types and Properties," FIP Commission on _ Prestressing Steels and Systems, FIP, Wexham Spring, England, August 1976. A6. "Design of Pre -stressed Concrete Structures", T.Y. Lin, 1965. File:posttens.nts W II CARUSO SCOTT Y INC. consulting Job Name structural Y=' engineers Job No. t66 "Z �L Sheet No. II 2500 North 24th Street, Suite 300 — Phoenix, Armon 85008 By SGS Date 602.275-3999 602.392.0949 (FA)() -::_-PEp—::-uAth ori 76 -r i x2'x1..33 --------- - : •-1(j1bjp L6F : i MI --- --- 2211 CARUSO TURLESCOTTY SCOTT ' INC. consulting Job Name _I p -ro structural engineers 2500 North 24th Street, Suite 300 Job N0. at, Sheet No. ,' III Phoenix, Arizona 85008 By Date - 602•Z/5.3999 602-392-0949 (FAX) - _1 �NE2E...:ARE ..- NREE -MAIC -f-rPGS of FoorINS FoR THE. P2urolr DtP- FooT►..w1 .....Tifi r-ooT„may IS ro2,.,.Ep..O-( u5rtily �,� � .4;itDE TREE Z r+E 2 iNE TR£ae.HeJZ 7?>A•-r ” t Fo2 m.5 THE 'b° wlvE x. Y•TF?1w ht irf SETr►Nq PAD ) . �QT T}}E SGA G%vLj . RE4 u I RED . 7NE •rR£ti►G/1E,2 _.. 1 DIPS " .. LA v6tNVj 7He Fovirlbc7 PRoFIL! 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ByP__�6 Date z -1?, Y -PTA-bL6 _WE '70VE o P_CiiA.110'41 7Uw� o4zvIL6 w sTu TRe 4o-jsTar_roa :4 F: Tit;"s F)OTJA�C vtop:-1z, A-0 ES" W015 71ZE--%j1,*6*f– R7), Z, -a.-9..33 9X AAA L 6 64f_L AM P164 Ft _FT ------------ ------ .. ..... 10 7; . . . . . . . . . . - i* 7 T i4. 7 4L( . L.'.74 - T -77 rO J 7 I—F w 1"Ll U IL AA 0.1v I D al f Ajj FID�41 - �TAAAJ 7'5 15 4APA40 7 7 DU . .. ...... 7M mar-E.=.ono D .4 5-p�p 7 ---------- Choose "Title Block" menu item on Settings Screen to change these five lines to your own special title information & company,logo h}:ice DESIGN OF EMBEDDED POLE FOOTINGS DESIGN DATA — 1 — 2 — Allow Passive 200.0 psf 400.0 psf Max Passive% 0.0 psf 0.0 psf Load Duration Factor 2.000 1.330 Point Load 305.0 # 529.0 # Load Height 4.00 ft 3.00 ft Dist. Load 0.0 plf 0.0 plf Start Height 0.00 ft 0.00 ft End Height 0.00 ft 0.00 ft Pole Type Circular Circular Width/Diameter 34.0 in 34.0 in Surface Restraint Free Free SUMMARY Moments a Surface... 1 — 2 — Point�Load 1220.O,ft-# 1587.0 ft-# Uniform Load 0.0 ft # 0.0 ft-# . Total Moment 1220.0 ft-# 1587.0 ft_;MOMEPiT Total Lateral Load. 305..0.# 529.0 # G�p�G STT — NON -RESTRAINED RESULTS Min. Req'd Embedment A(1+(1+4.36h /A)-.5)/2 A=2.34P/(S 1 b) 2.33 ft 2.41 ft Press a 1/3 Embed Actual 310.1 psf 428.6 psf Allowable 311.1 psf 426.9 psf V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KW060624 III CARUSO TURLEY SCOTT INC. consulting structural engineers 2500 North 24M Street. Suite 300 Phowir Artmna a5008 602-2753999 6M -392-M49 P)Q i7.-rAA'KjX-r-=-f . —.i /-A71 Job Name Job No. 91P -25t,- Sheet No. _E-ir:� By Date !-8'17 7 R 3:.� - _-5k 17. L L 7-71 ------------- 7-1 4-4 7-- _F_ 7 CARUSO TURLEY SCOTT ' INC. consulting Structural Job Name engineers"" ~' Job No. Sheet No. 2702 North 44th Street, Suite 200 3430 Nonh First Avenue, Suite 5 ' Phoenix, Arizona 85008 Tucson, Arizona 85719 By G� date / 7 602.912.9120 602.912-9390(FAX) 520.888.8555 520404240 (FAX) 9 = 110,4 ' /4S TZ Z9�� - 2, 7 - Bo ',r I III CARUSO OMIT SCOTTY INC. �''� consulting Job Name - (Z•OTD •IC structural engineers Job No. Sheet No. _ FB II 2°.00 North 24th Street. Suite 300 I Pnoenbr, Ar;mra 0003 BY Py S Date _ 9L 602.275.3399 6M -3M47948 PA CoruTir-3 JS_Tg.�C . �DoTINyS _.[�NrA.-_ -- _ --_ - - - EnI�E ¢B�vE-=- ---- -ro Ir Lj _ F✓oi%�JLj - - ----- _ -_ - - '--- - • --- r ,i. -1= , � 3 i y9 1--' - - - -- --- - -- - _� -=-=--- -=Goy L k.2_ -- F'00 fIA3 Zc �i�7y QD, --._._.....___ -- -. . ScG]'/otil Az. DjLjS /Z nx �n 2 = 2 Ih 7 (o O d :: ,GtdX . Aito,`t t r•1 T. L�Pt G t rl t S 19,sl4 t -t ' I Z' _. V7_1 (a -- ---- Si M ► ��R-L'(_ _10�� g l2"-•--TK�cr�S . _ :_—:___ ....:. � .'_. � : � _ , .. _..• . ..... _' ... b .... _ ..... , _ - . i _ I �s � lb"1.4 1fi'��{ Lei• — ---. 0MENT i iJ : �OTI.JG L E,.�c�T1l _ 1�3�r.1►1�. K- RE,� S _�.�i�1._ !s -4E ..... __._... z7 R2o21F/T --------------- M. � � +C b^I SSV 4TN FLY f+� Jr►� = /�iqn it, _. Lp 4010 A 0. L - . _'. �fl 3 .0003 0,25 _.. z7 R2o21F/T --------------- M. � � +C b^I SSV 4TN FLY f+� Jr►� = /�iqn it, p ' 4 substituting In (1.01). %fix = 0.r (GL -x) X (1.02) © Q substituting In (2.01)a ars ats _(a/L) S n-�L-a)-4(/-a/[) I (2.02) The two Independent statical equallotls for the equilibrium of a rigid body y are and �M=o to satisfy 1!!� F e 0 a H,=c-7°1x" 4a f(a>C-x')dxd I • .4 laX'' 3,,i �La(3a-Z qL (4.01) I Where C ii •total pressure acting on the pile In front I T o total pressure acting on the pile In back 96 Also, -.0C/ - Z = I%�r x- a 3 p (4.02) . a WI A:r,� March, 1957 ASCE CZERNIAK I 1188-9 4 substituting In (1.01). %fix = 0.r (GL -x) X (1.02) © Q substituting In (2.01)a ars ats _(a/L) S n-�L-a)-4(/-a/[) I (2.02) The two Independent statical equallotls for the equilibrium of a rigid body y are and �M=o to satisfy 1!!� F e 0 a H,=c-7°1x" 4a f(a>C-x')dxd I • .4 laX'' 3,,i �La(3a-Z qL (4.01) I Where C ii •total pressure acting on the pile In front I T o total pressure acting on the pile In back 96 Also, -.0C/ - Z = I%�r x- a 3 p (4.02) . a (('�' t1 and T'J/Dr C/X 3 /� 0. . 3 Pa (3 0.-Z L) (4.03) and from ' 15; M = 0 taking moments about the ground line. le a M = JP xf',x`-x'jd • r c a` X ar li/l - X14 P 3 a h (4.04) Now, lelE _ H °D multiplying (4.01) by E and equating to (4.04) , o from which _ 4EL + 3 LZ 6E -4L. (7a) multiplying the numerator and denominator by 110 and substituting Mo for.110 E Q 4M.L '311,LL (7) 6 Mo t 41/, L .=:�:•i i i i i i i i .I 1188 -IB SC 2 March, 1957 t SUMM_AR) OF EQUATIONS i �A.DETERMINATION OF A TUA SOIL PRESSURES IZ ROUND SECTION (Max. cl' middle element) S P•'' 9.4251. L —(4 E t a) L L (X) t 2(3 E t2)�---------- X 2 - ��-- _ll) X,_ • 1.178 4M.t3H.L j 0 - 2 P -I (3 .t2H.L--------------------------------(2) P 1.178 H. (4E/Lt 3)Z __..(2a) • L (3E/Lt 2) x.� • 9.425 2M t L (3) L -- - S 9.425 H. 2E/ t 1 130) a • RECTANGULARj' SECTION ----------------------. (71 D• • 6� I—(4� t3)(�) t 2(3�t2)(�f] j .-•--------------(I.1) a . .2 P 0.75L(4M.t3H.L)2 .------ ----- --- ---- -- -- - (2.1) 'jj L (3M. t 2H.L) . Ve■ (( H.LI-3(4ft3)(t')2t4(3Ct2)(�)3J p 0.75 H. (4 E/ t 3)2 _ - -------------------_------- (8) L (3 /Lt 2) 2 12r-1)(� -------- X -L S. _ 6 2M t H L L --------•--•------- ---------------- (3.1) 3,1 � ( 2E/L t 1) --- - - :..- --- ---- -- -- (3.10) . L. B. EQUATIONS FOR REQUIRED PILE EMBEDMENT HOUND SECTION RECTANGULAR SECTION (12) (4)____L3-14.14!L*-L-18.BSM'•O R R L�-9H°L-12M°•0__14.1) R R .(13) 15)----.L • D 2.66---- { ' 0-----L 7 • 2.29 ------------ (5.1) (6)-----L • 3.76-----M.•0 ------ L ` 3 Ow--------- - (6.1) LM ASCE 0 ' C• CZERNIAK 1188-19 DISTANCE TO 50 PIVOT POINT a • 4M.L t 311.L? ------- ----------------------. (71 GM. 4 4H.L a . 4ELt3L 170) D. SHEAR FORCE 'jj . Ve■ (( H.LI-3(4ft3)(t')2t4(3Ct2)(�)3J ______ (8) j -0 V. • 2 12r-1)(� -------- (9)LL(�)Zt8(I-9 V• N `T 3,1 � ------------------ (10) E. BENDING MOM _� M�• H.L (LtL�)—(4Lt3)(L)3t(3Lt2)(L)] H_°0 M.• M.[1 -4(t)3+ 3(t)4, ------ .._ ..- - -- --.. (12) M_ -O M.• j 4 H.LI'-_&-3(2)t2( ) ---_ - - ..-•.............. .(13) F. PILES RESTRAINED AGAINST TRANSLATION (L • 4 ) ROUND SECTION RECTANGULAR SECTION I, L • 1.59 -------- -------(15)--...5 (15) ..... S• 6.280° S ' 4 -------------.(15.1) jP,, H.t1.33� _ ..............-----------(16) G. PILES RESTRAINED AGAINST ROTATION a 1 ROUND SECTION RECTANGULAR SECTION (17)____.L • 'M. 1.68 3R' L ■ 1.44 YR (18) 5 ' 4.71 M. S • 3 M.--------- --(18.1) Pn . H.t1.5 L° ----------- ------------- (19) J U_f 7-(r PEI W F 7 ! p" `(to"). Dol ... < , OoSS Q �,zN) .. • 000 y �.., ©o s l (I o') q+ = 1.00 I.3 W (IL") - • 0 �- 61 LOC Io - r 016- M L 1 LL=wCI_osgw)�-��az = 1 1 03 . i �VI (I Li) �� (�Z��) = 1005.E}-I�� 1�nC►b = /y3� .77 4+--165 T4--165 7 CARUSO TURLEY SCOTT INC. consulting structural Job Name �T Z engineers Job No. 165 115" Sheet No. I I 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 602-912-9120 602-912-9390 (FAX) 520-888-8555 520-888-4240 (FAX) By G / b p date E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com iSVlA5W.._.f l-1 rh, vF .: VO TS � � , l8 x 7r 3 3' � 1, 3 '�►� mq 1, �.5'"'` '`' P "'�''"�►+4 xq = 4400'0 X. i.4. boo ¢ D X.. /, 3 3 . �oc> 153 l " o G o� �4- .. l V e 5-r " d. 6 6�_ I CARUSO i TURLEY SCOTT INC. ,p consulting Job Name z- structural Q engineers Job No. 981 <<7 Sheet NO.F��' 2702 North 44th Street, Suite 200 3430 North first Avenue, Suite 5 57 Phoenix, Arizona 85008 Tucson. Arizona 85719 , 602-912-9120 602-912-9390 (FAX) 520-888-8555 520-888-4240 (FAX) By C Date E-MAIL: ctsphx®aol.com E-MAIL: ctstuc®aol.com yAF ��Ely�S ern L 2 �2- Y �- } op r4 Ir l� bhTl �Ll -r4vE EV EIZT E I L74 d CARUSO TURLEY SCOTT INC. consulting structural engineers 2= N.dh 24th St -el, Suite 300 Phoenix, Arizona &M 602-275.3999 602-392-0949 (FAA Job Name`' Pporo -a: Job No. '94 2b 0 —Sheet No. IZ By Date "Fikborn'Pil t' NOTE -7-7- -7 .FDR _!f —2-W'A, LL 1 i ' �-1 L -! -- ;- �-L - - -- - - , i=' 41yV _J7 hlGaV�L3 -I. - ---------- rT�ZZ770N A Ut�V_ E"_3 4--J. • • WALL. 51E tTj 7" AvmE x -3-r AZDor P q-45 p6F: wiliD F0 C'r I r,L ED41E 1151,+17 LJAII- ASIuA&G •1-4illv_ rV071;J -24 w.*PE I Zv El t. A4 7- rv. rl'u q cda-1 6er- I (Nu Solt. W'C16147 /S L".5 clj) 0 I -Alt 9.'is ?"'F )e_ K U U X ZS sF VAL *-y'. 154 • j L L CARUSO TURLEY SCOTT INC. consulting structural engineers 2500 North 24th Street. Suite 300 Jill Phoenix, Arizona 95008 602-275-3999 602-392-0949 (W Job Name Ngn Job No. Sheet No. By Date 1-07 L F-& D T-vc'-tr-; T! D L! L L I �Flj F7 =F F F t , S 0 L 7-: -7 1- :7 .4. 7 L) F7 Z, L I D I tJ No -A16j5D-Tq.-. --------- - -- eXINAI, P U JE I$.3' PSF 8=or H11-4 Mlwmr: T}h Arm;/1$.:5 >4 8' -9)/* 257 = Zoo 50 -70-7 11-5 —.707 ----- ------ ---: 41, ------- &,p I L to 47 -W r 7 S -Z 15 1 1!:7 7% 3.7. DaE F:75 L, pi 7 F] L. MAX. V. 4b 1 7 T)tt pa - . 6 � : 1 : .� I I � . - 4 77 Job Name E92V _T' Job No. 96-2 Sm Sheet No. _EL� By Rj�2' Date —11.67 -Ilfz 1 -7 7 7 —7-77-77-7-71 _TT v T 3C 7 2 7— —Al 7- -XE e! TFry_ t�rkE�S 72 X '72 /17 ..... psi X. Ab Y, f. -V —7 7 j-7- —j-7 R_ 2 t r! -- q-7— _-7 --4 -7- t_1 -7z Z l 5z 6 D L A _T • Ab L 7 i-:2 + _F 7 4 CARUSO TURLEY SCOTT INC. consulting structural engineers 2500 North 24th Street, Suite 300 Phoenix, Arizona 85008 602-275-3999 602-392-0949 (FAX) pa - . 6 � : 1 : .� I I � . - 4 77 Job Name E92V _T' Job No. 96-2 Sm Sheet No. _EL� By Rj�2' Date —11.67 -Ilfz 1 -7 7 7 —7-77-77-7-71 _TT v T 3C 7 2 7— —Al 7- -XE e! TFry_ t�rkE�S 72 X '72 /17 ..... psi X. Ab Y, f. -V —7 7 j-7- —j-7 R_ 2 t r! -- q-7— _-7 --4 -7- t_1 -7z Z l 5z 6 D L A _T • Ab L 7 i-:2 + _F 7 4 III CARUSO SCORTT Y INC. consulting Job Name NDTO structural _^ engineers Job No. Sheet NO. el �z— III 2500 North 24th Street, Suite 300 Phoenix, Arizona 85008 By--BS-62 Date 41 92- 602.275-M 602-392.0949 (FAX) !•9J4� IN 777-1 -; �----!----I-------.—,---=--�—�-----------F---------= - - ►LIED -.- � !P--�- - I _.__. __ -1.liJ J��,.IFb" _ -�'O -F�NGE. Lt)d►>.�. Fil -77-71: LR_E i SEG?t o � - -- ----- -- .0 o , — ' 4L I I i Dut51PE .,tAIDDLig r ----- >< - -) D6&LIj6a "Goas>:R�ATIJE 591 FoR. D651 Leo PAPP-59.1.3 _...... �z WIDTH AA 6Nf f: 67 j t u � — r'n:QL/NCS TOT}{ _� 2 _ _7Z-fcar,N w.tD31:Z�i.- -- --�Eo� _ , I y. _ I I� � I ( .w�� _ —'BOd - -I i i i t I I —I "i _I , Pt Fif U4�� • : >4 2ptg . 2. + 3�0 pyF x /.7/ Yx. 2 x t.7t � ....---•--.... ..... ... _... - -- - !LLP - -- -- - - -- -- - 87 Nor£ .A. LL- _5P2.Ab PrjS- - ok w,TN (ZEsi�GT ?o �tco�E•JT" I :•� I T I I I�. vM r7 CARUSO _-Irgo . TURLEY I FYI SCOTT INC. Job Name __b ,9 -M TT_ consulting structural engineers J o b No._BG -.2 f5 4, Sheet No. 2500 North 24th Street, Suite 300 Phoenix, Arizona a5M By !2 Date /L/ 07/'/-1L 602-275-3999 602-392-0949 (FAX) Li I L 7- 1-7, =7 LID L; LL • 7 :7 tl X_ s 77 - _ - -- - _- _ --_ _ _ °°�- - - - - - _ - _ _ - _ - -_-- - - $ i 7 -Torsional momentstrengthprovided by concrete -.1 — Torsional moment strength T, shall be -ro op--rAl-j Li LT AA VALUi^t) /4,ULTIA�,l wORkwy d by 0.8 ............. AV -7. CtT —.7 R11.6.6 — Torsional moment strength provided by concrete OM R11.6.6.1 — Eq. (11-22) is based on a limiting tor- . ........ .. P sional shear stress of 2.4Vf'. In the case of oretorsion, C this stress is assumed to be contributed by the concrete to r the ultimate torsional -strength of a beam with web rein- forcement. This stress corresponds to a torque of about 40 percent of the cracking torque of a beam. Consequently, Eq. (11-22) is a conservative estimate of the torsional 2 cracking (failure) of a beam without stirrups. Such icon - A servatism, is justified because the torsional strength of a beam without web reinforcement may be reduced by up 17 I to on -half due to the simultaneous application of a bend 7 moment and a torsional moment. By specifyinga r -6.44—f ting torsional shear stress which corresponds to 40;, ding percent of the cracking torque, the effect of bene moment on the torsional strength of beams without eb' 7 w reinforcement may be neglected. In the case of combined torsion, shear and flexure the 7 re, e 'J . mteraction of torsion and shear is taken into account by i.T-1 means of the circular interaction curve given by Eq. (I I - 11.16 22) and (11-5). 7 CARUSO TURLEY SCOTT INC. consulting structural engineers 2500 North 24th Street. Suite 300 Phoenix, Arizona &M 602-2753999 602-392-0949 (FAX) Job Name R? -or, Tr Job No. b&*Co Sheet No. By Date 12- V 10MI10010011NEENEENSIBEINME MEM ME11010101111110®®M IMMISIMENNIMIR�� N 10011010BBMINOWNWOW00010111MB I I I I - 'I',, I jtv it I lei . .... .. ..... . ...... . .... .. ev. b E . ............. 1.7 7 -7- F - J 7 S o�X Fog—' -7 --7 7 7:- F 7-1 -7- 7 CARUSO TURLEY SCOTT INC. consulting structural Job Name _ Pgol4r Z y engineers 1 Job No. Z 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 Sheet No. Phoenix, Arizona 85008 Tucson, Arizona 85719 By �� Date 14-!Q 7 602.912-9120 602.912-9390 (FAX) 520-888.8555 520$884240 (FAX) P FTS, / � 2 6, - - -.- /24 TOn C� . _ ...... 4o6 /3�'�6 x �� l� : �in� /�'G(•`"lL' x /L2Gr: lI� ✓• ok �� N�►� 3 9a /v" 3 `-lam" C/�c�c st2 / M.47 ��g�T/TvTE i Fay Dip Fro . Z, b 40D 1 _ 1 Y 3.-1,~ GQcvCd14 f.1 6-7L ...M�+.Y.:.. C 94 iv i AM ,1 11 114- r� I - 1 .-� 13'x- I (31 � l: 3L / ��C"h-- 5eE �j�n� GA-�.G Sir /?E7,1F. 1 Choose "Title Block" menu item on Settings Screen to change these five lines to your own special title information &'company logo Date: 01/08/97 Page: I DESIGN OF EMBEDDED POLE FOOTINGS Review circular pier for substit-ion of dip footing, for walls <or- to six feet DESIGN DATA • Allow Passive 400.0 put Max Passive 0.0 pof Load Duration Factor 1.330 Point Load 0.00 Load Height 0.00 ft Dist. Load 87.0 plf St -art. Height 0.00 ft End Haight,' 6.00 ft Palo Type Circular Width/Diameter 13.0 in Surface Restraint ? Free SUMMARY Moments 0 Surface...- I Point Load 0.0 ft -0 Uniform Load 1566-0 ft70 ... Total Moment 1566.0 ft -0 Total Lateral Load 522.0 0 NON -RESTRAINED RESULTS Min. Reqld Embedment A(1+(1+4.36h /A)-.5)/2 A-2.-34P/(S I b) 3.50 ft Press 6 1/3 Embed Actual 622.7 psf Allowable 621.0 pat. RESTRAINED RESULTS Min. Reqld Embedment (4.25*P*h/S3*b)-.5 Pressure @ Bottom Actual Allowable Surface Restraint Force VA. 4C_' (c) 1983-96 ENERC_%LC Carnso Turlev Scott. Tnc.. K1406n624. Pole Type Circular Circular -Choose "Title Block" menu item Width/Diameter. on Settings Screen to change these five lines to in 13.0 Z 3 13.0 your own / /L� 7d Z Surface Restraint 7 Free special title information -Free Free & company logo `1L//S G/- /'B `47 Date: 01/08/97 Page: Moments @ Surface... DESIGN OF EMBEDDED POLE FOOTINGS 2 ' . Review circular pier for substition of dip Point Load 0.0 footing, for walls>six feet 0.0 ft-# 0.0 ft-/ DESIGN DATA Uniform Load 1344.0 ft -0 1475.0 1 2 3 ft-/ • - - .Allow Passive 400.0 par 400.0 pat 40C.0 pat ft-/ , Max Passive 0.0 par 0.0 pat C.0 pat Total Lateral Load Load Duration Factor 1.000 1.000 1.000 # 263.0 Point Load . - - Load Height 0.0 / 0.00 ft O.O 0 0.0 / 0.00 ft 0.00 ft - NON -RESTRAINED RESULTS - Dist. Load 42.0 plf 29.5 plf 22.0 plf Start Height 0.00 ft 0.00 ft 0.00 ft End Height 8.00 ft 10.00 ft 12.00 ft Pole Type Circular Circular Circular Width/Diameter. 13.0 in 13.0 in 13.0 in ' Surface Restraint 7 Free -Free Free ffiDDULRY Moments @ Surface... 1 2 3 Point Load 0.0 ft -0 0.0 ft-# 0.0 ft-/ ' Uniform Load 1344.0 ft -0 1475.0 ft-/ 1584.0 ft-/ . Total Moment : 1344.0 ft-/ 1475.0 ft -0 1584.0 rt-/ Total Lateral Load 336.0 9 295.0 # 263.0 0 NON -RESTRAINED RESULTS Min. Regld Embedment A(1+(1+4.36h /A)^.5)/2 A-2.34P/(S 1 b) 3.50 ft 3.50 ft 3.50 ft 1 Press @ 1/3 Embed Actual Allowable • V4.4C1 (C) 1983-96 ENERCALC .•_ '. 465.8 pat 465.5 par 466.6 pat 466.7 par 466.4 pot - 467.3 pat Caruso Turley Scott, Inc., KWO60624 Choose "Title Block" menu item on Settings Screen to change these five lines to your own special title information & company logo CIRCULAR CONCRETE COLUMN DESIGN circular pier moment capacity fP-&,7vL 9e,//S Date: 01/08/97 L� � 2¢ l•g•9J Page: DESIGN DATA . / COLUMN DATA LOAD FACTORS USED 0.00 k f•c - 2000 psi / Column Diameter 13.00 in ACI 9-1 b 9-2 DL 1.40 Fy - 40000 psi Height 3.50 ft' ACI 9-1 8 9-2 LL 1.70 Seismic Zone s O Rebar CL To Pace 6.50 in ACI 9-1 S 9-2 ST 1.70 Live 6 Short Term Loads Act Together Using Spirals No -9-2 .... Seismic - ST • 1.10 Eft. Length Factor 1.00 Pu : Max. Factored - Rebar: - 1 --/ 4 0.5 k ACI 9-2 Group Factor - 0.75 Column is Braced_ Pn+Phi 0 Design Ecc. - 130.7 0.8 0.7 k ACI 9-3 Dead Load Fact 0.90 OK OK Actual Cage Diameter - 0.00 in ACI 9-3 Short Term - 1.30 Total Reint. Area 0.20 int Radial Bar Spacing- - 360.00 deg UBC 1921.2.7 ^1.4^ Factor - 1.40 .__.. ...% Steel 0.15% . Min. Spiral As - 0.00 3 UBC 1921.2.7 "0.9" Factor - 0.90 APPLIED LOADS Axial Dead Load - 0.50 k Moments... ®Top ®Bottom Live Load - 0.00 k Dead - 0:0 - 0.0 k -ft - Short Term -_ 0.00 k Live - O.0 0.0 k -ft, ' Eccentricity - 0.00 in Short- 2.1 0.-0 k -ft SUMMARY SLENDERNESS CHECK _ 9-1 -9-2 9-3 Actual kLu/r 12.92 Elastic Modulus 2549 ksi Pu : Max. Factored - 0.7 0.5 0.5 k ..Beta 0.85. Pn+Phi 0 Design Ecc. - 130.7 0.8 0.7 k 9-1 9-2 9-3 OK OK OK Neutral'Axis Dist - 11.70 in 1.27 in 1.26 in Mc-Delta:B*M2b + phi - 0.70 0.90 0.90 Delta:S-M2S 0.1 2.7 2.7 k -ft Limit kLu/r• - 1 34.00 34.00 34.00 Final Eccentricity 0.99 61.20 72.80 in Beta - M:sustained/M:max - 1.000 1.000 1.000 Magnification Factor 1.000 1.000 -1.000 Cm - 1.00 1.00 1.00 Design Eccentricity 0.99 61.20 72.80 in EI Max((.2*EC*Ig+Es*ia)/(l+Beta)-or-.4ECIg/(1+Bata)1/1000000 Po * .80 - 186.6 186.6 186.6 k O O O P : Balanced 46.61 46.61 •46.61 k Pc Pi- + EI / (kLu)- 0.00 0.00 0.00 Ecc: Balanced .5.01 5.01 5.01 in Alpha: MaxPu / (Phi * PC)- 0.000 0.000 0.000 Delta:b-Cm/(1-Alpha) - 1.000 1.000 1.000 Delta:b * M2b - 0.0 k -ft 0.0 k -ft O.0 k -ft - Deltas *'M2n - O:O k -ft 2.7 k -ft 2.7 k -ft Ecc: Ecc Lds+Moments - 0.990 in 61.200 in 72.800 in - Design Ecc ECC -Delta - 0.990 in 61.200 in 72.800 in �)lZGr/Ld�2 i .. /I W 1104- 1P1 L"1L W 1 X14 V GvIi9XEb CARUSO TURLEY i SCOTT I 1 INC. consulting (6) (7) Job Name Sheet No. NOTES. FACE OF FOOTING TO TOP OF SLOPE. !/ Date I. FENCE WALL — DETAIL NOT 2'-4- 0• 6 TO 11" SHOWN FOR CLARITY. 3'- F0 G • / �. �� 2. FINISHED GRADE. 12 15" .3. NO SLOPING ADJACENT GRADE ' 3" ALLOWED. 20' 4. FACE OF FOOTING TO TOP OF SLOPE 5. BOTTOM OF SETTING PAD. 6. SEE SCHEDULE FOR WALLS UP TO 6'-0• HIGH. 7. SEE SCHEDULE FOR WALLS ABOVE 6'-0• HIGH. NOTE: — THIS DETAIL DESCRIBES THE MINIMUM DISTANCE RECUIREMENTS FOR THE LOWEST FOOTING EDGE TO FINISHED GRADE SCHEDULE FCR WALLS UP TO 6 -0 FACE OF FOOTING TO TOP OF SLOPE. MIN. DEPTH OF DIP OR TRENCH FOOTING OR MINIMUM DEPTH OF 13" DIA PIER 12" OR MORE 2'-4- 0• 6 TO 11" 2'-7 3'- F0 3 TO 5 2-10 4-0 SCHEOUIE FOR WALLS ABOVE 6 -0 UP TO 9'- 4 FACE OF FOOTING TO TOP OF SLOPE. ADOED DEPTH OF DIP OR ADDED DEPTH OF OR TRENCH FOOTING 13. DIA PIER 36" OR MORE 0" 0• 30 6" 6" 24 g g 12 15" 15 3" 1 20" 20' 9 5-0' TO DAYLIGHT DETAIL FOR FOOTINGS NO SCALE Five Foot To Daylight Detail The five foot to daylight detail is intended to provide adequate distance between the edge of a footing adjacent to a grade change. The five feet referred to in the title of the detail is minimum , required horizontal distance between the bottom of the footing and the adjacent sloping grade. In addition to the minimum of five feet of cover from the bottom of the footing. Minimum set back ' positions of twelve inches for walls six feet and less in height, and three feet for walls greater than six feet in height, have been arbitrarily chosen to provide adequate coverage of footings for development of minimum soil design values. For footings which intrude upon the minimum set- ' back, the footings are deepened to create an "effective footing" whose effective top of footing meets the minimum required set back requirements. The following calculation sheets address required minimum depths and extended moment arms as a result. file:p294up1 CARUSO TURLEY SCOTT INC. consulting ' structural Job Name engineers Job No. J // Sheet No. FZ 11 2702 North 44th Street, Suite 200 3430 N. First Ave., Suite 5 b Q Phoenix, Arizona 85008 Tucson, Arizona 85719 By Date 602.912-9120 602-912-9390 (FAX) 520.888.8555 520.888-4240 (FAX) Itill� l -L S G -D" 40 4 FFC��w� To) _ M/A� I�o/tii i� �x� . 2G,5�SF _ X M ��.IMun1 12,' 6vga7z- 14 . DC7 . CJ:d� M1sJ fv►� X . � 2 n . . d s a (2 11b 1 - 1Zh Fay 3 1 41 1 T,Tys 7- ZO& 1 wind design spe&d= 100 mph terrain exposure,exposure c gall wall wind Height thickness Mom (ft) (in) 3.33 3.63 146.93 3.33 5.63 146.93 3.33 7.63 146.93 4.00 3.63 212.00 4.00 5.63 212.00 4.00 7.63 212.00 4.67 3.63 288.97 4.67 5.63 288.97 4.67 7:'63 288.97 5.34 3.63 377.83 5.34 5.63 377.83 5.34 7.63 377.83 Bf6.01 OND 4 INCH WALL CAPACITY 6.01 5.63 478.59 7.63 478.59 BEYOND 4 INCH WALL CAPACITY 6.68 5.63 591.25 6.68 . 7.63 591.25 BEYOND 6 INCH WALL CAPACITY 7.35 7.63 715.80 BEYOND 6 INCH WALL CAPACITY 8.02 7.63 . 852.25 L OND 6 INCH WALL.CAPACITY.... `beyond 8 inch wall capacity BEYOND 6 INCH WALL CAPACITY beyond 8 inch wall capacity BEYOND 6 INCH WALL CAPACITY beyond 8 inch.wall.capacity BEYOND 6 INCH WALL CAPACITY beyond 8 inch wall capacity .BEYOND 6 INCH WALL CAPACITY beyond 8 inch wall capacity beyond 8 inch wall capacity beyond 8 inch wall capacity beyond 8 inch wall capacity r . I rode wall mom E 99 Moir capacity 6.67 979.5 2 1006.42 10.67 1567.23 1612.50 12.00 1763.14 2212.5.0 4.00 848.00 952.36 7.33 1554.67 1612.50 10.00 2120.00 2212.50 2.67 770.58 884.80 5.33 1541.16 1586.15 7.33 2119.10 2212.50 2.00 755.66 801.28 4.00 1511.33 1552..36 5.33 2015.10 2186.15 2.67 1276.24. 1484.80 4.00 1914.37 2152.36 2.00 1182.49 1384.03 3.33 1970.82 2125.34 2.67 1908.80 2.00 1704.49 2084.80 1966.78 I .1eiir 9ZG4G G� dip ftg trench spacing depth (ft) (in) 11.07 19.00 11.07 19.00 11.07 19.00 7.67 22.00 7.67 22.00 7.67 22.00 5.63 24.00 5.63 24.00 5.63 24.60 4.30 26.00 4.30 26.00 4.30 126.00 3.40 128.00 3.40 28.00 0.83 33.00 2.75 33.00 2.27 35.00 1.91 37.00 F2 g CARUSO iIl TURLEY SCOTT INC. consulting structural Job Name engineers q�7 Z. III 2702 North 44th Street Suite 200 3430 North First Avenue, Suite 5 Job No. Sheet No. Loo Phoenix. Arizona 85008 Tucson. Arizona 85719 By UJ!� _ Date •� ZL' / $ ' 602.912-9120 602-912.9390(FAX) 520-888-8555 520-888-4240 (FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstucOaol.com _ hh-lt,S 6� D" 4 LESS D p 4 �o'IL V 151 A -r -I4 -E PP -nM . AuaiTj i:" . M&M T F�F t e --r E 7� o T�- -IOTA-L- 114 vr4 �Zt 1 br► Z��3, Z,33+ v � Z, 2 61 �t r 2'-.10,r V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KWO60624 i trench and dip footing at slope ' less than or equal to six feet / , I DESIGN DATA 1 2 3. Allow Passive 200.0 paf 200.0 psf 200.0 psf Max Passive - 0.0 psf 0.0 psf 0.0 psf " Load Duration Factor 2.670 2.670 2.670 - Point Load 0.0 9 0.0 0 0.0 0 Load Height 0.00 ft 0.00 ft 0.00 ft " Dist. Load 29.0 plf 29.0 plf 29.0 plf Start Height 0.00 ft - 0.25 ft ,0.42 ft • End -Height V. 6.00 ft .. - 6.25 ft 6.42 ft Pole Type Circular Circular Circular • .. •Width/Diameter 12.0 in 12.0 in 12.0 in Surface•Restraint 7. Free Free - Free SUMMARY Moments @ Surface... 1 2 3 • Point Load 0.0 ft -0 0.0 ft -0 0.0 ft -0 Uniform Load 522.0 ft -0 565.5 ft -0 '595.1 ft -0 • ... Total Moment 522.0 ft -0 565.5 ft -0 595.1 ft -0 • - Total Lateral Load 174.0 0 174.0 0 174.0 0 NON -RESTRAINED RESULTS ' Min. Req'd Embedment A(1+(1+4.36h /A)^.5)/2 A-2.34P/(S 1 b) 2.34 ft 2.38 ft 2.41 ft . Press @ 1/3 Embed Actual 417.7 psf 425.3 psf ,430.3 psf Allowable 416.2 psf 423.9 psf 429.0 psf V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KWO60624 CARUSO TURLEY SCOTT INC. consulting structural engineers y„ 2702 North 44th Street, Suite 200 3430 N. First Ave., Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 602.912.9120 802-912.9390(FAX) 520.888-8555 5204M84240 (FAX) Job Name , Job No. l✓ l/ Sheet No. �Z 9 BY Date •26.90 ' M_ 14 I.* V, -I' 2 (%D�) %I V>' 7 �= b CARUSO TURLEY SCOTT INC. consultin g structural Job Name engineers Job No. ii //� � Sheet No. 2702 North 44th Street, Suite 200 3430 N. First Ave., Suite 5 A / Phoenix, Arizona 85008 Tucson, Arizona 85719 By G/� Date Anommi5in firYlAIMIM MAY) 59r4AB&A4S9 59r1.AAA-d9dn XAY1 - 4�'> 'tP''O t* &/ ( P- 7o X`'36 l 5 " 3 l g`' . r �{y/�jFp�y 7' �clpul�E17 Fo,� iyfa��0% ff-rlm /, 3 g k11wv ��FssulS Vg�7 `,per -r lam' b'' To LE. CARUSO TURLEY 2•Io SCOTT Zt3„ Z M b 2.4" INC. ' consulting structural Job Name == engineers Job No. *- Z Sheet No. �3 =.- Li�►27 2702 Noah 44th Street, Suite 200 Phoenix, Arizona 85008 602-912.9120 602-912-9390 (FAX) 3430 N. First Ave., Suite 5 Tucson, Arizona 85719 520-888.8555 520.888-4240(FA� By ate L L Y(/ .40i _..... _ . r �{y/�jFp�y 7' �clpul�E17 Fo,� iyfa��0% ff-rlm /, 3 g k11wv ��FssulS Vg�7 `,per -r lam' b'' To LE. Mvr v4i /�GGVN►MlJ13��.� n r 2•Io - Z,2°t Zt3„ Z M b 2.4" AGI► Li�►27 M 2�� Mvr v4i /�GGVN►MlJ13��.� n r Choose "Title Block". menu item on Settings Screen to change / 7 these five lines to your own special title information & company logo , Date:. 09/26/96 C DESIGN OF EMBEDDED PO FOOTINGS V4.4C1 (C) 1963-96 ENERGLC �JZ Page: Caruso Turley Scott, Inc., KW060624 DESKA GMnL ' y 1 2 3 4 • Allow Passive 200.0 pet 200.0 pet 200_0 pat. 200.0 pet Max Passive 0.0 pet 0.0 pat 0.0 pet 0.0 pet Load Duration Factor 2.000 2.000 2.000 .2.000 Point Load : 0.00 0.0 / 0.00 0.0 f Load Height _ 0.00 ft 0.00 ft 0_00 ft 0.00 ft - Dist. Load s 30.0 plt" 30.0 plt. 30.0 plf 30.0 plt Start Height 0.00 it 1.38 tt 0.00 ft 1.38 tt End Height x 12.00 ft 13.38 tt 15.00 ft 16.38 ft Pole Type Circular Circular Circular Circular Width/Diameter," 12.0 in 12.0 in 12.0 in 12.0 In Surface Restraint ? Free Free Pree Pree " SUNMKRY Momenta 0 Surface.... 1 2 - 3 4 Point Load x 0.0 ft -0 0.0 ft -f 0.0 ft-/ 0.0 ft -f ' Uniform Load 2160.0 ft -f 2657.0 tt-f 3375.0 rt -f 3996.0 ft -f " .. Total Noment 2160.0 tt-f 2657.0 ft -0 3375.0 ft -0 3996.0 ft -f Total Lateral Load 360.0 f- 360.2./:. 450.0 f - 450.0 f NOH -RESTRAINED RESULTS Z'�11 �N 1.4 Nin. Req'd Embedment A(1+(1+4.36h /A)^.5)./2 A-2.34P/(S 1 b) - 4.06 ft 4.27 rt 4.66 ft 4.86 ft, Press 0 1/3 Embed 1 Actual 542.18 P at 56.5 _ Psi 622.3 pat 647.3 pet Allowable 541.1 pot 569.7 put 621.4 Per 648.5 pet V4.4C1 (C) 1963-96 ENERGLC �JZ Page: Caruso Turley Scott, Inc., KW060624 Y choose "Title Block" menu item on Settings Screen to change these five lines to your own special title information & company logo 7�1r►� DESIGN OF EMBEDDED -PE FOOTINGS V4.4C1 (c) 1983-96 ENERCALC 3 4 ' 200.0 pat 200.0 per 0.0 pat 0.0 pat 2.000 2.000 0..0 / 0.0 / 0.00 ft 0.00 ft ' 8.1 plt 8.1 plt _ 0.00 ft 1.3 ft 10.00 ft 11.38 ft Circular Circular 12.0 in 12.0 in Free Free 3 4 0.0 rt-/ 0.0 ft-/ 405.0 ft-/ 516.8 ft-/ 405.0 ft-/ 516.8 ft-/ 81.0 I 81.0 / ' 2.21 ft 2.36 ft 296.3 pat 316.1 pat 295.2 pat 315.2 pet Carmo Turley Scott, Inc., KM60624 DESIGN DATA ' 1 2 Allow Passive 200.0 pat 200.0 pat Max Passive 0.0 pat 0.0 pat Load Duration Factor 2.000 2.000 Point Load s 0.0 / 0.0 / Load Height 0.00 tt 0.00 ft Dint. Load s 8.1 plf 8.1 plt start Height s 0.00 ft- tEnd EndHeight 6.67 ft 8.05 ft Pole Type Circular Circular Width/Diameter 12.0 in 12.0 in Surface Restraint ? Free Free SUMMARY Momenta @ Surface... 1 2 Point Load 0.0 ft-/ 0.0 ft-/ Uniform Load 180.2 ft-/ 254.5 ft-/ ... Total Moment 180.2'ft-0 244.5 ft-/ Total Lateral Load 54.0 0 54.0 / NON -RESTRAINED RESULTS 111, Min. Regld Embedment A(1+(1+4.3612 /A)^.5)/2 A-2.34P/(S 1 b) 1.72 ft 1.88 ft Press @ 1/3 Embed Actual 228.4 pat 250.1 par Allowable 229.6 pat 251.1 pat V4.4C1 (c) 1983-96 ENERCALC 3 4 ' 200.0 pat 200.0 per 0.0 pat 0.0 pat 2.000 2.000 0..0 / 0.0 / 0.00 ft 0.00 ft ' 8.1 plt 8.1 plt _ 0.00 ft 1.3 ft 10.00 ft 11.38 ft Circular Circular 12.0 in 12.0 in Free Free 3 4 0.0 rt-/ 0.0 ft-/ 405.0 ft-/ 516.8 ft-/ 405.0 ft-/ 516.8 ft-/ 81.0 I 81.0 / ' 2.21 ft 2.36 ft 296.3 pat 316.1 pat 295.2 pat 315.2 pet Carmo Turley Scott, Inc., KM60624 Choose "Title Block" menu item on Settings Screen to change these five lines to your own special title information & company logo 7p5v1,4. DESIGN OF EMBEDDED P E FOOTINGS Dater 09/26/96- Page: V4.4C1 (c) 1983-96 ENERCALC 3 4 • DESIGN DATA 200.0 par i 2 Allow Pensive 200.0 psi 200.0 pef Max Passive 0.0 par 0.0 pot _ Load Duration Factor 2.000 2.000 Point Load 0.0 / 0.04 ,Load Height i 0.00 ft 0.00 ft Dist_ Load s 13.8 plf 13.8 if Start Height * 0.00 ft 1.38 ft End Height 6.67 ft 8.05 ft Pole Type Circular Circular Width/Diameter 12.0 in 12.0 in Surface Restraint 7 Free Free SUMMARY ft Moments 0 Surface... 1 2 Point Load O.0 ft-/ 0.0 ft -0 Uniform Load 307.0 ft -8 431.5 ft-/ ... Total Moment 307.0 ft-/ 433.5 ft-/ Total Lateral Load 92.0 / 92.0 / NON -RESTRAINED RESULTS 4 Min. Regld Embedment �1 L' '1 7" ft-/ A(1+(1+4.36h /A)^.5)/2 0.0 ft-/ A-2.34P/(S 1 b) - 2.10 ft 2.29 ft. Press 6 1/3 Embed ft -0 690._0 Actual 279.5 psf .306.0 pet. Allowable 280.4 psf 304.7 psf V4.4C1 (c) 1983-96 ENERCALC 3 4 200.0 par 200.0 per 0.0 pat 0.0 par 2.000 2.000 0.00 0.00 0.00 ft 0.00 rt 13.8 plf 14.0 if 0.00 rt 1.38 ft 10.00 ft - 11.38 ft Circular Circular 12.0 in 12.0 in Pre* Free 3 4 0.0 ft-/ 0.0 ft-/ 690.0 ft-# 893.2 ft -0 690._0 ft-# 893.2 ft-/ 138.0 / 140.0 0 2.71 � ft I 2.90 ft 359.6 pef 384.9 per 360.9 psf 386.0 psf f:-• n4-,- - T,,. . vwno;nIC74 Choose "Title Block" menu item on Settings Screen to change these five lines to your own special title information G� & company logo y.�Lt�' Date: 09/26/96 DESIGN OF EMBEDDED P E FOOTINGS /11?7 l fb.j % Page: V4.4C1 (c) 1983-96 ENERCAL.0 Caruso Turley Scott, Inc., KWO60624 DESIGN DATA 1 2 3 4 Allow passive 200.0 pat 200.0 pat 200.0 pat 200.0 pet Max passive 0.0 pat 0.0 pat 0.0 pat 0.0 pat Load Duration Factor 2.000 2.000 2.000 2.000 Point Load 0.0 / 0.0 / 0.0 / 0.0 / Load Height z 0.00 ft 0.00 tt 0.00 ft 0.00 ft Dist. Load s 30.0 plt O.0 plt 30.0 pit 30.0 plf Start Height 0.00 ft 1.38 !t 0.00 ft 1.38 tt End Height z 6.67 ft 8.05 ft 10.00 ft 11.38 ft Pols Type Circular Circular Circular Circular Width/Diameter 12.0 in 12.0 in 12.0 in 12.0 in Surface Restraint ? Free Free Free Free SUMMARY Momenta 6 Surface... 1 2 3 4 Point Load z 0.0 ft -0 0.0 ft -0 0.0 ft -0 0.0 ft -0 . Uniform Load i 667.3 ft -0 942.5 ft -0 1500.0 ft -0 1914.0 ft -0 ... Total Moment 667.3 ft -0 942.5 ft -0 1500.0 ft -0 1914.0 ft -0 Total Lateral Load 200.1 0 200.1 0 300.0 0 300.0 0 NON -RESTRAINED RESULTS Min. Regld Embedment z 'f �`4►01 A(1+(1+4.36h /A)^.5)/2 A-2.34P/(S 1 b) 2.84 ft 3.07 ft 3.63 ft 3.85 ft Press 6 1/3 Embed Actual 376.8 pat 408.1 pat 484.5 pet 512.0 pat Allowable 378.1 pat 409.0 pat 483.5 pat 513.1 pat V4.4C1 (c) 1983-96 ENERCAL.0 Caruso Turley Scott, Inc., KWO60624 V4.4C1 (C) 1983-96 ENERCALC ZAan o Z, Z..,i Z7,V x (xsnkf (X@ Z2GM8g x,j,n x.Lnvx * X Az@ X, xynV'xM9G.,x.,xx.. Caruso Turley Scott, Inc., KW0S0624 Choose "Title Block" menu item on Settings -Screen to change these five lines to your own special title information company logo lri -9� Date: 09/26/96 Page: - DESIGN OF EMBEDDED P E FOOTINGS SQN DATA DESI . 1 2 - -'3 4 Allow Passive 200.0 par 200.0 par 200.0 par 200.0 pa! Mar passive 0.0 pat O.0 par 0.0 par 0.0 per Load Duration Factor 2:000 2.000 2.000 2.000 Point Load 0.0 0 0.0 / O.0 / 0.00 Load Height 0_00 ft `O.00 !t 0.00 rt 0.00 ft • Dist. Load Start Height x 20.0 pif 0.00 rt 20.0 if 1. 8 !t 20.0 plf 0.00 rt 20.0 plf` i. a ! • End Height, 6.67 rt. 8.06 !t 10.00 ft' 11.38 rt • pole Type Circular Circular Circular Circular Width/Diametar 12.0 in 12.0 in 12.0 in 12.0 in - Surface Restraint 7 Free Free Free Free SUMMARY ' Momenta ® Surface.... 1 2 3 4 Point Load : O.0 ft -0 0.0 !t-# O.0 rt-/ 0.0 rt-/ Uniform Load 444.9 ft-/ 628.3 ft-/ 1000.0 ft-/ 1276.0 !t-/ ... Total Moment 444.9 !t-/ 628.3 ft-/ 1000.0 ft-/ 1276.0 ft-/ Total Lateral Load 133.4 0 .133.4 I 200.0 0 200.0 / NON -RESTRAINED RESULTS /j Min. Req'd Embedment A(1+(1+4.36h /A)^.5)/2 A-2.34P/(S 1 b) 2.42 ft 2.63 !t 3.10 rt 3.30 ft - Press 6 1/3 Embed Actual. 323.4 pa! 349.8 pat 415.3 par 440.9 per Allowable 322.3 par 381.0 pat 414.0 pat 439.9 pat V4.4C1 (C) 1983-96 ENERCALC ZAan o Z, Z..,i Z7,V x (xsnkf (X@ Z2GM8g x,j,n x.Lnvx * X Az@ X, xynV'xM9G.,x.,xx.. Caruso Turley Scott, Inc., KW0S0624 CARUSO TURLEY SCOTT INC. consulting structural Job Name , engineers r" No. Job ! I.� Sheet N 3 o. 2702 North 44th Street, Suite 200' 3430 North First Avenue, Suite 5 (, Phoenix. Arizona 85008 Tucson, Arizona.85719- By Date Z L q 602-912-9120' 602-912-9390(FAX) 520.888.8555 520-888.4240(FAX) _ E-MAIL: ctsphx®aol.com E-MAIL: ctstucCaol.com .... d r a ER -. Fox x 7=3G'' 9y ��T ?701 1 l r, C -/7 f'� X -5:,7, z / �l 1 { j �$1 J i ZD`t � -7 T�- !/' �' 2 CLIi 1 log ✓ CARUS IIII T RLEY SCOTT INC. consulting structural Job Name r 2 (: engineers Job No. Sheet No. II 2702 North 44th Street, Suite 200' 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719. By Date Its 8 602-912-9120 602-912-9390 (FAX) 520-888-8555 520-888-4240 (FAX) E-MAIL: ctsphx®aol.com : E-MAIL: ctstucgaol.com f ` i'A4, LA �f- E PE A-1 L Jk/4-j L !p PIA- pI E, 7z l�To IZ ,l ' dA1-1x � T _ • 31r I!lrszr 3(,r, 3161 CARUSO . TURLEY SCOTT INC. ' consulting structural Job Name engineers Job No. 8811 Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 p Phoenix. Arizona Tucson, Arizona 85719 ' By __ Date 602.912-9120 602.9102.91 2.9390 (FAX) 520-888-8555 520.888.4240 (FAX) E-MAIL ctsphx@aol.com E-MAIL ctstuc@aol.com D L,:rI c�L E T)E TAY L , �EV/E1N /rlG/LE,Q'S•CD /S'1o�1Ei-l7 �l �/L ��p�4LITY •� 0 DIS�<yrl�G �hD�7�o*i�L �FK47iv� �oTkL IEjL p m Ma�� T 4" � k�. p 7- p �' +1) 3rr7� r 3'' IIsIS" 3r$I4 �'V 0 V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KWO60624 Caruso Turley Scott, Inc 16�-,' r �� Date: 01/27/98 G "1 Page: DESIGN OF EMBEDDED POLE FOOTINGS 01199 .pier footing review at edge of slope review > 40 �DATA cDESIGN 1 2 3 4 5 Allow Passive 200.0 paf - 200.0 psf- 200.0 psf 200.0 psf '200.0 psf Max Passive 0.0 pof 0.0 psf 0.0 psf 0.0 psf 0.0 psf Load Duration Factor 2.000 2.000 2.000 2.000 2.000 Point Load 0.0 0 0.6 0 0.0 0 0.0 0 0.0 0 Load Height 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Dist. Load 66.0 plf 66.0 plf 66.0 plf 66.0 plf 66.0 plf Stmt Haight 0.00 ft 0.25 ft 0.50 ft 1.00 ft 1.25 ft - End Height' 6.00 ft 6.25 ft 6.50 ft 7.00 ft 7.25 ft ' Pole Type Circular Circular Circular Circular Circular Width/Diameter _ 13.0 in 13.0 In 13.0 in 13.0 in 13.0 in Surface Restraint 7 Free Free Free Free Free . SUMlIARy Moments @ Surface... 1 2 3 4 5 Point Load .. 0.0 ft -0 - 0.0 ft -0 0.0 ft -0 0.0 ft -0 0.0 ft -0 Uniform Load 1188.0 ft -0 1287.0 ft -4 1386.0 ft -0 1584.0 ft -0 1683.0 ft -0 ...'Total Moment -1188.0 ft -0 1287.0 ft -0 1386.0 ft -.0 1584.0 ft -0 1683.0 ft -0 ' Total Lateral Load - 396.0 0 396.0 0 396.0 0 396.0 0 396.0 0 NON -RESTRAINED RESULTS Min. Req'd Embedment - A(1+(1+4.36h /A)^.5)/2 A-2.34P/(S 1 b) i 3.51 ft 3.57 ft 3.62 ft 3.73 ft 3.78 ft . Press @-1/3 Embed Actual 469.9 psf 477.2 psf - 484.3 psf 496.7 psf 503.2 psf _ Allowable 468.6 psf 476.1 psf 483.3 psf 497.8 psf 504.3 psf V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KWO60624 - _ Caruso Turley Scott, Inc ... . ... .. Date: 01/27/98 / .�Y Page: DESIGN OF EMBEDDED POLE FOOTINGS ' pier footing review at edge of slope review / r DESIGN DATA ' - Allow Passive 200.0 psf 200.0 psf 00.0 psf 200.0 psF 200.0 p f Max Passive 0.0 psf 0.0 psP .O psf 0.0 psP 0.0 sf . Load Duration Factor 2.000 2.000 2.0 0 2.000 - 2.0 Point Load 0.00 0.0 0 0. 0 0.0 0 .0 0 ' Load Height 0.00 Pt 0.00 ft 0.00 0.00 ft :•00 Et - Dist. Load 66.0 plf 66.0 plf 66.0 pl 66.0 plf 66.0 plf Start Haight 0.00 ft. 1.38 ft 0.50 Pt 1.00 Pt 1.25 Pt End Height 6.00 ft 7.38 ft 6.50 ft 7.00 Pt. 7.25 Pt Pole Type Circular Circular Circular rcular Circular Width/Diameter 13.0 in 13.0 in 13.0 in 13.0 ir. 13.0 in Surface Restraint ? Free Free Free ea Free SUMMARY ' Moments @ Surface... 1 2 3 5 Point Load 0.0 ft-0 0.0 ft-0 0.0 ft-0 .O -0 0.0 ft-0 Uniform Load 1188.0 ft-0 1734.5 ft-0 1386.0 ft-0 84.0 f. 1683.0 ft-0 ... Total Moment '1188.0 ft-0 1734.5 ft-0 1386.0 ft-0 584.0 f=- 1683.0 ft-0 Total Lateral Load 396.0 0 396:0 0 396.0 0 396.0 0 396.0 0 NON-RESTRAINED RESULTS ' Min. Req•d Embedment ' A-2.34P/(S 1 b) 3.51 ft 3.81 ft 3.62 t 3.73 ft 3. 8 ft Press @ 1/3 Embed ' Actual 469.9 psf 506.5 psf 48 .3 psP 496.7 psf 503.2 f Allowable 468.6 psf 507.5 psf 3.3 psf 497.8 psP 504.3 ps ` V4.4C1 (c) 1983-96 ENERCALC • o i 1 Caruso Turley Scott, Inc., KWO60624 ' SII CARUSO II TURLEY SCOTT INC. consulting structural Job Name engineers Job No. I gI 17 —Sheet No. 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson. Arizona 85719 By Date 602-912-91 20 602-912-9390 (FAX) 520-888-8555 520-888.4240(FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc*aol.com PE TAr J L If /L' Plk PEP- K' Y44"' LvW4 x=12 FZ&) /2 X.Z 2)6') yl 4- > 12 polo 7/ IL 44� M '-Y%ei t�4 I P" 14 0 1 r—f L-11— IIi cARUSO , TURLEY SCOTT INC. 1 consulting structural Job Name engineers n Job No. 7 $ // 5 Sheet No. 3 2702 North 44th Street. Suite 200 3430 North First Avenue. Suite 5 1 Phoenix. Arizona 85008 Tucson, Arizona 85719 By Date 602.912.9120 602-912-9390(FAX) 520.888-8555 520.888-4240(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstuc@aol.com ' 1 �(�esT �� /o�M � � e Z•G •.S s-� 1 5w&v bpglct.� �iSFbry�T FRonti Gi'�►p G�.�� IL�DOIiiaNs}L I hFFFEG�tvE ��EtL 12"r-Fom 3 r7 If i• ¢Z� 3, (,o S,I�M �E ;Z•,�r -� DI�- 3,Sr, 3,sL�r2s- 3,51' 1 3. Lo+" 4Z - 4o Z' 1 1 1 .1 1 1 Caruso Turley Scott, Inc 88115 Date: 01/26/98 DESIGN OF EMBEDDED POLE FOOTINGS pier footing review at edge of slope review DESIGN DATA w. L / E 1 U;SG 2 l Allow Passive 200.0 psf 200.0 psf 200.0 psf Max Passive -. 0.0 psf 0.0 psf 0.0 psf Load Duration Factor 2.660 2.660 2.660 Point Load 0.0 0 . 0.0 0 0.0 d -Load Height 0.00 ft 0.00 ft 0.00 ft Dist. Load 87.0 plf 87.0 plf 87.0 plf Start Height 0.00 ft 0.25 Pt 0.62 ft • End Height 6.00 Pt 6.25 ft 6.42 ft .Pole Type Circular Circular Circular Width/Diameter 13.0 in 13.0 in 13.0 in Surface Restraint 7 Free Free Free SUMMARY Moments @ Surface... 1 2 3 Point Load 0.0 ft -0 0.0 ft -0 0.0 ft -0 Uniform Load 1566.0 ft -A 1696.5 Pt-¢ 1785.2 Pt-! ... Total Moment 1566.0 Pt -9 1696.5 ft-/ 1785.2 Pt -0 Total Lateral Load 522.0 0 522.0 0 522.0 / NON -RESTRAINED RESULTS. Min. Req'd Embedment A(1+(1+4.36h /A)^.5)/2 - A-2.34P/(S l,b) 3.50 Pt 3.56 Pt 3.60 Pt Press @ 1/3 Embed ' Actual 622.7 psf 632.4 psf 638.8 psf Allowable 621.0 psf 631.0 psf 637.5 psf Page: V4.4C1 (c) 1983-96 ENERCALC Caruso Turley Scott, Inc., KW060624 CARUSO SCOTTY ' lac. sC consulting Job Name Paofl) structural Q l 1. engineers Job No. 2500 North 24th street. Suite 300 Sheet No. - lel• �': Phoenoc, Arimna 85008 gtonal En 602.2753999 602-392.0949 (FM o��e BY --F4< Date 1__UAz DQE ICATE ta27 t- i-- t .-•--. - , - - -,- l-..., _,.--- _; .SPP-flD_4�7"DAj'A.-`_C-+ Z-- • I r ,� 77 V I —._. ----- — 1 ILA �r�1tIL --;— - •. _'�___. _• _-1.ri- -- i.---,- . ' _---.=_-:-_--.-_- .r - _—_-' _ir,.,;r;- - —. ;—D-__i•(D.p=-`-'.' 0 -T_ _-3Li_---7v v ._PAZ -t041 PER 6cgC1w%�E l wA 7 —j i;-�--II B-- - —; --- 77-T �i—.--- — AJ N jI r— --:I- J 1 - -- -._ L - --_-- -- i- s L r'irI . --_- -: :— —_-T L�i i_TE E -- E -- '7' I—_ _- 111i'+i� .: i t 1 I f • i • -I F'I Ll : . , i T , , : 2 .77 ' 32 -''-WA - , Aj .T 7. PAT;- 4A po- --- -- 1 : • r --- - - • F.W_4� ��ott.r4 5E1o0 t 77 : 16 157 17 , , , • l.4,L i.Vz _ qtr-�z7 = Arz. -TovE Anti ...is , . _..Sli'.'1/�.y�-2 ewe4w4fb/c �_ : P.R�To.-�•—Ro�..:_.SDA��i� ,. t CARUSO }}} SCOTTY Enp/ INC. sslonal Q�°� ICAT ne`t'j Job Name &e -To consulting L. structural engineers ` V o, 1442 c UL Job No. S!0'2$� Sheet No.2-_ �',z1•:' 2500 Nona 24th Street, Suite 300 � s Al' Phoenix, Ar®na 85008 By Date 2-! I�d12 602.2753999 602.392-0949 (FAX) 8 S%mea-••- 1 9- q7 is _—.._. .. ......... t . --N �-- ( -i - - -- - — —; --� Ll : . , i T , , : 2 .77 ' 32 -''-WA - , Aj .T 7. PAT;- 4A po- --- -- 1 : • r --- - - • F.W_4� ��ott.r4 5E1o0 t 77 : 16 157 17 , , , • l.4,L i.Vz _ qtr-�z7 = Arz. -TovE Anti ...is , . _..Sli'.'1/�.y�-2 ewe4w4fb/c �_ : P.R�To.-�•—Ro�..:_.SDA��i� ,. t CARUSO TU RLEY INC. consulting structural engineers 2702 North 44th Street Suite 200 Phoenix, Arizona 85008 6021912-9120 602-912-9390 (FAX) 333 West Fort Lowell Road Suite 123 Tucson, Arizona 85705 602-622-3999 602-622-5917(FAX) May 1, 1994 MEMO ON TENSION ROD MOISTURE BARRIER IN PROTO II FENCE WALL There has been no evidence ofrusting of tension rods in any PROTO II Fence Wall installation in more than eight years since PROTO II has been installed. In fact, the instances in which tension rods were exposed (several years after construction) revealed no signs of rusting. The fact that there has been no observed rusting is due to the way in which moisture barriers are created in the PROTO II system. Grout pockets at the top and bottom of the tension rods create effective moisture barriers. Since the rod is not otherwise in contact with other materials these barriers prevent moisture from reaching.the rods at their only point of contact. There is no more likelihood that moisture could reach a tension rod embedded in grout in a PROTO II wall than moisture could reach rebar embedded in grout in a conventional wall system. This means that the risk of failure from moisture in either system is extremely low. Post tensioning techniques, although new to masonry fencing through the PROTO Il application, have been in use for many years in other structural applications such as post tensioned slabs on grade. These post tensioned slabs on grade use the same techniques as PROTO II to resist moisture penetration with good results that are well known and relied on in major construction projects. In conclusion, the current construction techniques used to build PROTO II walls are adequate to protect the reinforcing steel from rusting. File Jd\wp\pgs\tension.rod 4� G. F -- --- ; % M rn 7. /" 4.47 M I CARL SO Ili I TURLEY I SCOTT INC. consulting structural engineer II 2702 North 44th Street. Suite 270 Phoenix. Arizona 85008 IIII 602.912.9120 602.912.9190( FAX) E-MAIL: ctsvhxCaol.com 3430 North First Avenue. Suite 5 Tucson. Arizona 85719 520.888.8555 520.8814240(FAX) E-MAIL: ctstucdaal.com 2) k3) Job Name Job No. 9S J V-) Sheet No. M By G ►�t� Date NOTES: 1. GROUT SOLID ONLY AT POST -TENSION ROD CELLS BELOW GRADE. 2. LOW SOIL. 3. CONCRETE FOOTING. 4. HIGH SOIL. 5. PROTO II FENCE WALL. 6. * 1'-4" MAX. AT 4" PROTO II. * 2'-0" MAX. AT 6" PROTO II. * 2'-8" MAX AT 8" PROTO II. 7. A MODIFIED 6" THICK PROTO II WALL MAY BEGIN WITH A. SOLID 8" HIGH GROUTED COURSE OF 8" BLOCK. THE SOIL RETAINAGE MAY THEN INCREASE TO 2'-8". FOR 8" WIDE WALLS USE A 10" WIDE FLANGE, 6" DEEP AT TOP OF FOOTING. ROD SPACING AND FOOTING SELECTION NOTES DETAIL AT SOIL RETAINAGE A. FOR ALL RETAINING CONDITION EXPOSURES B AND C WITH LESS THAN 6'-0" FENCE ABOVE ASSUME A MINIMUM FENCE HEIGHT "F" OF 6'-0" (H MIN = 6'+11R"). (EXAMPLE: FOR 1'-4" RETAINING AND A 4'-0" HIGH FENCE WALL, H=6'-0"+1'-4"= 7'-4" USE 7'-4" SCHEDULE DESIGN.) B. FOR ALL EXP C CONDITIONS WITH 6'-0" WALL OR GREATER USE SCHEDULE WALL HEIGHT "H". C. FOR ALL EXPOSURE B CONDITIONS USE SCHEDULE WALL HEIGHT = "H"+8". (EXAMPLE: FOR 2'-0" RETAINING (R) AND 6'-0" FENCE (F), USE SCHEDULE WALL HEIGHT = "R"+"F"+8" = 8'-8"). D. NO SURCHARGES, PARKING, STRUCTURES, ETC. WITHIN 5-0". OF RETAINING WALLS. NO SCALE CARUSO i II TURLEY SCOTT INC. consulting structural engineers 2702 North 44 Phoenix. A lizo 602-912 .9120 AovE 1�14 4'e-Ap'F Fcl-z L E C-1/04 rF &,P Lr F74r PE:�/44 AV/bw e4iFL ZvwEFZ k,14L.LS (4'M/4 ImTi_f 114#rE7z 14/1,/P tv7'D� l�v/L �ET$l��4�r� L�A�S tA lr4 VA, Pa 1A A 0 A, Job Name Job No. 48 1 Sheet No. th Street. Suite 200 na 85008 3430 North First Avenue, Suite, 5 Tucson, Arizona 85719 A - By Date 602-912-9390 (FAX) 520-888-8555 520-888-4240 (FAX) — E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com e,57-4 r444erV/ E 9W AovE 1�14 4'e-Ap'F Fcl-z L E C-1/04 rF &,P Lr F74r PE:�/44 AV/bw e4iFL ZvwEFZ k,14L.LS (4'M/4 ImTi_f 114#rE7z 14/1,/P tv7'D� l�v/L �ET$l��4�r� L�A�S tA lr4 VA, Pa 1A A 0 A, ---------- CARUSO ��--------- —_ -- ---- _�:� III TURLEY SCOTT INC. consulting structural Job Name - F•_s engineers ��" Job No. l g"1117 She 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 �A et No.' , II Phoenix. Arizona 85008 Tucson. Arizona 85719 By l fat r 602.912-9120 602-912-9390(FAX) 520-888-8555 520-888-4240(FAX) a E-MAIL: ctsphx®aal.com E-MAIL: ctstucgaol.corn I� E7�t-I �J A• lr F Co7`11 � N rl Fn ' . 1 ��MPbi• �� g -I P� 1 Yz1 )(2 r�'1' 1 C i � Z C y t /7. M T C$ I 'rr (b t ?10 ... '- b 1 Thr . ►� 16 ' e,4 S I . III CARUSO TURLEY SCOTT INC. consulting structural Job Name b• engineers , Job, No. I Sheet No. M 4' L 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5. ,/� p Phoenix. Arizona 85008 Tucson, Arizona 85719 By G �'1 Date 602-912.9120 602-912-9390(FAX) 520-888.8555 520-888.4240(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstucgaol.com �CEr4�►��4G E ��l7iNuE?� 70 1 v►P ► j5X b �• l l )2 -7, - 1, 33 (kIIT147 4 11. L"- LA -6- o �" %E; / 4 CARUSO ' TURLEY SCOTT. INC. ' consulting _ structural Job Name QQ C .::-� engineers "l Job No. Sheet No. M 2702 North 44th Street. Suite 200 3430 North First Avenue, Suite 5 Phoenix. Arizona 85008 Tucson. Arizona 85719 By [�-/ k Date 602.912.9120 602-912-9390(FAX) 520.888-8555 520-888-4240 (FAX) E-MAIL: ctsphx@aol.com E-MAIL: ctstuc@aol.com. DM _ala i3 g, �l n SAF is /M -TD -7o MDT 201 MOT 211 I USE 14 t74 A-412 a CARUSO TURLEY SCOTT INC. consulting structural Job Name engineers' Job No.. __ $ ((� Sheet No. III 2702 North 44th Street. Suite 200 3430 North First Avenue. Suite 5 Phoenix. Arizona 85008 Tucson, Arizona 85719By `j Date I r r 602-912.9120 602.912-9390(FAX) 520-888-8555 520-888.4240.(FAX) E-MAIL: ctsphx®aol.com E-MAIL: ctstuctaol.com RET4-1q44E�- 407471NuED, .. t�orfGLyS�vr�S , 919Mf� Fcc7-ir/4-S �A4M4 E C C 4� 1 �►-I s �% /-� 7v t� L ��-u, II CARUSO TURLEY SCOTT INC. — It- nsu mg ' structural Job Name engineers Job. No. 9✓r l I A7 Sheet No. ` I 2702 North 44th Street, Suite 200 3430 North First Avenue, Suite 5 ,I Q Q ' Phoenix, Arizona 85008 Tucson, Arizona 85719888By (/�' Date ' -! ' / 602.912.9120 602.912-1390(FAX) 520..8555 520.88&4240(FAX) IA�T Ftf%Z �/2 EE S7�r/O/N � L�tiNT/L f'1/�jL I�✓,¢t-L,S To %W/cE 7lfE- A44qI. PAO 2 x M _ ►- x 14-v rk"M N- 1 o M M, hM4Y — Z'S� '` (¢� I�,�•t LIMIT N • ► l�fm % iD�r CARCSO TI;RLEY SCOTT INC. consulting structural III engineers 2702 North 44th Street. Suite 200 3430 North First Avenue. Suite 5 Phoenix, Arizona 85008 Tucson, Arizona 85719 I 602-912-9120 602-912-9390 (FAX) 520-808-8555 520-888-4240(FAX) E-MAIL: ct5phx9aol.com E-MAIL: ctstuc®aol.com M� �d1 fl Z. �'Uli Job Name '17Ljlit, w 1 f,5171 Job No. Sheet No. By 44 -Date %iE�I��ED 3r21'9b t� Weatem 3490 5o.1h D.dg,: Pmulr;vjrd TaCflnolagi0S Tvcson, Ari2nna 25)13-5435 Ime. .:5201748-1261 9 ra� 748.0431 TI,e(tityPtorle REPORT ON sm�rss JOB SOTS CONDITIONS CLIENT Job No: 2968;IKOoS Proto-II Wall Systems P.O. Box 12653 Eventlinvoice No: 106 3 Tucson, Arizona 85732 Authorized By: Steve Pena Observation Mede e. y: WT/Schneider. Data of Report: 05/04/98 Project Load Test Location Campana DePlata, LoU 56 West Wall r Prime Contractor Proto-11 WWII Systems ✓ " Service= Requested Load Test on Pre -Post Tenslon Threaded Rods . As requested, WT/Schneider performed load tests h pounds (Ibs)on 10 ea. in- to pre -post tension threw rod specimens. The Specimens era numbered frorn 1 thru 10 and measured starting from the south end of the wall and continuing in the northern d+reetion. The specimens were loaded at a rate of 1000 pounds every 15 to 20 seconds. Results are as follows: Speclmen Location 62` Date & Time Grouted 2.30pm on 5101198 Data & Time Torted 2;30pm on 5/04198 Applied Load 10,000 lbs. Results No Failure #1 #2 76" 2:30pm on 5/01/98 2;40pm on 5104/98 10.000 Ibt• No Failure' 93 100" 2:30pm on 5/01198 2;50pm on 5/04196 10,000 lbs. No Failure b4 124" 2:30pm on 5101198 3:00pm on 5104/98 10,000 lbs, No Failure #5 148" 2:30om on 5/01198 3;10pm on 5/04/98 10,000 lbs, No Failure #6 172^ 2:30pm on 5/01/98 3:20pm on 5104198 10.000 [be. No Failure 97 196" 2:30gm on 5/01198 3:30pm on 5/04/98 10,000 lbs. No Failure V8 220" 2:30pm on 5/01198 3;40pm on 5/04198 10.000 Ibs. No Failure 9 244" 2:30prn on 5/01198 3:50pm on 6104/98 10,000 Ibis. No Failure X10 268" 2:30pm on 5101/98 4:00pm on 5/04198 10,000 Iles. No Failure Iimcs 0enUM9 sit: umes OT TOFT ore apprgx. ' If there are any questions, or if we can be of further assistance, please call us. cupies to: Addressee (2) . NI•N r•MwH wYMe w� Iwae•P.• d 00,•Y4P� IMh �t W •••d 'WIZ VM 16.6 ai aa�P`•6aw awe. M. �0= WIOR w -"-% . 4 •,•wna so"" w.a.w w 7I," IwM+1a.a� ar MVY• quw". 0ON wQ k CARUSO TURLEY SCOTT INC. consulting structural.; engineers 2500 North 24th Street, Suite 300 Phoenix, Arizona 85008 602-275-M 602-392-0949 P)q gmrf All -M I I Job Name Ln' -Tr- WAIus Job No. bte-IS(o Sheet NoI I By Date . 5 /Q, 142- SAS c* -1 e-i5-TCY, IA T)+6 V L E LA,3 UniZY Fes' OF TO 172 7WAL AhbAi5ZP— of PoD5 j2E6ZoIRLED - - - - -- - - - - -- - .......... - - 7—; 7 .. . ....... 7 7 7 k", G -7 33 . .......... TW " ....... .... -SID \ MW/ ��qZdRk --. r7—!j iia It- p- DDS_ -r_ D - T-17, 17- -1 -17- 7 --7 ' P -L L L L 6 D -D-7- kk C V-9 0-- -Mg 6iS IL —eFj��t! �: L %7j 01 V E, F6 r SAS c* -1 e-i5-TCY, IA T)+6 V L E LA,3 UniZY Fes' OF TO 172 7WAL AhbAi5ZP— of PoD5 j2E6ZoIRLED - - - - -- - - - - -- - .......... - - 7—; 7 .. . ....... 7 7 7 k", G -7 33 . .......... TW " ....... .... CARUSO SCOTT Y INC. consulting structural engineers 2500 North 24th Street Suite 300 Phoenix, Arizona 85008 602-275.3999 602-392.0949 (FAX) Mt3 March 30, 1993 TO WHOM IT MAY CONCERN: Re: Durability of Proto II Post Tensioned Masonry Fence Walls In my nearly 10 years of experience with post tensioned masonry I have observed the following regarding durability: 1. The tension of the post tension rod induces compression into the wall which keeps the wall tight. This tightness enhances weather resistance of the wall and, in particular, protects the steel post tension rod from moisture. 2. In soil retaining conditions the masonry cell with the steel post: tensioned rod is grouted solid.'This solid grouting provides the same protection as that found in reinforced masonry fence wall construction. Conclusion: The Proto II post tensioned masonry fence wall is as durable as conventional reinforced masonry fence walls. Respectfully submitted, PGS/jd �� File:durprotol , INC. L A- June 17, 1-993 The New Division Companies 3056 Eddes Street, #110 West Covina, CA 91791 Attn: Gary Otto Re: Proto IIs" Wall System Post Tensioned Masonry Fencing Dear Gary: ' In response to your question about straightening post tension rods that have been bent, please note the following: 1. The rods can be straightened by any acceptable method. Care should be taken not to bend the rod too quickly in order to avoid crystallizing or cracking the rod. 2. If the rods can be straightened without cracking at the bend the rods can be re - tensioned. . 3. The rods should be tensioned to the full initial tension. If the rod can be tensioned to the full initial tension then the rods are deemed acceptable. Please call me if you have any questions regarding this letter. Respectfully submitted, Q� Y SC T, INC. S� CARD rn TURL �. - -- �. SCOTT 4gUCT��,3 Consulting structural File:newdivs.ltr engineers r 2500 North 24th Street Suite 300 Phoenix, Arizona 85008 602.275-0999 602.392-0949 (FAX) CARUSO SCOTT Y INC. consulting structural engineers II I 2500 North 24th Street, Suite 300 Phoenbc, Arizona 85008 602-275 999 602-392.0949 (FAX) 333 Nkst Fort Lnw1, Suite 123 Tuc=. Ar®na 85705 602-M-3 9 602-M-5917 (FAX) Job Name &07D -Z7 Job No.. D—)/ S Sheet No. A15— By - r GS Date -28.9 3 1 b.6�V PLAO /0 41 -- - -- N fl �� s � sP. 7. r It .ir �,ai"iow�S. —K—� — — — -- --- ----- - FvK-`P:J- :foo - - - - --- --- ---.This _Pr7.:A�SiE2� GArJ..-GG"[:alit-_sLT-7;�!d:LC-ENDS_ ._ _. --: ----- —• -... •� na j7ooe= -GT?f£M,i.Dzsi,ThN ICA - ----. -------- - -;- - -----j - - ----- -; _--VpE___._: — ---_ — -14427- _ :: _: ►T -1S1 :�c.EpTAg0E_: 'L :._SriaB —3HE— - : lF�----!--�— ' - : PAUL G. .- `__SCOTT : Ir�.��{�J, _En. 5CD0ED ter.:: __:lB." _: 77>`C.._, s.o�955�� Af i _�sl9ned•••' ..__. PAUL G. _ COTT _r --- - 9 : CARUSO TURLEY SCOTT INC. consulting structural engineers M North 24th Street. Suite 300 Phoenix, AriziDna 85008 602475-3999 602-392-0949 (FAX) (5) (5) Oz - NOTE: (t 0) RUN HORIZONTAL JOINT REINFORCING THROUGH OPTION B. IL .... . C) — FAXED Job Name. ffigoo, LL Job No. Sheet No. MI IG By Date /3. 73 f....... - 7. 1 - NOTES: .77 H; 1. POST TENSIONED ROD. 2.- END OF WALL 3. 4* PROTO 11 WALL 4. 14 VERTICAL WITH 6- HOOK. IN FOUNDATION. 5. PER SPECIFICATIONS — DISTANCE TO NEXT POST TENSIONED ROD. 6. #4 REINFORCING WITH 6 HOOK INTO FOOTING BELOW. FILL WITH GROUT OR 8" HIGH LIFTS OF MORTAR. 7. POST TENSIONED ROD SPACING PER SCHEDULE. 8.. FILL CORNER CELL WITH MORTAR (8- HIGH LIFTS) AND LAP HORIZONTAL JOINT REINFORCING. 9. ALTERNATE BLOCK TYPE. - 10. THIS PILASTER TO OCCUR BETWEEN POST TENSION RODS. POST TENSION RODS TO BE AT SPACING PER SPECIFICATIONS. SCOTT .19ne 4.t 7--o'>Z0 Post -it -'Fax Not; ' -7671 Date P4.901.s I. TO Co./Dept. Cf. Phone # Poe I Fax 74-�- s -i 1?3x # (6) 1211 ,, 12" 11 12" 1) rL--------- J -I (1)-_� " (5)----- ---- (2) (4) L, 12 1, 16" 1" 12" , (3) M 1% 2) (1) (6) -- ------------- ----� -------------------= 16" NOTES: 1. PROTO II FENCE WALL — POST—TENSION ROD SPACING AND DIP FOOTING TO BE PER PLANS AND SCHEDULE. EXCEPT THAT A POST TENSION ROD SHALL BE PLACED 12" TO EACH SIDE OF PIER AS SHOWN. 2. POST TENSION ROD. 3. 16" MASONRY PIER PIER WITH 4 #4 VERTICAL AND 1 #2 TIE AT TOP OF PIER. 4. 12" SQUARE MASONRY PIER. WITH 1 #5 VERTICAL. 5- UNE OF FOOTING BELOW. FOOTING AT PROTO—II WALL PER PLANS AND SCHEDULES. FOOTING AT PIER SHALL BE 12" THICK AND 4" WIDER ALL AROUND THE PIER. 6. RUN HORIZONTAL JOINT REINFORCING THROUGH PIER OR. STOP AT FACE OF .PIER AT CONTRACTORS OPTION. 7. ALL VERTICAL MASONRY PIER REINFORCING SHALL HAVE 6' HOOKS AT BOTTOM AND EXTEND A MINIMUM OF 8" INTO FOOTING. NOTE: AT CONTRACTORS OPTION THE WALL EXPANSION JOINT MAY OCCUR AT THE FACE OF THE PIERS. CARUSO m TURLEY .■ SCOTT m INC. . CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET SUITE 200 PHOENIX, ARIZONA 85008 (602) 912-9120 r. v t%- m -------------------\ ¶7L- MASONRY PIERS AT PROTO-II POST TENSIONED MASONRY FENCE WALL �. DRAWN DMM Sc=T SK1 DAr ------------------ ---� 4-24-95 (2) (5)y ; L--- ///� --------- (3) M 1% 2) (1) (6) -- ------------- ----� -------------------= 16" NOTES: 1. PROTO II FENCE WALL — POST—TENSION ROD SPACING AND DIP FOOTING TO BE PER PLANS AND SCHEDULE. EXCEPT THAT A POST TENSION ROD SHALL BE PLACED 12" TO EACH SIDE OF PIER AS SHOWN. 2. POST TENSION ROD. 3. 16" MASONRY PIER PIER WITH 4 #4 VERTICAL AND 1 #2 TIE AT TOP OF PIER. 4. 12" SQUARE MASONRY PIER. WITH 1 #5 VERTICAL. 5- UNE OF FOOTING BELOW. FOOTING AT PROTO—II WALL PER PLANS AND SCHEDULES. FOOTING AT PIER SHALL BE 12" THICK AND 4" WIDER ALL AROUND THE PIER. 6. RUN HORIZONTAL JOINT REINFORCING THROUGH PIER OR. STOP AT FACE OF .PIER AT CONTRACTORS OPTION. 7. ALL VERTICAL MASONRY PIER REINFORCING SHALL HAVE 6' HOOKS AT BOTTOM AND EXTEND A MINIMUM OF 8" INTO FOOTING. NOTE: AT CONTRACTORS OPTION THE WALL EXPANSION JOINT MAY OCCUR AT THE FACE OF THE PIERS. CARUSO m TURLEY .■ SCOTT m INC. . CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET SUITE 200 PHOENIX, ARIZONA 85008 (602) 912-9120 r. v t%- m ¶7L- MASONRY PIERS AT PROTO-II POST TENSIONED MASONRY FENCE WALL JOB NUMBER 3115SK1 DRAWN DMM Sc=T SK1 DAr ENGR 4-24-95 PJS c= %/E XE7,Sy44 �T� X F<2ErL L---74- L'-� LIA c� csoa m b �r_ 31 '60 CA AT 7 J � - r X17 //7 X LZ/Z F = //7 x L 7o Z 1 M 1 b c or. Settings Screen to change these five lines to your own s*Decial title information Z� 2- &`company.logo ' Dat.. 01/03/97 Page: DESIGN OF.EMBEDDED POLE FOOTINGS L p_oto 2 Conventional pies foot!.nq DPSIG2T DATA A11ov Passive ,200.0 Pat 200.0 paf - . Kaz Passive ]500.0 pet 1500.0 paf Load Du-.tloa !actor 1.330 . 1.330 ' point Load 624.0 / 702.0 I . - Load Height - 4.00 ^ 3.00 ft - Dist. Load _ 0.0 plf 0.0 pL' 0.00 St 0.00 - Ed O.'oo ft 0.00 f_ . Pole Type - L=Calm C� Nid'^1` /Diasater 24.0 Ln 24.0 in SCace Restraint 7 r_ea r_ee ... SCT4[ARY Koeents @ '1�_ace. .. 1 2 - point Load - 2496.0 ft-/ 2.'06.0 Qnifora Load 0.0 f_-I 0.0 f_-I . Hosent - 2496.0 L"_-/ 2106.0 ft-t Total Lt-.1 Load 624.0 4 702.0 / - NOH-R:S-R.A.T'ii�.R_Sv:TS Kin. Req'd ^-.a`beCa ent A-2.347/(5 1.b) 4.1- __ 4.Oa f_ 1/3 ' Xctual - _ 365.6 psf 362.6 psf A1lovable 364.8 psf 361.8 psf CARUSO TURLEY SCOTT INC. consulting structural engineers 2702 North 441h S"et, Suite 200 Phoenix, Arimna 85008 602-912-9120 602-912-9390 (FAA 333 West Fort Long. Suite 123 Tucson, ktzom &M 60210,3M 602-122-5917 (W OM/7 /11-7 Job Name 5la, r Job No. —Sheet No. / 110— By ISBy Date _77 i�i er A -f) ku_ Al AT 11`11PfIC74hfT OF JLI114,0 ey -f Ar ;r. lEwivepl" - Z�'jp. j. 7' Ff -F-LT s a - - ---------- K . .. .... .... - JF 5 t .7- A Lo., 7 Me, 7 Fevm TPLE A=x Pcb 7rW�Ilv--' gay. 7_#—_XE-r-tA-e 7,4—. 7,,-r . FL AT 11`11PfIC74hfT OF JLI114,0 ey -f Ar ;r. lEwivepl" - Z�'jp. j. 7' Ff -F-LT s a - - ---------- K . .. .... .... - JF 5 t .7- A Lo., 7 Me, NOTES: 1. 24" MASONRY COLUMN W/ 1 - #5 AT EACH CORNER. 2. DOWELS TO MATCH AND LAP VERTICAL COLUMN REINFORCING LAP 24". 3. FINISHED GRADE. 4. CONCRETE FOOTING W/ 4 - #5 (5) EACH WAY. 5:. #3 TIES AT 8" O.C. 6. PROTO II WALL AS OCCURS. 7. MASONRY COLUMN GROUT SOLID BELOW GRADE. ` (2) V-- ti y,_. (1) `C.4 v) -.v �. V ( J4:55 •D"\, /, GFS'"L SK1 24" MASONRY PILASTER AND FOOTING - `""` -140-52.02M NO SCALE ' • i CARUSO ■ TURLEY ■ SCOTT INC. CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET, SUITE 200; PHOENIX, ARIZONA (602) 912-9120 / (FAX) 912-9390 TITLE - JOB NUMBER DRAWN SHEET • 24" CONY. PILASTERS 04-115-2010 JHW SK1 DATE 5/02/04 ENGR � -WBS (5) 0 I co (7) n T M — 4'-0" 36" MASONRY PILASTER AND FOOTING NOTES: , 1. 36" MASONRY COLUMN W/ 1 - #5 AT EACH CORNER. , 2. DOWELS TO MATCH AND LAP VERTICAL COLUMN REINFORCING LAP 24". 3. FINISHED GRADE. 4. CONCRETE FOOTING W/ 5 - #5 EACH WAY. 5. #3 TIES AT 8" O.C. ' 6. PROTO II WALL AS OCCURS. 7. MASONRY COLUMN GROUT SOLID BELOW GRADE. 140-52.02M NO SCALE CARUSO ■ TURLEY ■ SCOTT ■ INC. CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET SUITE 200; PHOENIX, ARIZONA (602) 912-9120 / (FAX) 912-9390 'niu JOB NUMBER w 1�� SHEET 36" CONY. PILASTERS O4-115-2010 JHW 140-52.02M NO SCALE CARUSO ■ TURLEY ■ SCOTT ■ INC. CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET SUITE 200; PHOENIX, ARIZONA (602) 912-9120 / (FAX) 912-9390 'niu JOB NUMBER DRAWN SHEET 36" CONY. PILASTERS O4-115-2010 JHW SK1 DAT5/02/04 ENGR WBS NOTES: 1. 16", 24", OR 36" PILASTER. 2. CONCRETE FOOTING. 3. 12° DIA. CAISSON WITH 2 - #5 VERTICALS AND #3 TIES AT 12" O.C. WITH 3 - #3 TIES IN TOP 5". 4. PROTO II WALL AS OCCURS. (2) 5. PILASTER. , 4' MIN. (3) TYP. (4) (5) x PLAN oe? prjH SSIO,I, Qk I. !N O Fi .. W JJ T E P. 12131/05. U 3" CLR 9lF Tv � 0 ALE lyp SK4 CAISSON UNDER PILASTER 04115-2010 NO SCALE CARUSO ■ . TURLEY ■ SCOTT a INC: CONSULTING S1RUC 2702 NORTH 44TH STREET, SUITE 200; PHOENIX, ARIZONA TURAL ENGINEERS (602) 912-9120 / (FAX) 912-9390 11 TLE JOB NUMBER DRAWN c_E- 04-115-2010 JHW _. �� DATE ENGR 5/06/04 WBS GENERAL NOTES: 1. BEARING SOILS TO BE WELL DRAINED. MINIMUM BEARING CAPACITY OF 1000 POUNDS PER SQUARE FOOT. 2. FOOTINGS SHOULD BE LEVEL. ir 3. CONCRETE: F'c (28 DAY STRENGTH) = 2500 PSI MINIMUM TYPE II CEMENT (TYP= V WHERE REQUIRED w BY OWNER, SOILS ENGINEER OR JURISDICTION). 4 1/2" SLUMP MAXIMUM. k J 4. MASONRY: F'm = 1500 PSI. ASTM C90, GRADE N, TYPE 1, RUNNING BOND. 2: 5. MORTAR: 1800 PSI. TYPE S. a • N 6. GROUT: 2000 PSI. ALL MASONRY TO BE GROUTED SOLID. ROD GROUT IN VERTICAL SPACES. MORTAR N MAY BE USED AS GROUT IF LIFTS DO NOT EXCEED 8". SAND MAY BE SUBSTITUTED FOR AGGREGATE IN 0 GROUT (NO ROCKREQUIRED). REQUIRED). N 7. REINFORCING STEEL' ASTM A615 F y = 40000 PSI. FOR #4 OR SMALLER, ASTM A615 Fy = 60000 0 PSI. FOR #5 OR- LARGER. , N 8. MAXIMUM GROUT LIFT SHALL NOT EXCEED 5'-0". m Ln [7 Y N 0 z Y _ C 0 3 N ` C3 0 7 N H z W U 0 O O F 1. p - N J [ ; 1 • L^ S4V i7 1 z \rq Tpltj \3 r �rF m N - oCARUSO ■ TURLEY ■ SCOTT ■ INC. CONSULTING STRUCTURAL ENGINEERS Q 2702 NORTH 44TH STREET, SUITE 200; PHOENIX, ARIZONA N (602) 912-9120 / (FAX) 912-9390 z W F U 0 11 TLE JOB NUMBER DRAM SHEET - 04-115-2010 JHW DATE ENGR: J^�� 5/02/04 WBS SCOTT INC. consulting Job Name ��"J D Z enslnees Job No. -/ �j �!1Z 11 {' She�No.VN/,) _ 27Z2 Norm doth Street. Suite 200 3430 North First Avenue. Suite 5 ' �II�I Phoenix. Arizona 85008 Tucson. Arizona fl5719 By c,� D ate.ate 602.9S2.9120 602-912-9390(w) S2o-888.65.5 520-888-4240 (FAX) ' E-MAIL c:spraCaol.corn E-MAIL ctstuc-aol.com Sn F5; -zr�if - �Arz(aE�j��4F� A 7 IC7 %, D Z1, 1-=v►u�, 2 1 r 3 012.4 7� 3 �, 3 HIL. L. Big /,0 d�llY,ry V. SCOTT LNC. consulting n muctunl Job Name r 919 2 eng{nec:s . Job No. 9 1 -2--Sheet No. I I�iil 2702 North 44th 51re•.t. Suite 200 3630 north First Avenue. Suite 5 , Phoenix. Arizona 35008 Tucson. Arizona 85719 602.912-9120 602-912.9390 (FAXI 520.888-8555 520-888-4240 (FAX} By — T�Date MAIL asphxCaol :om E-MAIL; cu Ccaotmm l_W - - 32 Z L-,7 1 Oi �, ��l � G p Wp IL-7 - C ,0144/ y4'r,v5,L-r 4-4- �, A,svp"lE flF_ 4,,,fT (,iL. IIIII TUUEY +, - SCOTT LNC. consulting Job Name s'�rciuzzl � SLII I i Job No. Sheet No. �� 2 . 2702 North 441h Street. Suite Z00 3430 North First Avenue, Suite S •� Phoenix. Ari. 85008. Tu^mon. Arizona 85719/ ✓ 602-912-9120 602.912.9390 (FAX} SZ0-888-8555 520-888-4240 (FAX) By ' :.-MAIL: csphxC%oI.com EMAIL ctstuc_—aaI.cam • Air da It 0) ,19 p 1.4 Or31� W 1175- pa- ly no '4S P r r 7`1f r 4? tjlk '�P' 3 � 9 CARUSO i TURLEY SCOTT INC. consulting structural cngineers 2702 North 441h Street, Suite 200 3425 East Grant Road, Suite 201 Phoenix, Arizona 85008 Tucson, Arizona 85716 . SII'' 602-912-9120 FAX 602-912.9390 „ 520-318-1777 FAX 520.318.0004 Job.Name Job No. Sheet Na 7 By -li=f- � Date � Ll 7,31' COl un,n 8 I /<S 16 C ?36/PI-(7,33' =21f .G 3D,{r2 2 3 �- 3 L21� (7, 3 2 AS 1611 (10 • 1 TURLEY SCOTT INC. consulting structural engineers i ' 2702 North 441h Street, Suite 200 Phoenix, Arizona 85008 602.912.9120 FAX 602-912-9390 Job Name Job No. 0' Sheet No. 6 3425 East Grant Road, 'Suite 201 Tucson, Arizona- By li(f'?S Date 520-318-1777 FAXX 5 520-3t8-0004 Try Mrs = C2L163� `3 + 5 117 w _7.33' X36 t 16 wIT 34 ► 3 3(3).x` Mc 3\X3�x�� ►c�� T � 3��,�, TURLEY !� SCOTT .�'. LNC. consulting ' s.rucLur:d Job Name = ineera t Job No.. Sheet ( 2762 North 44th Street. Suite 200 3430 North First Avenue. Suite 5 t No. ,IIS Phoenix Arizona 85008 Tucson. Arizona 85719 602.912.9120 602.912-9390 (FM 526-888.85.5 520.888-4240 (FAX) By LLE -MAIL: =phxCaoLcom -.-MAIL: =tuc'taoLcom J�71''11L(� /.t 1.65 F4 -i aR . /\l4 FaR 37aNF IVA 1 X = �•C rJtJL=y�J- 147L[e ylz5 �7 C,��}'rz Tu 43�Br' CARUSO i� TURLEY SCOTT INC. consulting structural engineers 2702 North 44th Street, Sufle 200 3425 East Grant Road, Suite 201 Phoenix, Anzona 85008 Tucson, Arizona 85716 602-912-9120 FAX 602-912-9390 520-318.1777 •FAX 520-318-0004 ilaeli r. Z Job Name Prnio -�T Job No. �Lt<'�� )� 2 w Sheet No. By Date �' O 36 '` q a a Column _ Vloc%S 16�L'G� 1 - IO 67'Gr6U7z-d g 2i/ 0(. . i WSrKrn�C = ,zz�s��sf�ID,bT= 13 6. plf /,.�,�"' I ', w r = 5-ep sf (i.%Sy�� 2.6 _ D ), AS _ , X1.4* -N s 31`1 CARUSO_�_. TURLEY SCOTT INC. consulting structural engineers 2702 North 441h Street Suite 200 Phoenix. Arizona 85008 3425 East Grant Road, Suite 201 602-912.9120 FAX 602-912-9390 Tucson, Arizona 85716 j 520-318-1777 FAX 520-318.0004 Job Name Job No.—�0/0 Sheet No. By ��(� 5 Date Trygq I'q`I gPI-P)3.6/ �-3,67 367)) 17 SU �' 11 7 to =r, G(- MR -Mor _ I �_7�0 .0-�.G�- - 5 �l � �i g•�.C�_ wx q G tj .,GG- ' 1.7 2,36 MU l/0 3 11 U 3 ,00d07 kn�',' f z 13 3Y2 PV- C- x CARUSO TURLEY structural engineers Job No. Sheet No. M 2702 North wmStreet, Suite mm 333 West Fort Lowell, Suite 123 602-912-9120m�mu�nmpm; muxxomeo 602 602-912-9120 ' � CARUSO TURLEY SCOTT INC consulting Job Name structural engineers Job No. U-115 —SheetNo. /417-0 27M North 44th Street. Suite 200 333 Wag Fort Lama, Suite 123 Phoenb(, Arizona 85008 Tucson. Mama 85705 By Date 602-912-9120 6M-912-9390 (W 6M -M -3M 6M -M.5917 W L TOO. r L T 7 7 .......... 7 01 Mi4 FA 4AAVfs-15 OL AT pppvo-T 4 P -As -E- I -� 7 4 -7 L 7 7_1 .. . . ........ - - ----- ---- --- ---- --- ....... .... . 7' CARUSO STUCOTTRLEY INC. consulting structural engineers 2702 North 44th Street, Suite 200 Phoenix, Arimna 85008 602-912-9120 602-912-9390 (RA 7 Job Name Job No. Sheet No. A2.1 333 West Fort LoweU. Suite 123 Tucson, Arizona SSM By Date 1,0121,' 14 6023'223999 602-522-5917 (FW G 12 �j P-tA MkI10407 7 (0 1-4 -IM10 7 7: ----- ----- 7 —7 CARUSO TURLEY SCOTT consulting structural engineers 2702 North 44th Street, Suite 200 P mnix, Arizona 85009 602-912-9120 602-912-9390 (FAX) Job Name D12 -w-14, 7� 'Job No. V::1/5' Sheet No. MZ 2 333 West Fort taM9. Suite 123 602 -=,'MUM 6025917 ( By C�' Date 1br 2LIt ?11-1 X�e,,,�W6 � o.��G �- �rlD ✓ 1 CARUSO TURLEY SCOTT INC. consulting Job Name 1�'P*- ip i structural engineers 'Job No. 3 ' / �S Sheet No. M 2702 North 44th Stmt. Suite 200 333 West Fort WmH, Suite 123 Phoenix, Arizona 85008 Tucson, Ar®na 65705 By C Date _/b 12 L 1 602-912-9120 602-912-9390 (M 602-M3999 602-M-5917 (FAQ) ----------- J. 1 _J `TZ Vol'- : 77 7 '- Z .. Z"� •�D� 3 -� ZS.$�/� 1503 Z 3 CARUSO TURLEY SCOTT INC. consulting structural engineers 2702 North 44th Street, Suite 200 333 West Fbrt Lowell, Suite 123 Phoenb(, Arimna 85008 Tucson. kizona 85705 602-912-9120 602-912-9390 (FAX) 602522-3999 602-122-5917 (FAX) Job Name — PPP'fD Z Job No. —13 -///5 -Sheet No. MZ# - By Date -lin-�4' 1.8-17 7: F _- _-_ -- __: ; wow( 33_dps� --3 3----T: _.- '_ -7 7 I,_4� - - rp-tM 0 4744 -LY S t S 7' A110#E74hL-r Western 3480 South Dodge Boulevard Technologies Tucson, Arizona 85713-5435 Inc. (520) 748-2262 • fax 748-0435 The Quality People Since 1955 CLIENT Proto-11 Wall Syatems 3056 Eddes St. West Covina, Ca 91791 N M-25 REPORT ON JOB SITE CONDITIONS Job No: 2968JK065 Event/Invoice No: 1065-7 Authorized By: Steve Pena Observation Made By: WT/Schneider Date of Report: 10/12/98 Project Load Test Location Desert Crossing @ Rita Ranch Lot #71 Prime Contractor Royce Walls Corporation Services Requested Load Test on Pre -Post Tension Threaded Rods As requested, WT/Schneider performed load tests in pounds (Ibs) on 26 - 7/16" in -field pre -post tension threaded rod specimens. The Specimens are numbered in. their groups. starting from the south end of the wall and continuing in the northern direction. The specimens were loaded at a rate of 1000 pounds every 15 to 20 seconds. Results are as follows: Specimen Date & Time .Grouted FDate & Time Tested Applied Load Results GROUP #1 starting @ 3'7" w/ rods @ approx. every 24" #1 1:00pm on 10/1/98 7:50am on 10/12/98 10,000 lbs. No Failure at load #2 1:00pm on 10/1 /98 7:55am on 10/12/98 10,000 lbs. No Failure at load #3 1:00pm on 10/1/98 8:00am on 10/12/98 10,000 Ibs. No Failure at load #4 1:00pm on 10/1/98 8:05am on 10/12/98 10,000 lbs. No Failure at load #5 1:00pm on 10/1/98 8:10am on 10/12/98 10,000 lbs. No Failure at load #6 1:00pm on 10/1 /98 8:15am on 10/12/9810,000 lbs. No Failure at load GROUP #2 starting @ 15'10" w/ rods @ approx. every 24" #1 1:00pm on 10/1/98 8:25am on 10/12/98 10,000 lbs. see note #1 it #2 1:000m on 10/1 /98 8:30am on 10/12/98 10,000 lbs. No Failure at load #3 1:00pm on 10/1/98 8:40am on 10/12/98 10,000 lbs. No Failure at load Observations reported herein are indicative of conditions found at the exact location and time of observation only. The above services and report were performed pursuant to the terms and conditions of the contract between WT and client. WT warrants that this was performed under the appropriate standard of care, including the skill and judgement that is reasonably expected from similarly situated professionals. No other warranty. guaranty, or representation, either �implieclintended. . 1 N:\RP\royce\1065.7.pro REVIEWED B t «, #4 1:00pm 'on 10/1 /98 8:45am on 10/12/98 101000 lbs. No Failure at load #5 1:00pm on 10/1/98 8:50am on 10/12/98 10,000 lbs. No Failure at load #6 1:00pm on 10/1/98 8:55am on 10/12/98 10,000 lbs. No Failure at load #7 1:00pm on 10/1/98 9:00am on 10/12/98 10,000 lbs. No Failure at load #8 1:00pm on 10/1/98 9:05am on 10/12/98 10,000 lbs. No Failure at load #9 1:00pm on 10/1/98 9:10am on 10/12/98 10,000 lbs. No Failure at load #10 1:00pm on 10/1/98 9:15am on 10/12/98 10,000 lbs. F No Failure at load GROUP #3 starting @ 35'2" w/ rods @ approx. every 24" #1 1:00pm on 10/1/98 9:20am on 10/12/98 10,000 lbs. No Failure at load #2 1:0bpm on 10/1/98 9:25am on 10/12/98 10,000 lbs: No Failure at load #3 1:00pm on 10/1/98 9:30am on 10/12/98 10,000 lbs. No Failure at load #4 1:00pm on 10/1/98 9:35am on 10/12/98 10,000 lbs. see note #2' #5 1:00pm on 10/1/98 9:40am on 10/12/98 10,000 lbs. No =ailure at load #6 1:00pm on 10/1/98 9:45am on 10/12/98 10,000 lbs. No Failure at load #7 1:00pm on 10/1/98 9:50am on 10/12/98 10,000 lbs. No Failure at load #8 1:00pm.on 10/1/98 9:55am on 10/12/98 10,000 lbs. No Failure at load #9 1:00pm on. 10/1/98 10:00am on10/12/98 10,000 lbs. No Failure at load #10 1:00pm on 10/1/98 10:10pm on10/12/98 10,000 lbs. No Failure at load Note #1: Rod slipped at 7400lbs and then caught again to hold at 10,000lbs Note #2: Rod slipped at 7000lbs and then caught again to hold at 101-000Ibs "Note: Times denoted at time of test are approx. If there are any questions, or if we can be of further assistance, please callus. Copies to: Addressee (2) _ Observationsreported herein are indicative of conditions found at the exact location and time of observation only. The above services and report were ' Performed pursuant to the terms and conditions of the contract between WT and client. WT warrants that this was performed under the appropriate standard of care, including the skill and judgement that is reasonably expected from similarly situated pr ' anal s. No other warranty, guaranty, or representation, either exp" sed or im cluoed or nded. N:\RP\royce\1065-7.pro REVIEWED 6Y ,, 02:10i8T MON 18:38 FAX 1 SZ9 T48 0435 WEST LN TECH ®003 14z Western 3480 Soulh Dvdgd Boulevard Technologles Tucson, Arizona `85713-5435 Inc. (520) 748-2262 - fax745-0435�D REPORT ON - Z. /2' J .1beQu3bRople JQ8 S17E CQNDIYIONS Job No: 2967JK112 CLIENT Royce Walls P.O. Box 12653 Event/Invoice No: H112-1 Tucson, Arizona 85732 Harald - Authorized Sy: Greenberg - Observation Made By: VvTlHogan Date of Report: 02-04-97 Project Turn of The Nut Tests at Silver Pass Location Lot # 492 Frime Contractor Royce Walls Services Requested Turn of The Nut Tests As requested. V1/T1H09an performed turn of the nut tests -on tion, then. they le st he nutswere to neds. For the turn three full to ns f No nut tests, the nuts were taken to a snug tight cond additional cracking of the masonry or bending of the plates was noted after the nuts were tightened. If there are any questions, or if we cart be of further, assistance, please call us. Copies to: Addressee (2) WsvPtHt 12.1wn r aeeaKPory Meted nN... en wdcadn el a tewe ar ar osol (etaaM ad 6rty of oefw—deft w+r• TM Obm W- and -1prftrT .d ovaro� to aw Un" erd c.Wft a of me carved Wd a WT -,,,,,,,et Vot s ..0 wrormw U -M M.dwwd Of on, !ndu&n th. s- heo.T.K Y 'w�r.nn. w trvn rmee�+r Mated oro � moot mer °n a[va:WW> o CY • •10/22/2002 23:01 6269674904 PAGE 02 V.11� V J V TURLEY SCOTT INC. eanaulting Job Name �►��'�;01 structural �. angldeei a Job No. III Sheet No. _L -i;-1 7702 North 44th Streak Sub 200 3425 Easl Granl Road Suite 201 Phoenix, Arizona asOM Tucson, Arizona 85718 By �My Date 7/3/02 �t • E02-912.9120 FAX 802-912.9380 520.418.1777 FAX 520.3184)004 "Pep � 51 REc��S r` .SwRLi_ rj(L�►I�l dot 04a��s'�ea ; Tel 0 MOnF�r CAPAC 171'( i1oo7 ►h S�E�L 5�c1-.Exp; vY. •g`t �"�P'. cl J `� P M M - � � C� 5 A �� = ca -7a �-1X �� ., � Cay► _ �� ►� 0-9 .-)1- 1,1/ f x31, ,1(�.�� ACfVAL M�rnEN� =.RMR] 2 -7p w- � F,�rZ, PIE C-nt_CS 10/22/2002 23:01 6269674904 Optional for use only when requested. NOTES: (�) ' (2) 1. PROTO—II. WALL PER PDS. 2. PT ROD EACH SIDE OF DRAINAGE BLOCK. 3. FOOTING PER PDS. 4. BLOCK TURNED SIDEWAYS AT DRAIN 11 LOCATION. IL II II _ II II ' II 11 V6f ss Ns < tp I1 II � I. oy �o a ❑S 4C65Uj II II EXP. 12/31 - q UL -N -oF caul"' (4) (3) SK1 SWALE DRAIN AT PROTO—II STEM NO SCALE , r CARUSO ■ TURLEY ■ SCOTT In INC. CONSULTING STRUCTURAL ENGINEERS , 2702 NORTH 44TH STREET, SUITE 200; PHOENIX, ARIZONA (602) 912-9120 / (FAX) 912-9390 PAGE 03' TIRE JOB NUMBER DRAWN SHEET 02-115-537 SN �� DATE ENCR 9/18/02 JMY GENERAL NOTES 1. THE PROTO-II WALL IS DESIGNED FOR WIND FORCES AS REQUIRED AND APPROVEDBY THE LOCAL JURISDICTION. SEE SCHEDULES FOR EXPOSURE, WIND FORCES, POST TENSIONED ROD SPACING, FOOTING SIZES, ETC. CONTRACTOR IS RESPONSIBLE TO VERIFY REQUIREMENTS WITH BUILDING DEPARTMENT AND OWNER. ALL WORK IS TO BE PERFORMED IN ACCORDANCE WITH THE APPROVED SITE PLAN SOILS REPORT AND/OR APPLICABLE CODE REQUIREMENTS. 2. THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH (LEVEL BACKFILL) ABOVE 1'-4" FOR 4" PROTO-11, 2'-0" FOR 6- PROTO-II, AND 2'-8" FOR 8" PROTO-II AS MEASURED FROM LOW SOIL TO HIGH SOIL. NO SURCHARGES WITHIN 5'-0" OF WALL ARE ALLOWED. SEE DETAIL 10. 3. FOOTINGS TO BE LEVEL. IF GROUND SLOPES THE FOOTING SHALL BE STEPPED. EACH STEP SHOULD PROPER HEIGHT TO FIT BLOCK TYPE USED. ALL EXCAVATIONS SHOULD BE CLEAN AND CONTAIN NO LOOSE EARTH OR FORGEIGN MATTER. 4. SOIL SHALL BE COMPACTED AND HAVE A MINIMUM BEARING CAPACITY OF 1,000 POUNDS PER SQUARE FOOT AND A LATERAL CAPACITY OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. CONTRACTOR TO VERIFY SOIL CONDITIONS PER SOILS REPORT. 5. SOIL SHALL BE WELL DRAINED FOR FOOTINGS AND FOUNDATIONS, USE CONCRETE WITH A MIN. STRENGTH OF 2,500 PSI - TYPE II CEMENT (TYPE V WHERE REQUIRED BY OWNER, SOILS ENGINEER OR JURISDICTION). CONCRETE SHALL BE A MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING. 6. LAP HORIZ. FTG. REBAR 40 BAR DIA.; (LAP = 20" FOR #4 REBAR 25" FOR #5 REBAR. 7. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. (F'M DESIGN CRITERIA FOR BLOCK IS BASED ON 1500 PSI). BLOCK SHALL BE A MIN OF 7 DAYS OLD PRIOR TO ROD TENSIONING. B. MORTAR SHALL BE TYPE S, 2000 PSI MIN. MORTAR MAY BE USED AS GROUT IN 8" HIGH LIFTS. MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING AND 24 HOURS OLD PRIOR TO FINAL TENSIONING. 9. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. HEAD JOINTS MAY BE OMITTED IN FIRST COURSE FOR WEEP HOLES. 10. REINFORCING REBAR SHALL CONFORM TO ASTM A615; Fy = 40,000 PSI. 11. PROTO-II HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES, COUPLERS, NUTS, ALL THREADS, DIRECT TENSION INDICATORS ( A DIRECT TENSION INDICATOR (DTT) IS A COMPRESSIBLE WASHER) AND PLASTIC SADDLES. ALL OF THIS HARDWARE SHALL BE SUPPLIED BY ONLY AN APPROVED PROTO-II LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SHALL BE 7/16' DIAMETER WITH 1/2" ROLL THREADS CONFORMING TO ASTM A615 (FY = 60000 PSI) AND HAVE STEEL CHEMISTRY SO THAT BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT DAMAGE TO THE POST TENSION ROD. AREA OF POST TENSION ROD = .1503 SQUARE INCHES. BEARING PLATES ARE 1/4" THICK (ASTM A36 STEEL) SEE DETAIL 5 FOR WIDTHS. 1'/2" COUPLERS PER ASTM A36 AND THE COUPLER MUST FULLY ENGAGE THE UPPER AND LOWER ROD, FULLY ENGAGED AS DEFINED AS 1/2" MIN. INTO COUPLER. 1/2" NUTS ARE TO BE GRADE 8, PER ASTM A325. 1/2" ALL THREADS PER ASTM A307, GRADE 60. DIRECT TENSION INDICATOR (DTT - COMPRESSIBLE WASHER) IS PER ASTM F929 TESTING PROCEDURES. PLASTIC REBAR SADDLES ARE NON-STRUCTURAL. 12. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER DETAIL 8 AND CONFORM TO ASTM A82 LADDER TYPE, 9 GAGE DIAMETER. LAP JOINT REINFORCING ONE FULL CROSS SQUARE (6" MINIMUM LAP). 13. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2" COUPLERS AND STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. MIN. OF 3" "L" HOOK, .OR "J" HOOK AT ENDOF TENSION ROD. 14. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36' O.C. IN ALL NON-STUCCOED WALLS AND 20' ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. SEE DETAIL 1 FOR ROD SPACING AT CONTROL JOINTS AND WALL ENDS. 15. ALL STEEL THREADS, PLATES AND NUTS SHALL BE APPROPRIATELY LUBRICATED AND FREE OF RUST TO INSURE PROPER TENSIONING. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE. 16. TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION; SEE DETAIL 6, NOTE NO. 3. AT CONTRACTOR OPTION, VERTICAL REBAR MAY BE STABBED DOWN INTO THE DIP, PIER OR CONTINUOUS TRENCH FOOTING AND EXTENDED +/-8" INTO FIRST COURSE OF BLOCK. SEE DETAILS 3 AND 4. 17. A PROTO-11 DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN THE BEARING PLATE AND NUT W/ THE DTI "TABS" FACING UP AGAINST THE BOTTOM OF THE NUT. THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A PROTO-11 APPROVED INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS; METHOD 1; VISUAL INSPECTION OF DIRECT TENSION INDICATOR (DTI), TABS FACING UP AND COLLAPSED AGAINST NUT W/ NO LIGHT LEAKAGE BETWEEN THE PROTO-II DTI AND BOTTOM OF NUT: METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55FT/LBS. (DTI MUST STILL BE PLACED WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK, AND INTEGRITY OF MORTAR JOINTS. AND PROVIDE A SIGNED REPORT TO ALL APPROPRIATE PARTIES. MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. 18. DESIGNS ILLUSTRATED ON THIS PRODUCT DATA SHEET ARE FOR PROTO-11 WALLS AND PROTO-11 • RETAINER WALLS UP TO A COMBINED HEIGHT OF 9'-4". ADDITIONAL SCHEDULES ARE AVAILAB_E FOR PROTO-11 WALLS UP TO 13'-4" HIGH AND HIGHER "HYBRID" PROTO-II WALLS. i PROTO II FENCE WALL SCHEDULE - CALIFORNIA EXPLANATION OF WIND LOAD DESIGNATIONS: WIND LOADS ARE CALCULATED AS FOLLOWS: p=CexCgxgsxl_ p = WIND FORCE IN POUNDS PER SQUARE FOOT (PSF) Ce = EXPOSURE FACTOR, SEE U.B.C. TABLE 16G Cq = PRESSURE COEFFICIENT FOR STRUCTURE - SEE U.B.C./ TABLE 16H (FOR WALL ELEMENTS PRIMARY SYSTEM METHOD 2 Cq = 1.3) qs = WIND STAGNATION PRESSURE, SEE U.B.C. TABLE 16F C = IMPORTANCE FACTOR PER U.B.C. TABLE 16k (FOR FENCES I = 1.0) EXAMPLE: EXP. C 2 70 MPH REFERS TO EXPOSURE C WITH qs AT 70 MPH p = 1.06 x 1.3 x 05 x 12.6) x 1.0 = 13.8 PSF (SEE UBC SECTION 1622) ABOVE 12'-0' p = 1.06 x 1.3 x 12.6 x 1.0 = 17.4 PSF PER 1994/1997 UBC WIND FORCE WALL HEIGHT 4' PROTO II POST TENSION ROD SPACING ON CENTER 6' PROTO II POST TENSION ROD SPACING ON CENTER 8' PROTO 11 POST TENSION ROD SPACING ON CENTER DIP FOOTING ON CENTER SPACING, SEE DETAIL 4 FOR DIP FOOTING PROFILE, SEE DETAIL 3 FOR CONTINUOUS TRENCH FOOTING. SEE DETAIL 3 FOR SECTION. 8.1 PSF 70 MPH EXP B * 3'-4' 8'-0' 8'70' 8'-0' 16'-0' 8' x 13' 4'-0' 8'-0' 8'-0' 8'-0' 16'-0' 8' x 14' 4._8' 8'-0' 8'-0' 8'-0' 16'-0' 8' x 15' 5'-4' 8'-0' 81-0' 8'-0' 14'-0' 8' x 17' 6'-0' 6'-0' 8'-0' 8'-0' 11'-0' 8' x 18' 6'-2' 6'-0' 8'-0' 8'-0' 10'-6' 8' x 18' 6'-4' 6'-0' 8'-0' 8'-0' 10'-0' 8' x 18' 6'-8' 5'-4' 8'-0' 8'-0' 7'-4' 8' x 21' 7'-4' - 7'-4' 8'-0' 6'-0' 8'x 22' 8'-0' - 6'-0' 8'-0' 5'-0' 8'x 24' 8'-8' - 4'-8' 6'-8' 8' x 25' 9'-4' - 4'-0' 6'-0' 8' x 26' 8.8 PSF 75 MPH EXP B * 3'-4' 8'-0' 8'-0' 8'-0' 16'-0' 8' x 13' 4'-0' 8'-0' 8'-0' 8'-0' 16'-0' 8' x 14' 4'-B' 8'-0' 8'-0' 8'-0' 16'-0' 8' x 16' 5'-4' 8'-0' 8'-0' 8'-0' 13'-0' 8' x 17' 6'-0' 6'-0' 8'-0' 8'-0' 10'-0' 8' x 18' 6'-2' 6'-0' 8'-0' 8'-0' 9'-8' 8' x 19' 6'-4' 5'-4' 8'-0' 8'-0' 9'-2' 8' x 19' 6'-8' 4'-8' 8'-0' 8'-0' 6'-8' 8' x 22' 7'-4' - 6'-8' 8'-0' S'-6' 8' x 23' 8'-0' - 5'-4' 7'-4' 4'-8' 8' x 24' 8'-8' 4'-8' 6'-0' 8' x 26' 9'-4' 4'-0' 5'-4' 8' x 27' 13.8 PSF 70 MPH EXP C * 3'-4' 8'-0' 8'-0' 8'-0' 16'-0' 8' x 15' 4'-0' 8'-0' 8'-0' 8'-0' 14'-B' 8' x 17' 4'-8' 6'-8' 8'-0' 8'-0' 10'-8' 8' x 19' 5'-4' 4'-8' 8'-0' 8'-0' 8'-4' 8' x 20' 6'-0' 4'-0' 6'-0' 8'-0' 6'-6' 8' x 22' 6'-2' 3'-4' 6'-0' 8'-0' 6'-2' 8' x 22' 6'-4' 3'-4' 5'-4' 7'-4' 5'-10' 8' x 22' 6'-8' 2'-8' 4'-8' 6'-8' 4'-4' 8' x 26' 7'-4' - 4'-0' S'-4' 3'-6' 8' x 27' 8'-0' 3'-4' 4'-8' 8' x 29' 8'-8' 2'-8' 4'-0' 8' x 30' 9'-4' - 2'-0' 3'-4' 8' x 32' 16.9 PSF 80 MPH EXP C * 3'-4' 8'-0' 8'-0' 8'-0' 16'-0' B' x 16' 4'-0' 7'-4' 8'-0' 8'-0' 12'-0' 8' x 18' 4'_8. 5'-4' 8'-0' 8'-0' 8'-8' 8' x 20' 5'-4' 4'-0' 6'-8' 8'-0' 6'-8' 8' x 22' 6'-0' 2'-B' 4'-8' 6'-8' 5'-4' 8' x 23' 6'-2' 2'-8' 4'-B' 6'-8' 5'-0' 8' x 24' 6'-4' 2'-0' 4'-8' 6'-0' 4'-9' 8' x 24' 6'-8' 2'-0' 4'-0' S'-4' 8' x 28' 7'-4' 2'-8' 4'-8' 8' x 29' 8'-0' - 2'-8' 4'-0' f 8' x 31' 8'-8' - 2'-0' 2'-8' 8' x 33' 9'-4' ' 1'-4' 2-8' 8' x 34' 1 NOTES: 1. FOOTING DESIGN ALLOWABLES: 1000 PSF BEARING, 200 PSF/FT LATERAL. ' 2. MAXIMUM HEIGHT FOR 4' PROTO II = 6'-8': MAX. HEIGHT FOR 6' PROTO II = 10'-0'. MAX. HEIGHT FOR 8' PROTO II = 13'-4' COMBINATION WALLS MAY BE USED. 3. MAXIMUM DIP FOOTING SPACING = 16'-0': MINIMUM SPACING = 3'-4'. TOLERANCE IS 12'± BUT THE NUMBER OF DIP FOOTINGS MUST REMAIN THE'SAME FOR A GIVEN LENGTH OF WALL. 4. POST TENSION ROD IS INDEPENDENT OF DIP OR PIER SPACING. 5. POST TENSION ROD SPACING TOLERANCE IS ±8' BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL MUST REMAIN THE SAME. 6. 13'0 x 3'-6' DEEP CIRCULAR PIER FOOTING WITH 1 #4 VERT; MAY BE USED IN LIEU OF DIP FOOTING SPACING AND SETTING PAD TO REMAIN THE SAME. ' NOTES: 1. POST TENSIONED ROD. 5. PER SPECIFICATIONS - DISTANCE 7. POST TENSIONED ROD SPACING 2. END OF WALL. TO NEXT POST TENSIONED ROD. PER SCHEDULE. FOR SPACING 3. RODS AT 12" EITHER SIDE OF A 6. #4 REINFORCING WITH 6" HOOK PURPOSES, THIS DETAIL, THE CONTROL JOINT OR END OF WALL. INTO FOOTING. BELOW. FILL WITH REBAR SUBSTITUTES FOR P.T. ROD. 4. #4 VERTICAL WITH 6" HOOK GROUT OR 8" HIGH LIFTS OF'MORTAR. 8. NOT USED. IN FOUNDATION. FOR SPACING 6A. POST TENSIONED ROD SPACING PER 9. NOT USED. PURPOSES, THIS DETAIL, THE REBAR . SCHEDULE BUT NOT TO EXCEED_ 10. NOT USED. SUBSTITUTES FOR P.T. ROD. 4'-8" ON EITHER SIDE OF THE 11. PROTO II WALL. CONTROL JOINT OR END OF WALL. 12. 16" MASONRY PIER WITH 4 #4 VERTICAL AND 1 #2 TIE AT (1) (6) TOP OF PIER. 6A' (6) (6)lq OEND OF WALL 6A 6A _ �q CONTROL JOINT SPEC. r(3) MASONRY NOTE:' CONTROL MAKE A CLEAN VERTICAL JOINT BREAK OF ALL MATERIAL IN CONTROL JOINT. gO CONTROL JOINT SPEC. 1 SPECIAL WALL CONDITIONS AND OPTIONS. (1) 12" OEND OF WALL _ 2) OEND OF WALL t2 13. 12" SQUARE MASONRY PIER WITH. ' 1 #5 VERTICAL. 14. LINE OF FOOTING BELOW. FOOTING AT PROTO II WALL PER PLANS AND SCHEDULES. FOOTING AT PIER SHALL BE 12" THICK AND 4" WIDER ALL AROUND THE PIER. 15. RUN HORIZONTAL JOINT REINFORCING THROUGH PIER STOP AT FACE OF PIER AT CONTRACTOR'S OPTION. 16. ALL VERTICAL MASONRY PIER REINFORCING 'SHALL HAVE 6' HOOKS AT BOTTOM. AND EXTEND A MINIMUM OF 8" INTO FOOTING. NOTE: • SEE 8" ROD VARIANCE SPEC AT NOTES NO. 5 AT BOTTOM OF WALL SCHEDULE. 8" VARIANCE APPLIES TO ALL RODS EXCEPT THOSE AT CONTROL JOINTS AND END OF WALL ORETURN CONDITIONV,�,_ (15) - - (6) (1) Og RETURN CONDITION (1)o0 o 00 N "12 0 1. f • AT CONTRACTORS OPTION, THE WALL ' EXPANSION JOINT MAY OCCUR AT THE FACE OF THE PIERS AS SPECIFIED IN GENERAL NOTE 14. 1 (1 (15) L- - - - - - - - 12" 12" (12) (14) (16) 12" A NO SCALE NOTES: 1. POST TENSION ROD. 2. NUT. / 3. \ COMPRESSED DTI INDICATOR - NO LIGHT PASSES BETWEEN BOTTOM OF NUT AND DTI WHEN PROPERLY TENSIONED. 4. TOP PLATE. 5. COLLAPSIBLE TABS. A. PROTO-II DTI TO BE USED AT EACH TENSION ROD, TABS FACING UP AGAINST BOTTOM OF 1/2- NUT AND TABS COLLAPSED TO ACHIEVE TENSION. B. DTI IS ONE OF TWO APPROVED METHODS OF PROTO-II (5) TENSIONING. OTHER OPTION OF TENSIONING IS TORQUE TO 55' FT/LBS USING A CALIBRATED TORQUE WRENCH DTI MUST STILL BE PLACED ON ROD IF USING TORQUE WRENCH METHOD. SEE GENERAL NOTE 17. (3) PLAN VIEW C. APPROVED SPECIAL DEPUTY INSPECTOR WILL PERFORM A VISUAL INSPECTION WHEN USING THIS METHOD TO CONFIRM THE DTI IS COLLAPSED WITH (2) NO LIGHT LIGHT LEAKS BETWEEN THE TABS AND BOTTOM OF NUT. IF USING TORQUED WRENCH METHOD, DEPUTY INSPECTOR WILL CONFIRM WALL IS TORQUED TO 55 FT/LBS. AND VISUAL INSPECTION OF DTI IS NOT REQUIRED. D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTION PERFORMED BY ONE OF THESE TWO METHOD, BY AN APPROVED SPECIAL DEPUTY INSPECTOR. .SECTION INSPECTOR TO PROVIDE A COMPLETED REPORT .TO LISTED PARTIES. DTI INDICATOR (DIRECT TENSION INDICATOR) �J NO SCALE r,.0 1� (2) (2) (3) (7A) Y o y �Y (4) (5) (10) 49) � )) NOTES: 1. 4" NOMINAL (3 5/8" ACTUAL) OR , 6" NOMINAL (5 5/8" ACTUAL) OR 8" NOMINAL (7 5/8" ACTUAL) MASONRY. 2. HORIZONTAL JOINT REINF - SEE NOTE #14. ' 3. #4 CONTINUOUS AT 4" &'6n PROTO II #5 CONTINUOUS AT 8" PROTO-11. 4. CONCRETE SETTING PAD. NO VOIDS OR ' HONEYCOMBING OF CONCRETE AT JUNCTION OF POST TENSION ROD AND REINF. BARS ALLOWED. PROVIDE CONSOLIDATION OF ' CONCRETE VIA VIBRATION, RODDING OR OTHER APPROPRIATE MEANS. 5. DASHED LINE INDICATES LINE OF DIP FOOTING OR LINE OF CONT TRENCH FOOTING. , 6. DEPTH OF CONTINUOUS TRENCH FOOTING.. 7. * 8" AT 4" AND 6" PROTO II. 7A. FOR 8" WIDE WALLS USE 10" WIDE FLANGE; 6" DEEP AT TOP OF FOOTING. 8. 3" MORTAR COVER AROUND COUPLER AND/OR POST TENSIONED ROD FOR , CORROSION PROTECTION AT FIRST COURSE. 9. VERTICAL REINFORCING AT' TRENCH, AND DIP FOOTINGS .FOR WALLS OVER 6'-0" ' HIGH. USE #4 x AT THEENTER 6" AS STRAIGHT "J" OR "L" OK��REQUIRED OF, EACH DIP FOOTING AT DIP FOOTING DESIGN. REBAR SPACING IN TRENCH FOOTING FOR WALLS 6'-8" TO 8'-0" SHALL MATCH ' SPACING OF DIP FOOTINGS. ABOVE 8'-0" AND WHERE DIP FOOTING SPACING NOT AVAILABLE, SPACE VERTS AT 24" O.C. MAX. 10. A CONTRACTOR OPTION IS TO STAB THE #4 VERTICAL REBAR DOWN INTO THE DIP, PIER OR CONTINUOUS TRENCH FOOTING AND EXTEND, IT +/-8" INTO THE FIRST COURSE OF BLOCK. TYPICAL WALL SECTION AT DIP FOOTING AND TRENCH ' FOOTING - NO SCALE i cl 1 ♦ 1%-i v 16" MIN. DIP FOOTING PROFILE (5) n NOTES: 1. PROTO II FENCE WALL. 2. 3" MORTAR COVER AROUND COUPLER AND/OR POST TENSIONED ROD FOR CORROSION PROTECTION. 3. 7/16" DIA FULL HEIGHT POST TENSIONED RODS WITH 3" HOOKS. ROLL THREADS AT TOP FOR NUT ATTACHMENT. 4. CONC. FTG. — NO COLD JOINTS PERMITTED. 5. TRENCH MAY BE OVER EXCAVATED AS SHOWN— FILL W/ COMPACTED FILL OR CONCRETE. 6. 13"o x 3'-6" DEEP CIRCULAR PIER FTG. MAY BE USED IN LIEU OF DIP FTG. SPACING AND SETTING PAD TO REMAIN THE SAME. . 7.. NO VOIDS OR HONEYCOMBING OF CONC. AT JUNCTION OF POST TENSION ROD AND REINFORCING BARS ALLOWED. PROVIDE CONSOLIDATION OF CONCRETE VIA VIBRATION, RODDING OR OTHER APPROPRIATE MEANS. 8. VERTICAL FOOTING REINFORCING AT WALLS - OVER 6'-0" HIGH USE #4 x IN CENTER OF STRAIGHT "J" 6'24" DIP OR PIER. OR "L" OK 9. THIS DETAIL SHOWS THE POST TENSION ROD CENTERED IN THE DIP FTG. — HOWEVER THE POST TENSION ROD SPACING IS INDEPENDENT OF THE DIP - FTG. ' AND THEY DO NOT NEED TO LINE UP. 10. NOT USED IN WALLS 6'-0" AND UNDER. 11. VERT. REINF. REQ'D WHEN USING CIRCULAR PIER DETAIL IN LIEU OF "DIP". SEE NOTE 6 BELOW WALL SCHEDULE. 12. A CONTRACTOR OPTION IS TO STAB THE #4 VERTICAL REBAR DOWN .INTO THE DIP, PIER OR CONTINUOUS, TRENCH FOOTING AND EXTEND IT +/-8" INTO THE FIRST COURSE OF BLOCK. NO SCALE X KLAN TOP OF FENCE DETAIL . r r r r .r . r NOTES: ' 1. FILL CAP BLOCK WITH MORTAR. IMMEDIATELY "FLIP" ONTO ROD. , 2. CAP BLOCK OF SUFFICIENT SIZE TO COVER -PLATE AND ROD. 3. STEEL PLATE SIZES: A. 4 PROTO II: 1/4" x 3 x 6 B. 6" PROTO II: 1/4" x 4 1/2" x 6" C. 6" SLUMP PROTO. II: 1/4" x 4" x 61 D. 8" PROTO II: 1/4" x 6 1/2" x 8" STEEL PLATES TO BE PLACED AT ' THE EDGE OF THE CELL SO THAT THE PLATE BEARS FULLY ON - THREE SIDES EXCEPT AT 8" PROTO II ' WHERE THE STEEL PLATE SHOULD BEAR ON ALL FOUR SIDES. 4. CONTINUOUS HORIZONTAL JOINT , REINFORCING PER NOTE #12. 5. CENTER WEB BELOW. i r . 1 1 NO SCALE r' U NOTES: J 1. PROTO II WALL. 2. 3" MORTAR COVER AROUND COUPLER AND/OR POST TENSIONED A ROD FOR' CORROSION PROTECTION. .1 3. 7/16" DIA FULL HEIGHT POST TENSIONED v RODS WITH 3' HOOKS. ROLL THREADS AT TOP FOR NUT ATTACHMENT. NO VOIDS OR JUNCTION OF POST TENSION ROD AND REINF. BARS ALLOWED. PROVIDE CONSOLIDATION OF Ail CONCRETE VIA VIBRATION, RODDING (2) OR OTHER. APPROPRIATE MEANS. 4. THICKEN FOOTING TO . PROVIDE 3" MIN. li COVER AS REQUIRED AROUND ANCHOR BOLT. 5. (3) ry SEE SCHEDULE AND OTHER DETAILS. (4 ) e J FOOTING ELEVATION . AT POST TENSIONED ROD NO SCALE r U w 0 a w w N I J -J w U z w LL - 0 0 0 (4) (7) (5) PLACED AT ANY LOCATION ON THE 2) TOP OF THE RETAINING WALL ' (FLUSH OR CENTERED) BUT THE POST TENSIONED ROD SHALL AT , ALL TIMES BE PLACED BETWEEN THE 2 REINFORCING BARS AT THE TOP OF THE RETAINING WALL. PROTO II WALL CONNECTION TO TOP OF CONVENTIONAL MASONRY RETAINING WALL NO SCALE (1) NOTES: 1. PROTO II FENCE WALL PER ' PRODUCT DATA' SHEET. A. PROTO II TENSION ROD SHALL BE , 7/16" DIA STRAIGHT, THREADED BOTH ENDS AND SHALL HAVE MIN. 12" EMBED INTO MASONRY ' RETAINING WALL WITH PLATE WASHER. 2• SOLID GROUTED RETAINING i WALL. DESIGNED BY OTHERS. INSTALLER TO VERIFY RETAINING WALL DESIGNED BY OTHERS WILL ' SUPPORT THE PROTO II FENCE WALL ABOVE. 3. FINISHED GRADE. , 4. 2 #3 MIN. IN BOND BEAM - LAP 20" WHERE OCCURS. 5. BACKFILL SHALL BE NON - EXPANSIVE SOILS. SEE SOILS REPORT. 6. COUPLER IF PARTIAL HEIGHT ROD IS , USED IN LIEU OF FULL HEIGHT ROD. 7. 1/4"xl%2" EMBEDMENT PLATE WITH 1/2'' NUT ABOVE PLATE AND 1/2" COUPLER 6). BELOW PLATE (OR (2) 1/2" NUTS). 3) NOTE: PROTO II* FENCE WALL CAN BE (5) PLACED AT ANY LOCATION ON THE 2) TOP OF THE RETAINING WALL ' (FLUSH OR CENTERED) BUT THE POST TENSIONED ROD SHALL AT , ALL TIMES BE PLACED BETWEEN THE 2 REINFORCING BARS AT THE TOP OF THE RETAINING WALL. PROTO II WALL CONNECTION TO TOP OF CONVENTIONAL MASONRY RETAINING WALL NO SCALE 00 1,- 00 2 00 3 00 4 00 5 0o 6 00 7 00. 8 00 9 r (2) NOTES: 1. TOP OF FOOTING. 2. PROTO 11 -WALL = VERTICAL POST TENSIONED ROD NOT SHOWN FOR CLARITY. 3. 8" HIGH COURSES ARE .SHOWN IN DETAIL. OTHER BLOCK -SIZES, MAY BE USED AS REQUIRED BY THE FENCE WALL DESIGN. { HORIZONTAL .JOINT REINFORCING (REF. GENERAL NOTE #12). 1• 'HORIZONTAL JOINT REINFORCING SHALL BE PLACED AT THE MORTAR JOINTS #2 & #3 BELOW THE PLATE WASHER AND F 2'-0" O.C. THEREAFTER UNTIL THE TOP OF FOOTING IS REACHED. (e.g. A NOMINAL 6'-0" HIGH WALL WOULD HAVE JOINT REINFORCING IN A TOTAL OF THREE COURSES). "(1) " 1 I VI HORIZONTAL JOINT REINFORCING v NO SCALE (6) (7) IU UATI-16-II 20" NOTES: 1. FENCE WALL - DETAIL NOT ' SHOWN FOR CLARITY. 2. FINISHED GRADE. 3. ' NO SLOPING ADJACENT GRADE ALLOWED. 4. FACE OF FOOTING TO TOP OF r SLOPE. 5. BOTTOM OF SETTING PAD. 6. SEE SCHEDULE FOR WALLS ' UP TO 6'-0" HIGH. 7. SEE SCHEDULE FOR WALLS ' ABOVE 6'-0" HIGH. NOTE: ' THIS DETAIL DESCRIBES THE MINIMUM DISTANCE REQUIREMENTS FOR THE LOWEST FOOTING EDGE ' TO FINISHED GRADE. UP TO 6'-o OF DIP OR MINIMUM DEPTH OF '. ' , ' 6" 15" , y 5-0" TO DAYLIGHT DETAIL FOR FOOTINGS ' SCHEDULE FOR WALLS ADDED DEPTH OF ' DIP OR TRENCH FOOTING. FACE OF FOOTING MIN. DEPTH 0" 0" TO TOP OF SLOPE. OR TRENCH FOOTING 13" DIA PIER 12" OR MORE 2'-4" 12" 3'-6" 6 18 3'-10" 3" TO 5"' 2'' 10' 4'-0" SCHEDULE FOR WALLS ABOVE 6'-0" UP TO 9'-4" FACE OF FOOTING TO TOP OF SLOPE. ADDED DEPTH OF ' DIP OR TRENCH FOOTING. OR ADDED DEPTH OF 13" DIA PIER 36" OR MORE 0" 0" 30" 6.. 24" g" 12" 15" 6 18 18 3" 20.. NO SCALE f5) NOTES: 1. GROUT SOLID ONLY AT POST -TENSION ROD CELLS BELOW GRADE. 2. LOW SOIL. 3. CONCRETE FOOTING. 4. HIGH SOIL. 5.- PROTO II FENCE WALL. 6. * 1'-4" MAX. AT 4" PROTO II. * 2'-0" MAX. AT 6" PROTO II. * 2'-8" MAX AT 8" PROTO II. 7. A MODIFIED 6" THICK PROTO II WALL MAY BEGIN WITH A SOLID 8" HIGH GROUTED COURSE OF 8" BLOCK. THE SOIL RETAINAGE MAY THEN INCREASE TO 2'-8". FOR 8" WIDE WALLS USE A 10" WIDE FLANGE, 6". DEEP AT TOP OF FOOTING. ROD SPACING -AND FOOTING SELECTION NOTES A. FOR ALL RETAINING CONDITION EXPOSURES B AND C WITH LESS THAN 6'-0" FENCE ABOVE (2) ASSUME A MINIMUM FENCE HEIGHT "F" OF 6'-0" (H MIN = 6'+"R"). (EXAMPLE: FOR 1'-4" RETAINING AND A 4'-0" HIGH FENCE WALL, H=6'-0"+1'-4"= 7'-4" USE 7'-4" SCHEDULE DESIGN.) B. FOR ALL EXP C CONDITIONS WITH 6'-0" WALL (3) OR GREATER USE SCHEDULE WALL HEIGHT "H". C. FOR ALL-' EXPOSURE B CONDITIONS USE SCHEDULE WALL HEIGHT = "H"+8". (EXAMPLE: FOR 2'-0" RETAINING (R). AND 6'-0" FENCE (F), -USE SCHEDULE WALL HEIGHT = "R"+"F"+8" = '8'-811). D. NO SURCHARGES, PARKING, STRUCTURES, ` ETC. WITHIN 5-0" OF RETAINING WALLS. DETAIL AT SOIL RETAINAGE NO SCALE