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BP-03-1814• Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspe( n Nu 0 Permit Numl< 2 I 4 Inspection Date: 04/10/2007 Inspector: Grande, Claudio Owner: PADILLA, ORESTES Job Address: 1255 93 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: FLORIDA SOLUTION POOL & SPA, CORP CL Block: Permit Type: Imported Permit Inspection Type: Final Work Classification: <NONE> Phone Number Parcel Number 1132050270090 Lot: Building Department Comments NEW SWIMMING POOL i tC),/ APR 1 1 2007 q Inspector Comments Passed / 1/ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, April 9, 2007 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle Owner's Name (Fee S' Owner's Address ' City \\( i 1 11 Permit No. Master Permit No. ,�� tQ C\f ay t) ,,,cc) Electricatio mbing Mechanical Roofing le Titleholder) Lu' S Q ekc \ 1\ o\ Phone #( -3C9 5S NE, c\`' State �C 1 Name Phone # Job Address (where the work is being done) lass NF_ q County Miami Dade Zip 33 l3 037 C45- - /36-s) Phone # L_9\ S9) q■Sl —00AG. City Miami Shores Village Is Building Historically Designated YES NO Contractor's Company Name � �1r° OM) cv Spo Contractor's Address C(�oL\ '\ Y City \•C C cv-- State \ Zip '3 203 Qualifier C) hC C\,cA9t' \\ Architect/Engineer's Name (if applicable) U I E n.QQ.,c\ c‘l Phone s,.) aa6 a S 634, For Permit' 1. s �'3- Square Footage Of Work: 110 3 5 R° $ Value of Work Fo this � � yyppe of Work: Addition ❑ teration LyIN ❑ Repair/Replace Describe Work: ��� � 7/ /� ..Pj s `..ikYt : t9ritkititiiY 8r.: Y5tiriririgF,tak _srxwtaerc.: xxx . -: - xs �a� A :. �. 1 l3 Submittal Fee $ ermit Fee • �'ir CCF $ ,.�%� ,�� �!�' �' �- Notary $ Training/Education Fee �' �' Technology Fee $ a! g.`"J eowc. ""°° Scanning $ ot2e"-- Radon $ It Bond $ 3 ®..' Code Enforcement $ Structural Total Fee Now Due $ (Continued on opposite side) ( t , • , DATE '' klat RECEIVED FROM \\03 riLli VPDCO3 -- \ I 4 SFF`oT RENT ill . CASH RE Vam atcK 00403 1,1120403 1511 MC401 0146 CASH attaftraa 1 rX (ThMONEY ' - - , ' te . 4 (-7r ORDER d BY 'L..,, 112i llation has • .....„-- —.4...,. regulating I ' i 1 1 - consuncuurrmrtusjunsarcuon. runmerman- ci-trattlepiate permit must be secured for FLECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC No. - 61-0 1$440,.ctl DOLLARS ACCOUNT PAYMENT BAL. DUE OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first • o which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection wi igOtt, pproved and a reinspection fee will be charged Signature s- Owner or Agent Contractor The foregoing instrument was acknowledged before me this //* The foregoin instrument was acknowledged before me this/7 day of // .20 by day of 20 Q7, by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. N ¶ PUBLIC: Si _Alf 4. NOTARY PUBL if Sign: Print: Print: FAN! My 'res. ":)151.• • BOWED THRI I TROY FAIN INSURANCE, INC lily 9, 2005 My f s nunissio 4 .17:1,1r COM MISSIjOuNly#9 D200003:992 EXPIRES. ** =1*Zalia**V.Ac***** - (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. ************************************************************************************************************ i)14 10$43 Sirt41 Plans Examiner APPLICATION APPROVED BY: Chc 10/14/03 Nov 2 2 2004 Engineer 7/(<-; Zoning • JOB ADDRESS APPLICANT PHONE # APPLICATION SHEET OF MISCELLANEOUS CRITIQUE SHEET )l Gtcotfcri Pool PERMIT NO. ADDRESS: MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMENT' SECTION BY DATE ZONING ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTURAL BUILDING OFFICIAL 1. Subject to compliance with all Federal, Stater. County.V fags Ades snd regulations. Vgiage assumes no responslblllty for accuracy oflor results from these plans. 2. This copy of plans must be ivalIstdo on building site or no Inspection *dl be conducted. DATE BMA V CJ COMMENTS /1/4./4_:? 6) it/4v .5 e.,/,P5v • E 'o L YI)--"ldY POOL REOIMP1<MENTS0 SELF-CLOSING/ SELF- LOCKING GATES REQUIRJD FENCE: 4° HIGH (MIN.) AND NON- CLIMBARLE . IF NEIGG-iBOHS REMOVE FENCE/ WALL, OWNER MUST REPLACE WIT C-4 A 4° FENCE ON OWNER'S PROPERTY 1///ce/ay fr 0r rt -f tr �ot, I/er —Fraefrt ( e,r-iOtIe_ -From 5-4us wy ca-ldWtf -LS' FA-OK1 FlQO6J1 N INITIALS /91 cSIte:Villar BUILDING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138 -2382 TELEPHONE (3051 795.2204 FAX (3051 756 -8972 NOTICE OF REQUIREMENTS RESIDENTIAL SWIMMING POOL, SPA AND HOT TUB SAFTY ACT I (We) acknowledge that a new swimming pool, spa or hot tub will be constructed or nstalled at ' Miami Shores,, Fl., and hereby affirm that one of he following methods will be used to meet the requirements of Chapter 515, Florida Statutes. ;please initial the method(s) to be used) The pool will be isolated from access from the ure that meets the pool barrier requirments of : �'�`. � •29; The pool will be equipped with an approved safty c complies with ASTM F1346 -91; _1_ All doors and windows providing direct access from the home to the pool will be equiped with an exit alarm that has a minimum sound pressure rating of 85 decibels at 10 feet; All doors providing direct access from the home to the pool will be equipped with self - closing, self - latching devices with'release mechanisms placed no lower than 54" above the floor or deck; I understand that not having one of the above installed at the time of final inspection, or when pool is completed for contract purposes, will constitute a violation of Chapter 515, F.S. and will be considered as committing a misdemeanor of the second degree, punishable by fines up to $500 and /or up to 60 days in jail as establis •�i /' hapter ?75, F.S. CONTRA • 'S SIGNATURE & DATE CONTRACTOR'S NAME (PLEASE PRINT) - omi • rcta ':*: MYCOMMISSION# DD032992 EXPIRES July 9, 2005 BONDED THRU TROY FAIN INSURANCE, INC OWNER'S S NATURE & DATE, Naomi Garcia MYCOMMISSION # DD032992 EXPIRES July 9, 2005 RONDO 'MU TROY FAIN INSURANCE, INC. �YV $I pBi /OBI eORIUp Miami Shores Village Building Department 7/31/2006 10050 NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756 -8972 To: Current Owner 1255 NE 93 Street Miami Shores Village, FL 33138- Permit: BP2003 -1814 Address: 1255 NE 93 Street Miami Shores Village FL33138- Date Expired: 04/22/05 Dear Sir or Madam In order for us to serve you better, we need to keep our files up to date. Our records indicate that the above reference Permit has expired. The Building Department has determined that the work applied for has been completed with out the required inspections and it has been more than 180 days since your last approved inspection and thus your permit has expired as per Sec. 104.5.of the Florida Building Code. You are required to renew your permit and schedule all required inspections. In the event you do not comply with the requirements herein, the Building Department will file a complaint with Miami -Dade County Building Code Compliance Office for possible disciplinary action against your licensed contractor And /or if permit was obtained by the home owner the requirements of the Unsafe Structure Code of Miami Dade County Sec. 8 -5. (3) will apply. "The building shall be presumed and deemed unsafe and a permit shall be obtained to demolish the structure or bring the building in to compliance with applicable codes as provided herein." Please contact the Building Department, immediately upon receipt of this letter. Since y, ce9 Mabel Vargas Administrative Assistant U.S. Postal Service,. DERTcMaiEQiy; No REC geProvided) For delivery information visit our websiteat www.usps.como OFF 1C A U E Postage Certified Fee Fee (Endorsement Required) Restricted Delivery Fee (Endorsement Required) Total Postage & Fees Postmark Here See Reverse for Instructions SWIMMING POOL OWNER'S CERTIFICATION. Miami Shores Village Building and Zoning Department Attention: Building Official I certify that I am the legal owner of the property described as 1 ass N qS located at Miom shocQS In accordance with Section 33- 12(f), Code of Metropolitan Dade County, I certify that I understand and agree that the swimming pool to be constructed at the above address cannot be used or filled with water until a separate permit has been obtained for an approved safety barrier, and such barrier erected, inspected and approved. I further understand that this certification, however, does not eliminate the need for obtaining a permit and erecting an approved barrier prior to final inspection and use of the pool. Legal Owner Note: This certification is to be submitted with a swimming pool permit application in duplicate. • iami JJhoreo (Vittage X =STATE OF FLORIDA) COUNTY OF DADE) AFFIDAVIT- The undersigned Affiant, tkA Paji 1 ID , does hereby attest that the ((property owner) _TO I �,f9-Z (name of surveyor's company) performed on C J- .r is an accurate representation of the existing conditions and (. . to o survey) locations of all structures on the property as of this date. The purpose of this Affidavit is to induce Miami Shores Village to issue a building permit for the attached survey, performed by property without first providing a survey less than six (6) months old. The Affiant, as property owner, further agrees to remove or obtain permits for any structures which now may exist on the property which are not permitted or which may violate zoning or building code regulations. The Affiant further understands that the existence of any such structures may affect final inspections as applicable to 10" permits.. Further, Affiant sayeth naught. f / Ilia Affiant/Property wner si,� //I) Witness(sign an print • SWORN TO AND SUBSCRIBED before me this t s day °fit w Affiant is personally known to me, produced as identification. Naomi Garcia. MY COMMISSION # DD032992 EXPIRES July 9, 2005 BONDED TNRU TROY FAIN 'NUT ANCR INC Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 12 /6/2004 Applicant: ORESTES Owner: PADILLA JOB ADDRESS: 1255 NE 93 Building Permit Permit Number: BP2003 -1814 Contractor FLORIDA SOLUTION POOL & SPA, CORP Local Phone: Parcel # 1132050270090 PADILLA ORESTES ST Contractor's Address: 6640 SW 18 ST Legal Description: 5 53 42 BAY LURE Page 1 of 2 PB 44 -63 LOT 7 LESS WLY25FT & LOT 8 LESS ELY25FT Fees: FEE2004 -11765 FEE2004 -11766 FEE2004 -11767 FEE2004 -11769 FEE2004 -11770 FEE2004 -11771 FEE2004 -11772 FEE2004 -11773 FEE2004 -11780 FEE2004 -12183 Description Building Double Fine Fee CCF Training and Education Fee CO /CC Technology Fee Scanning Fee Radon Builders Bond Code Enforcement Fine Submittal Fee Total Fees: Amount $1,290.00 $13.20 $4.40 $50.00 $32.25 $60.00 $10.35 $300.00 $100.00 ($300.00) $1,560.20 Total Fee4$1,560.20 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 5/2/2005 Construction Value: $21,500.00 Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FOIST INSPECTION PERMIT NO. TAX FOLIO NO. STATE OF FLORIDA COUNTY OF MIAMI- DADE'» THE UNDERSIGNED hereby gives notice that improvements will be grade to certain real property, and in accordance with Chapter 713, Florida Statutes, the faaowing-information Is provided in this Notice of Commencement. CFN 200580175 3 99 OR Bk 23103 Pa 2888; pipe) RECORDED 02/22/2005 15:09:17 HARVEY RUVIN, CLERK OF COURT I'IIAIII -LADE COUNTY, FLORIDA LAST PAGE p c. and street/ ddress: /2 455 , 2. Description of improvement ez- 3.Owner(s) -name and address: J . j � �2t� 1 sa'�- .�9/�!.��✓LL% C/- rat /4J interest in property: Name and address of fee simple titleholder: 4. Ccntractor'snarne and addresses�:'''' 5. Surety: (Payment bond required by owner from con Name and address: Amount of bond $ 6. Lender's name and address: 7.. Persons Within-the state of Florida designated by Owner upon whom n • 1 * or other docurrients may be served: as provided by Sean 713.13(1)(a)7., Florida Statutes, Name and address: 8. In addition to himself, Owners designates the following. persons) -to receive a copy of the Lienor'ss Notice as provided in Section 713.13(1Xb), • • . Statutes Name and address: 9. Expiration d e of this Notice of encernent (the a 4 • .11 . ..� A, e ,, ornmer_465.-,� 0, f Owruer I ens Name ?� � Prepared by ( g date Is 1 year from the date of recording unless a Signature Print Sworn to and subscribed before me this de " day of Notary Publi Print Notary' My commiss 20 ds Address: i • Q".i 1 25 9Lib_73 9f4" f,/'6/ ' /z 149.2605 _ TO CONTRERAS, F.E. i O66 S.W. 44 STREET MIAMI, FLORIDA 33155 TEL: (305) 663 -0543 FAX: (305) 662 -2157 March 23, 2005 MR. & MRS. PADILLA 1255 N.E. 93RD STREET MIAMI SHORES CITY OF MAIM! SHORES ATT: BUILDING DEPARTMENT Re: Piling certificate for residence located at above reference address. With permit no.: BP03 -1333 620r ct Pc' As per a visual inspection I hereby attest that all piles where driven as Engineers & Testing Consultants, inc., recommendations dated July 31,2003 roved plans and All State If you have any further questions or comments, or if we can be of any further assistance, please do not hesitate to contact this office. Sincerely, oo MIAMI —DADE COUNTY BUILDING DEPARTMENT 11805 SW 26 Street MIAMI, FLORIDA 33175 NOTICE -TO -DADE COTJNTY BUILDJNG DEPART141ENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER, THE FLORIDA BUILDING CODE I (We) have been retained by to perm special inspector services under the Florida Built* Code at the 1255 NE 93rct 51 . prey on the below listed structures as of 3/30/04 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: DSPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 E] SPECIAL INSPECTOR FOR TRUSSES OVER 35FT LONG OR bFT HIGH 2319.17.2.4.2 ['SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 SPECIAL INSPECTOR FOR STEEL. CONNECTIONS, FBC 2218.2 SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHI LENTS PER FBC 1927.12 ❑ SPECIAL INSPECTOR FOR C7 / D ,5.0.'J'- Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection's A r: 4-!/ / ?I L1/ 7-✓�x 1 �'i.' r2 .\ ( 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program successful completion of the NC2;ES Fundamentals Examination; or registration as building inspector or general contractor. I, (we) will notify .Miami Dade County Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each Willing must be displayed in a convenient location on the site for reference by the Miami-Dade County Building bent Inspector. Ail mandatory as reed by the Florida Building Code, must be perforated by the County. The County building inspections mast be called for on all mandatory inspections. Inspections performed by the Spedal Inspector hired by the Owner are In addition to the ?navrdarory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Btdlding Inspector at the time of final insertion the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accord a}tce with the approved plans. Signed and Sealed Date: Engine rchitect Name �'/ j '�i 4 7 iW)`f ' ` Address Phone No.- 0 ° "3- tr2 Special Isupecto(BC) Log doc Rev. 02128/02 nnecgci.gnE Jas diiO :SO SO BO JeW J 11,11111, 111. Testi= Laboratories- ExigiaeeTs- Inspoctiea Seroiees- Cl Drilling- Environmental Hialeah, July 31, 2003 Orestes Padilla 1255 NE 930 Str t Manzi Sly, Florida 33138 RE: Subsurface investigation for Patinas Residence kited at 1255 NE 93rd Street., Miami Shares, Florida Dear Sir Pursuant to your request, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC„ conducted a sub-surface it vesisit on at the above referenced ptr ect The investigation was performed on July 30, 2003. The purpose of the investigation was to develop information about the site and subsurface conditions existing in the vicinity of the proposed site. To achieve the desired objective three (3) standad penetration test borings were performed and the logs are enclosed in this mart. TEST METHOD The borings were conducted in accordance with procedures outlined for standard penetration tftt and spit spoon sampling of soils by ASTM Method D-1586. A two (2) feet long two (2) inches 0.o. Spilt Spoon Sampler was driven into the ground by successive blows with 14401 b. Hammer ing 'thy (30) inch. The soli eatnpler was dose two (2) feet at a time then extracted for examination and classification of the retained spun stele. The numbers of blows required for one (1) foot penetration of the sampler is designated as *N" (Known as the standard penetration resistance value). The "N" Value provides an indication of the relative den* of tvort-callestve soil and' to minsistancy of cohesive soils. Suiable Con' one are applied to this minter in order to include the effects of soil overburden pressure and other factors. A general evaluation of soils is made from the establehed correlation n between "N" and the relative density or consistency of soils. "West 1ftk Street, bale ek, Merida. 33016 P.O. Box 66116isaleak Florida 33810 Phan= (305) 0e0-3313 Fa (305) 888.4443 1.7 i "C. ` alt e•d_ nn4S9SLSOE al ?;, 1:R !-'ldtt:a i 11117. . • Y Jas0 dbO :SO So Bo Jew Page Tufo July 31, 2003 ALTERNATIVE 11. PIN PILES, Pin piles are a feasible alternative. The capacity of these plies is essentially developed in tip bearing. The analysis for this foundaton system consisted of determining a pile capacity for specific pile size and depth of installation. The relationship obtained is as follows; ALLOWABLE feta PROPOSED LENGTH BEARING CAPACITY 31' 14' 5 Tons Large grout volumes, possibly up to twice (or more) or the theoretical pile volume, may be required for proper auger cast pile installation. A minimum of three (3) inc or pies should idly be driven (installed) at strategic locators In order to verify the suggested pile length. The entre pile dry j nstalationj operation should be properly monitored and performed in accordance vlth the mfevent local and state raruinerents. The proposed length is based on the existing surface at the time of drilling. CONCLUSION: Rego of the thoroughness of our geat chnica! exploration there is always a possibity that errs between brim may be different from those at the test roc attons..Theretare , should any subsoil coition different from those reported in our boring logs be encountered during construction, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., should be notified immediately. This report was prepared exctusaveiy for the use of Orestes Padua. The won provided by ALL STATE EPGS11EEBING AND TESTING CONSULTANTS, INC., are based solely on the information presented in this report. As a mutual protection to clients, the pubic and ourselves, ail reports are submitted as the con idenbal property of cfients, and authorization for publication of statements, CDIVIUSIOIY3 or extracts from or regarding our reports is reserved Parting our written approval. We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any questiotns or comments pertaining to this report. y Yours Waseem Quadri, P.E (Threshold 1154 ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. WWtrt. JULY2003-135/137 nni.f OC) CnP 5:iiiitaut3u: aTZ,; I;? 0431:11l iCOi 'r :.ew 0:o .".• 71:2t 1 ; .1. LY te I t .1. :•—•.4 • : .•••••• 1 rm 444 • • 1: '° NEW 12':Dt44. (4%04:Ay P11,E •ifof tOatt4 p,t7i• --*** • f! kV 60 fh tt 10V• (Ji.4j4 44I eA *sr ot 01,31.441,41k*.X.1 444 >w. Pog wor,001-0.....rem••••01 Wtilort4.15•11A.T 744 • r v:a.. tr *At 1141f. itEkti SC.IIEWS 02.$ - 4114 d2W. OW•We.44 WMIX41 •Mi. lit: S4gi :1W.; 1341/0491.11 WW£ 1144 tanCIPANVeltr=b441.144:W .\\ ;1Iruz47; •• • .iIl 444A ,.....„,.....,..A.,!,--';‘4....4". 1:,..-:.....,-4.:, T 'T • " • ..: • • 4 • , .. A • -, •.•..- . nil. -....-7 .. ,P.. , • .. .• .• . • •tge,.: .• t ,. 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'MI; t304— s5Raxra hoc coo sBeJ443 TEST BORIRO REPORT at date 07/30/03 -- J '.21 -3 Qi3ADRI, P.E. 451481 As a mount protection to clients, iheple and Divas„ alt a atie are sxbmin e ffi t4ue rmfriet t wopertpoiamss, Warearvizasion for publication of statemtats tozro]wimns or oris= from ar nesord'mg is serve pording our tube approval nr.d nn4S9SLSOE �1t`Fr 61F.,1‘.3 ; t; Fir{ [f. i! ='.i, .' •r. •er1u J2Sf dS0 :S0 SO B0 JeW i Depth ( oeseriptiort or GIs sample Numb iismmcrlitows on sir "�' Hemmer B1owa on I Casing 1 From 0'-0" to o'-r Top soil 2 3 2 From 0'-8° In 2'-6' B.FIU- Dark brown medium silty 0'1' 3 2 6 3 Beach sln 3 2 4 From 2-8° to 447 Grey silt 74' 1 1 3 5 Fram 4'-0' to 10'.o' Peat 1 1 6 4'6' 1 1 2 7 1 1 B 6'R 1 1 2 9 1 1 10 8'10' 1 1 2 11 From 10'-0' to 13'-0° Tan medium beach sand 10 I 11 12 1042 10 8 21 13 7 6 14 From 13'-0° to 18'-0' Tan cemented ime stone 1714' 30 40 38. 15 '' 41 42 Ifs 14'16' 40 37 82 17 36 33 18 18 390 31 63 19 End of Borbg @ 181-0' • 8'20' 21 22 20'x' 23 24 2224' 25 t1f�L... L.___F. 11 M e__e____ ___.s•_ ..%��_. at date 07/30/03 -- J '.21 -3 Qi3ADRI, P.E. 451481 As a mount protection to clients, iheple and Divas„ alt a atie are sxbmin e ffi t4ue rmfriet t wopertpoiamss, Warearvizasion for publication of statemtats tozro]wimns or oris= from ar nesord'mg is serve pording our tube approval nr.d nn4S9SLSOE �1t`Fr 61F.,1‘.3 ; t; Fir{ [f. i! ='.i, .' •r. •er1u J2Sf dS0 :S0 SO B0 JeW TRACY CONSULTANTS TIC .. ,, .4660 .SW 128th AVE... PT. LAUD - ,, PL , 33330 AUGER -CAST PILE 3'R7SPECTI +N LOG DATE: KARC.14 29, 2004 GEN CONT•k? : - RICfs`1riam CONSTRUCTION ' CORP. PERMIT O. $O -2003 -3333 ADDRESS: 1255 .NE ' '3 "= STREET, MIA. OWNER: VALDEZ RESIDENCE T •d nni,sssLS0E as vatil deo :so so 80 Jew Af GER- ' S i - ON ...:1 ' • Pile No. Pile Depth Theory or'y volume Cat, a Pump - Actual Gout :'Strokes Volame Factor cu_ yCs. Pile Capacity In Tons 0.72 IMINIIIIIIIIIn 0 1E1111 0.72 MINI 1. 58 11111111111111111111151 „ 1t -1{ a 03 _ 0:72 .13111111HIMMIIIINIIIIII 0.-72 ' 0 -72 04 1111,11111111 06 18 50 1.10 ININIMIll IMIIIIMMISIMMOBIIIIIIIIIIIIIIIMT 62- 7..36 1■ - 0.72 0$ 28 0.72 1-0‘ 4. 1.67 - 09 18 :0-72 - 1.21 1.68+ 20 MIMI 111'.x3 �i 0.72 ' 50 1.10 tt -12 - 0.72 60 IMIIMIUMIEFIRIMIIIIIIIIIIIIIIII MENIIIMIIIIII '2.,14 5 ? .25 1 _10 asmimpl. IWIIIIIMMill ds a 0.72 57 0 . 7 2 '50 7 0'72 11` II, 16 IIIMIVEMIKWIMMMINIIMMEN 20 21 - IS . MIMI •0- 72 0-/2 MIIIIIIIMIIIMMUMMIIIIIIIIIIIIIIIIII IMIIIIMINInnit 0.72 itIMMIIIMIllt t t - 0.72 • 0-72 17.111MEMINIME 50 1-10 1.53 -- It Ii IMEIM111711111MIMIIMME111111.111M } 0 -72 . - IMIIIII 1'' II 11111111111111 29 30 Milt 0.72.1 0_72 ara•t 11111 rt. 0-72 0-72 I T •d nni,sssLS0E as vatil deo :so so 80 Jew 2_14 1.58 35_ . 32 18 • 0.72 �.1 33 18 0.72 1 56 - imminom 0- 2 I MI 18 0_72 48 • 1_o6 1_x!7 1 illanimmollmillmormilmillumillimmi limmellmemillimillimillimeglio • -- — 45.00 NOTES: i_ GROUT: 4x0.0 psi IN 28 DAYS., 8 -1/2 BAG MIX. 2 _ VMS REIN POOT.: FOUR #n :BARS IN A 20 FOOT CAGE. :OUSE c FT—V $5 ems. ?S iiv •A 22. E'OOT CAGE 3 , 14 INCis' AUGER—CIA-ST ?3I:ES *ARE fERTIFIED AS TO 131 ?i�C INSTALLED IN CLOSE AGREEMENT WITH APPROVED PLANS 4 - •'P•' INDICATES. r_t7,c1L PILES - //:7 Jasn dE0 :S0 SO 80 Jew LF240 -04 R240-04 • LIMITED POWER OF ATTORNEY ORNEY (With Durable Provision) NOTICE: THIS IS AN . IMPORTANT DOCUMENT. BEFORE SIGNING THIS DOCUMENT, YOU SHOULD' KNOW THESE IMPORTANT FACTS. THE PURPOSE OF THIS POWER OF ATTORNEY IS TO GIVE THE PERSON 'WHOM YOU DESIGNATE (YOUR "AGENT") BROAD POWERS TO HANDLE YOUR PROPERTY, WHICH MAY INCLUDE POWERS TO PLEDGE, SELL OR OTHERWISE DISPOSE OF ANY REAL OR PERSONAL PROPERTY WITHOUT ADVANCE NOTICE TO YOU OR APPROVAL BY YOU. YOU MAY SPECIFY THAT THESE POWERS WILL EXIST EVEN AFTER YOU BECOME DISABLED, INCAPACITATED OR INCOMPETENT. THIS DOCUMENT DOES NOT AUTHORIZE ANYONE TO MAKE MEDICAL OR OTHER HEALTH CARE DECISIONS FOR YOU. IF THERE IS ANYTHING ABOUT THIS FORM THAT YOU DO NOT UNDERSTAND, YOU SHOULD ASK A LAWYER TO EXPLAIN IT TO YOU. YOU MAY REVOKE THIS POWER OF ATTORNEY IF YOU LATER WISH TO DO SO. TO ALL PERSONS, be it known, that I, /b6' -r74 V i of 21 i/ S' sit. 1/.76-t- itatiff44,p44 as Grantor, do ereb yf takg d a • - r • . ' �� c of attorney to �'Z sr6S"i»s of i44s -'< " f /7 .ed. .,, '14 and appoint and constitaleillei individual as my attorney-in-f My named attor -in ft have full power and ► ` 1 to utrt mmit and perform only the following acts on my 'bebai „ f to the same extent + so onally; all with full power of substitution and rev' w,. on•in To represent me . °' matters, or decision making; s' ouse at 1255 NE 93 Street. Miami Shores, FL; fcw~tpecif'*purposes including,, but not 'd to any construction alterations, additions, painting, driveway Modifications, swimming pool before any Board of Architects, City Planning Groups, or. any necessary approval boards to facilitate completion of the project. The authority granted shall include such incidental acts as are reasonably required or necessary to carry out and perform the specific authorities and duties stated or contemplated herein. My attorney -in -fact agrees to accept this appointment subject to its terms, and agrees to act and perform in said fiduciary capacity consistent with my best interests as my attorney-in-fact deems advisable, and I thereupon ratify all .acts so carried out. I agree to reimburse my attorney -in -fact all reasonable costs and expenses incurred in the fulfillment of the duties and responsibilities enumerated herein. IMPORTANT NOTE: This form is not valid for delegating personal financial and or property matters in the state of Maine. To obtain the correct form, call 1- 800 -822 -4566 or visit www.MadeE -Z.com and click "access bonus forms" for a free downloadable form. 0 1992 -2001 Made E-Z Products, tne. Page 1 Rev. 03/02 This product does not constitute the rendering of legal advice or services. This product is intended for informational use only to not substitute law for legal advice. State laws vary, so enn x4t an attorney on all legal matters. This product was not necessarily prepared by person licensed practice your ATAK Spedal durable provisions: This power of attorney shall not be affected by subsequent incapacity of the Grantor. This power of attorney may be revoked by the Grantor giving written notice of revocation to the attorney-in-fact, provided that any party relying in good faith upon this power of attorney shall be protected unless and until said party has either a) actual or constructive notice of revocation, or b) upon recording of said revocation in the public records where the Grantor resides. Other terms: Signed under seal this .1.31t1 day of Signed in the presence of: 11,9).4k) It pill WI I h`1rt ++�I State of Ti County of On e'f = „„73( 00-40 3 aPPeared person; , ; .,! twn to me , proved to me on the basis of satisfactory evidence) to be the person(s) whose to the within instrument and acknowledged to me that he/she/they executed the same in histher/their authorized *,, K �, - :), and that by losiherliheir signataite(s) on the instrument the person(s), or the entity upon behai€ki s a i the person(s) acted, executed: went WITNESS my hand and o Aunt Produced ID TYPe of =D •--- fit_. tl: .yt1 1p4._. before me, 0444 az4, State of'4 ✓ County of At.cte, } On F 3- . Pefm4 ire' aPPeared 1 1 (Seal) or proved to me on the basis of satisfactory evidence) to be the persons) whose names) _, ., 4 m *, ' -.; to the within instrument and acknowledged to me that he/she/they executed the sane in his/her/their authorized capacity(ies), and that by his/her/their signatute(s) on the %sirument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my r ,131. and official seal. I 1 Affiant Known.,...,_„_,.Pro duced ID Types of ID (Seal) MAP OF BOUNDARY SURVEY,.SSD /LOW/ 5i3OR'L'5 Boy ✓, 1 46 - /c) • g5 °44' 23"E J� /04.36 PROPERTY ADDRESS: /25S sT/eO - /4/A-t-f/ ,s,‘,/02. Es SOURCE OF LEGAL DESCRIPTION: G /zA4E3=7 / c',4La/13 .z. LEGAL DESCRIPTION LOT 7 G .0SS MJEsreat/ 2S fEer ,q'JD 1aT LESs y,asrFa Ly 25 �EjBLOCK SUBDIVISION Z3Ay L uRE ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 44 AT PAGE • .6'3 OF THE PUBLIC RECORDS OF A1/4t1I- -aA JOE COUNTY, FLORIDA. / 3/.4 cds .4 yd v (¢, -/6) 4.2' 2a.&5' ivo °,37%5 c■a lie /4.5 / ,/ 4.5 75 A/` c 3 771. • .��.I3, �2TC7 lid i7- A4.4.1-,e.�4.11 C fv,°e%AJC. FLOOD ZONE INFORMATION 1 1. COMMUNITY NUMBER 2. PANEL NU BER /2oc S2 y a. 0 26 7S N itr �o /Std 43 £J c So' / _ F ? A . ARC DISTANCE AC . AIR CONDmONER FAD A$PH * ASPHALT 8 . BEARING BB • BEARING BLDG . BUILDING BLVD . BOULEVARD 8M * BENCH MARK C • CURVE C8 • CQCH BASIN MS* CONCRETE &CCP STRUCTURE CG • CURB AND GUTTER CH • 0CDRD DISTANCE CIR . CIRCLE CHB • CHORD BEARING 0.• CLEAR GI • CENTER LINE • 4 CLF . CHAIN LNK FENCE CONC • CONCRETE CS , CONCRETE E SLAB GCs. A AMA! )2M0 /0.4 /z'7- ',�,,eV�,T .340k- 44' sib s', CJz4 6v7,1; R c4 L ✓O /dfl./ .a Trot //5 LOCATION SKETCH 3.Stom IX 4. DA C5 /95 ABBREVIA ONS LEGENDS DS CT • COURT CDH • CUT GRILL HOLE D • DEED DIS' • DISTANCE E • EAST Ely • ELENA-ION ENC • ENCACACHMENT ESMT • EASEMENT ETA • ELECTRIC TRANSFORMER PAD F • FOUND FTD H . FOUND DRILL HOLE FFE • F+N5HED FLOOR ELEVATION FH • PIPE H•DRAI" FP' • FOLpd0 IRON PIPE FN • FOUND NAIL FWD •FOUND NAIL £ DISC FIND . FOUND NAIL & DISC FR • FOUND RE•BAR FAA CRAME FT • FEET H W. HEKGH7 (14,8U1) •NiT • „IGHWAY iFE • LOWEST FLOOR ELEVATION 'N . LANE MSL : MEAN SEA LEVEL MEAS • MEASURED MON • MONUMENT 181.. MONUMENT LINE M5 * METAL SHED N • NOR :1F NGVD • NATCNAL GEODETIC VERTICAL DATUM NO • NUMBER NR • NCN RADIAL NT5* NOT TO SCALE ORB * OFFICIAL RECORD BOO[ 01A+ • OVERHANG OW. OVERHEA. WIRES P • PONT PAVMT • PAVEMENT P8. 01X BOOK PC • PONT OF CURVATURE PCC PG AK A PL a P08 P5M R RE0 RA SEC Scale 1"= Airs 5. FIRM ZONE 6. BASE LOOD ELEVATION POINT OF COMPOUND CURVE PASE PARWAY PLACE PROPERTY LNE PLANTER POINT OF BEGNNNG A ON C.8868 EAR RAUVENT REFE -NCE F ESSN4ONA1 SURVEYOR gR�AADIDDptI�UBER RC' AD BEARING REOO80 PESIDOVCE R#G.HT OF WAY Rli A0.AOA D I SIP • SET IRON PIPE Sh 4ET NAIL & DISC SP • SCREENED PORCH STY • STORY BW T • SIDE E K7 • TANGENT TWA • TOWNSHIP TYP • TYPCAL UE • UTILITY EASEMENT UP • UTK.JTY POLE NTW . WES WF • WOOD FENCE RF. A1CR MARE PENCE d * CENTRAL ANGLE - 0Na•WOODRENCE•WF F•F_-. T- �I• . C85 pHAN LINK FENCE • CLF S:.ir�! • WAIL IRON WORK FENCE 1WF • OAMETEP Not valid without the signature and the original raised seal of a Florida licenced surveyor and mapper. Examination of the abstract of title will have to be made to determine recorded instruments, if any affecting the property. Location and identification of utilities on and/or adjacent to tha property were not secured as such Information was not reque . Ownership is subject to opinion of title. Underground foundation and utilities not to d. The survey depicted here is not covered by professional liability insurance. 1 NTaer A D/4Z PST 270 DATE: 74/Zoo3 DATE: DATE: DATE: BASS OF BEARING SYSTEM WHEN SHOWN REFER TO:4J,4 S904--,p 1./g1Z/2 /4R) ,4 1...01.4 NE 7.3 sr /-,c Pb 44 5 G 3 TYPE OF SURVEY; BOUNDARY I SCALE: 1" = o ' %JOSE A ®' PROFESSIONAL SURVEYOR AND MAPPER CERTIFICATE NUMBER LS 2798 8550 W FLAGLER ST SUITE 114 MIAMI, FL 33144 PH- (305) 267 -9016 PSM NO. 2711 02;147 4 0 /4 L STATE OF FLORIDA DATE OF FIELD /G•,'ZGO , SURVEY i FOR: !/ ;40E 5 ORDER NO. Z3 -/5524--/o 4 • All State Engineering and Testing Consultants, Inc. Testing Laboratories- Engineers- Inspection Services- Chemists- Drilling Etwifonrentai Services Hialeah, July 31, 2003 Orestes Padilla 1255 NE 930 Street Mimi Shores, Florida 33138 RE: Subsurface Investigation for 1255 NE 93rd Street., Dear Sir: Pursuant to your request, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., conducted a sub - surface Investigation at the above referenced protect. The investigation was performed on July 30, 2003. The purpose of the investigation was to develop information about the site and subsurface conditions existing in the vicinity of the proposed site. To achieve the desired objective three (3) standard penetration test bongs were performed and the logs are enclosed In this report. TEST METHOD The borings were conducted in accordance with procedures outlined for standard penetration test and split spoon sampling of soils by ASTM Method D -1586. A two (2) feet rang two (2) inches 0,0, Spirt Spoon Sampler was driven into the ground by successive blows' with 140 lb. Hammer dropping thirty (30) Indies. The soil sampler was driven two (21 feet at a time then extracted for visual examination and classification of the retained soil sample, The numbers of blows required for one (1) foot penetration of the sampler is designated. as "N" (Known as the standard penetration resistance value), The "NR Value provides an indication of the relative density of non-cohesive soil and the constsbarroy cohesive soils. .• • • • • • ..• • ••• • . . • ;•. :. • Suitable corrections are aepli4d I. ;o ff tirtnbeL irr order to Include the effects of soil overburden pressure . and other factors. A general evaluation of soils is made from the established correlation between "N" and the relre density or consistency ofill.. . ... ... • . • • • . • . • ..• • .: .: ••• • • • • 2380 'West 78th Street., Hialeah, Florida 33016 P.Q. Boa 66/ liiaiealtAtt rtda: 321010 name: (305) 888 -3373 Fax: (305) 888 -7443 • • • ••• • • • • • • • • • • • •• •• • • • •• •• • • • •.. • • • Page Two July 31, 2003 This dynamic method of soli testing has been widely aepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. A continuous drilling and sample procedure was used. Therefore, the samples were taken at intervals of two (2) feet, or at every change in soil characteristics. The types of foundation material encountered have been visually classified and are described in detail In the boring logs. The results of the fled penetration test are presented in the boring log in numerical form. The average ground water level at the site was found at four (4) feet zero (0) inures below the existing surface (see boring logs), Fluctuation in the observed water table should be expected due to seasonal climatic changes, rainfall variation, surface water run -off and other specific factors relative to the site in question. FOUNDATION RECOMMENDATION Based on the sub - surface conditions encountered ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC,, have evaluated a number of foundation systems for additional support of the existing structure at the site. Special consideration in the analysis was given to the following: 1.- The presence of a layer of very loose silt and organic material of varied thickness, which makes the site less appropriate for construction using regular spread footings and single- column pads at the existing grade. 2.- Length to width ratio of the existing structure with special emphasis on differential settlement Given the above , the following remedial foundation systems were selected, ALTERNATIVE I- AUGERCAST (pressure grouted) PILES: Augercast (pressure grouted) plies Is a feasible foundation alternative, The capacity of these piles is essentially developed in tip bearing and side friction. When these piles are installed or socketed into place, they will lock Into the rock and sand strata thereby providing adequate bearing capacity. The relationship obtained is as follows: SIZE PROPOSED ALLOWABLE ALLOWABLE ALLOWABLE LENGTH LATERAL CAPACITY TENSILE LOAD BEARING CAPACITY .• • • . • • • • __ 14" 14' o4s : � :: • • 8.0 Tone 33 Tone •• • • • •• ••• •• Large. grout volumes, possibly up to twice (or more) or the theoretical pile volume, may be required for proper auger cast pileilestafleton, : •' :.. (1'; A minimum of three (3f pi1esshould'initidlly be 8riven (installed) at strategic locations in order to verify the suggested pile length . The entire pile driving (Installation) operation should be properly monitored and performed In accordance :w1thaittfelivvnI Ioc l'abd state requirements, The proposed length is based on the existing surface at the fir ar of erill5 :. • . • : .0 „ t. n 1 Ann, . n • n R \f Page Two July 31, 2003 ALTERNATIVE II• PIN PILES Pin piles are a feasible alternative. The capacity of these piles is essentially developed in tip bearing. The analysis for this foundation system consisted of determining a pile capacity for specific pile size and depth of installation. The relationship obtained is as follows: ALLOWABLE SSIZ PROPOSED LENGTH BEARING CAPACITY 31' 14' 5 Tons Large grout volumes, possibly up to twice or more) or the theoretical pile volume, may be required for pro_per auger oast pileinstallle#Io, i A minimum of three (3) indicator plies should initially be driven (installed) at strategic locations in order to verify the suggested pile length. The entire pile driving (installation) operation should be properly monitored and performed in accordance with the relevant local and state requirements. The proposed length is based on the existing surface at the time of drilling. CONCLUSION: Regardless of the thoroughness of our geotechnicai exploration there is always a possibility that conditions between borings may be different from those at the test locations..Theretore , should any subsoil condition different from those reported In our boring Togs be encountered during construction, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., should be notified immediately. This report was prepared exclusively for the use of Orestes Padilla. The conclusion provided by ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., are based solely on the information presented In this report. As a mutual protection to clients, the pubk and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval, We appreciate the opportunity to have been of service to your company. Please feel free to =intact us if there are any questions or comments pertaining to this report. cerely Yours Waseem Quadri, P.E.4514V1 Special Inspector (Threshold Bldg)#1154• ALL STATE ENGINEERfNG.ANY TESTING CONSULTANTS, lPC. • • ••••• . . . . WO/nt., JULY2003- 1351137 •.. ••• • • • • • ••.• • • • • • • • • ••. ••• • • • •.. • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• • • • • •.. • • • ••. Ali State Engineering & Testing Consultants, Ina TESTIMO LAS RATORIES - ENGINEERS • INSPECTION SERVICES • CHEMISTS *DRILLING • ENVIRONMENTAL SERVICES 25 East do, Slot, Florida 33010. Tel c (305) - 1188,3372 Fax: (305) 888.7443 TEST BORING REPORT Client ©rested Padilla t nr Na 03-578 Address 1256 NE 93rd Street., Miami. Shores, Florida 33138 Report No From 0' 4" to 0'-3" Top soli Project P18dille t elderlte Hole No 13•1 Address 1255 N� 83 t , i iaml Shores, Florida 4ah' 07/30103 Leoatlon SE corner of existing house Driller MP & L1 Depth (feet) Description of Materials Sample Number Hamner Stowe on Sampler °N" Hammer Blows on Casin 1 From 0' 4" to 0'-3" Top soli 2 4 2 From 0' -39 to 2' -6* B.FIII- Brown medium sand with 0'1' 5 4 9 3. Some rock fragments 6 3 4 From 2'-6" to 5' -0" Grey silt 2'4' 2 2 5 5 3 4 6 From 5' -0" to 10' -0" Peat 416' 3 3 7 7 3 2 8 6'8' 2 2 4 9 2 2 10 8'10' 1 1 3 11 From 10'-0" to 12'-0' Light brown medium silica sand 8 10 12 10'12' 12 13 22 13 From 12' 43" to 1T-00 Tan cemented Ilme stone 28 35 14 12'14' 36 35 71 15 36 38 16 141fa' 40 37 78 17 38 35 18 End of Boring.@ 17'-0• 15'18' 19 20 18'20 21 • 22 2022' 23 . . • • • . . • • . .. • • • . ••• .. 2 2' 4' 24 25 Water level: 4'-0" beievsurfaca" :' • .' . -7-77°,4,1 a -_.) at dab& 07/30/03 •• . . • . .•• • • • • WASEEM QUADRI, P.E. 45 1481 As a mutual protecttcn to clients. 5g n es, e1 re ere submitted ss the cczMogiel property of clients, and antheria;stion for publication of statements ovelusl oi exgesbfror ejr *sing is served panting our written IIPProvid • • • • • • •• •• • • • •• •• •• • • ••• • • • Al! State Engineering & Testing Consultants, Inc. TRYING LABORATORIES • ENGINEERS • NISPE TION SERVICES • CHEMISTS- OWING • ENVIRONMENTAL SERVICES 25 East 41 Straat, Florida 33810. Tai : (305) — 888-3373 Fax; (305) 888'1443 TEST BORING REPORT' Client Orestes Padilla t der Ne 03478 Addr ss 1255 NE 93s . Street, Miami Shores, Florida 33138 Reps Ne From (Y-4" to 2'-8' S.Fiil- Dark *mil sand vith rock Proct Padilla Residents stole No 6.2 Address 1255 NE 83,d Street, Miami Shores, Florida Date 07130/03 Lesedee North East side of existing house Dri ller SIP & LT Depth tee) won or Materials Sample Number Harrow MOWS ms sampler 'It" Hammer Blows on CasinL_ 1 From (Y-4" to 2'-8' S.Fiil- Dark *mil sand vith rock 4 { 5 2 Fragments 0'1' 4 .4 9 3 From 2'41 to 4'-01' Dark brown silt 4 3 4 214' 1 1 4 5 From 4'-0° to 10' -17 Peat 1 1 8 4'6' 1 1 2 7 1 1 8 6'8' 1 1 2 9 1 1 10 810' 1 1 2 11 From 10'-0" to 13'-0° Light brown medium silica sand 4 8 12 1012' 6 7 12 13 8 6 14 From 13'-0" to 18'-0° Tan cemented lime stone 12'14' 20 28 26 15 36 36 16 14'16' 37 38 73 17 ' 39 35 18 1818' 35 34 70 19 End of Boring @ 16.1• 20 18'20' 21 22 • ..••.•. 24'22' .. • . • • . • • • • 23 24 • • ... .. 22124' . 25 Water level: 4'4' ki 6w rfer at daft 07130/03.: • • • • • •• • • • ••• • • • • • ,3 ASEEM QUADRI, P E. # 1481 As It mutud pratcct1an to clie4s, ttie 414.4141 : ersglves, retitzts are submitted as the confidential property at clients, and authorization for publication of statements c4oc s 4r ax& 4 ttwwn ar Sag as is served pending our written approval •• •. • • • •• •• ••• • All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES. SNGINEERB.INSPECTION UMW, - .F1IMPS - Chia- ENVPRONRE AL SERVIC' 25 East 46 Strut, Florida 33010. Tel : (305)— 881.3373 Fax (305) 858d443 TEST BORING DEPORT Client Orestes Padilla • .. Order No 03.578 Address 1255 NE 93g Street.., NGamI Shores, Florida 33138. .. ...1 Report No From 0'-0" to 0'-88 Top soli Protect Padilla Residence Nola No ea Address 1255 NE 83' Street., Miami Shores, Florida Date 07/30/03 Loudon North West side of existing house Mier MP & LT Depth (feet) Description of Materials Stevie Number T Hammer-Mows an Sampler "NU Hammer Blows on Casin • 1 From 0'-0" to 0'-88 Top soli 2 3 2 From 0'-6" to 2'4" B.Fill- Dark brown medium silty 0'1' 3 2 8 3 Beach sand 3 2 4 From 2` -B" to 4` -0" Grey silt 2'4' 1 1 3 5 From 4'-0" to 10'-0 Peat 1 1 6 4'6' 1 1 2 7 1 1 8 6'8' 1 1 2 9 1 1 10 +8'10' 1 1 2 11 From 10'-0° to 13` -0° Tan medium beach sand 10 11 12 10'12' 10 ) 8 21 13 7 6 14 From 13' -0" to 18' -0" Tart cemented lime stone 1214' 30 40 38 ...4 "`` 41 42 15 16 1416' 40 37 82 17 36 33 18 18' 390 31 63 19 End of Boring @ 18'-0° 20 8'20' 21 22 •• • • • • • ••• ••• 20'22' 23 • • • . . • • • 24 • 221241 . 25 Water level: 4'-O" 6011 rfaoe; - :. at 0T30/O3.:. As a m mal protection to clie4s, the4vui ne'erid • for publication of statements cp ujustns 6r ex •• •• • • • • • ••• • •• • ••••. ••• .• .1/ '3 WASEEM QUADRI, P.E. #51481 reas�ves, 41 44;d0 ere raitsalas thes cordidrattal propetystdier s, earl 8rrthorivaiion Monier ecga riling is served pending" our written approval • • ••• DAVIS ENGINEERS 780 Tamiami Canal Road Miami, Florida 33144 Tel: 305- 266 -2566 Fax: 305- 267 -1556 Project: Client: DE No. : Description: Date: Structural Calculations: October 30, 2003 No. of Pages: i d + UAW. Davis Engineers P.A. Miami, Florida 33144 O.L.# 127365 / E.B. #: 0001809 Eduardo J. Canto Structural Engineer P.E. 56845 DAVIS ENGINEERS 780 Tamiami Canal Road Miami, Florida 33144 Tel: 305 -266 -2566 Fax: 305 -267 -1556 Project Name = Valdez Residence Project No.= 2K3WP98 Structural Pool Design: Calculations Index: 1) Design Load Calculations 2) Pile Reactions (Service Loads and Uplift Reactions) - Table 3) Model Layout Information - Graph 4) Required Reinforcement X- Direction Graph 5) Required Reinforcement Y- Direction Graph 6) Punching Shear Information - Graph 7) Model Input Information - Table Area Objects data Line Objects data Point Object data Beam Section Properties Slab Section Properties Support Properties Static Load Cases Load Combination Data 8) Model Load Information Data - Table Design Procedure and assumptions: 1) Pool walls are assumed cantilever from the pool bottom slab edge. 2) It is assumed that the following are the loads the structure will be subjected to: a. H1= Hydrostatic pressure due to water in the pool. b. 112 = Dry Soil Pressure on pool wall (under normal conditions) c. H3 = Dry Soil Pressure on pool wall (under flood condition) d. 114 = Dry Soil Surcharge pressure (under flood condition) e. 115 = Ground Water Hydrostatic Pressure f. H6 = Submerged Soil Pressure (under flood condition) g. H7 = Surcharge Pressure due to deck DL and LL. h. P1= Weight of Wall i. WDL = DL surcharge on soil around pool j. WLL = LL surcharge on soil around pool The following loads are used when a structural deck is present: k. P.DL = Concentrated DL due to structural deck 1. P.LL = Concentrated LL due to structural deck 3) The pool walls and slab are designed for the most critical of the following three load combinations: a. Pool Full of water (HI, P.DL, P.LL) b. Pool Empty under normal surcharge loads (H2, H7, P.DL, P.LL) c. Pool Empty under flood conditions (H7(DL), H3, H4, H5, H6) uavis engineers, miami - rionaa .i uiauiwu3 - 1 u:4i AM 2K3WP98- MISC -1 Model (1) Davis Engineers, Miami - Florida 10/30/2003 - 10:29 AM Davis Engineers, P.A. 780 Tamiami Canal Road Miami, Florida 33144 /ietnforced Concrete Pool: Design Information Worksheet Poston Paremenmra Material Proaedars fc= fy= 7Soll1= 72= 7 H20 = 7 Conn Gv T.O.Wail Flood EL 1_wall= d wall= t slab = h high = hlaw = h.wall avg. Wt H2O = Hydrostatic Pressure = 4,000 pal 60,000 pal 110.0 pct 88.0 pct 52.4 pcf 150.0 pd 4.83 ft (Now) 5.20 ft (Now) 8InF 41n41. 10 In 4.5 ft 4ft 4.25 11 285 par - -317 psf Relrr/orcemarrt Promsed: Bar Size Wall Slab Soil Pioaertlea qa Phi = Ka= KP ° 7 Soil 1= 7Soil 2= P soil = P Surch M_Empty = Mu Empty= M Full= Mu Full = 4 CO 9 in 4 @ 9 in 2000 psf 30.00 degrees 0.25 2.50 (10/30/2003 -10:28 AM) DAVIS ENGINEERS 780 Tamiami Canal Road Mlaml, Florida 33144 Project Name = Valdez Residence Project No.= 2K3WP98 Soil Density Dry Soil Density Submerged Equtvalmrt Lateral Load due to Sol Pressure Equivalent Lateral Load due to Surcharge Load Wall Service Moment when pool Is empty. Wall =hate Moment when pool is empty Wall Service Moment when pool is Nil. Wall Ultimate Moment when pool Is full. Waa ReinMrcement: Vertical: Horizontal: 2k3wp08 -Pool Wall Designads Description = Wall Desfan Wt Watl(H� Wt Wail(L)= Wt Waif (Avg)= Surcharge DL = Surcharge LL Surcharge = eccentridty L Max = L Min = L Avg = 450 p1f 400 plf 425 pH 15 psf 40 pert 80 psi 0 in Oft Oft Oft Slab Design Wall Loading Condition: 11 Well ease Moment - Foil Condit* P Water= P Swach.1(DL)= P Surdr -2(LL)= M Water= M Surch- 1(DL)= MSurch11(LL)= 584 I1Hft -10 Ib/8 -27 lb/ft 798 lb-ftfft 0 Ib-itlft 0 lb-ft/ft M FuII Mu_Fu8 = 798 11- t/ft 1,357 11)4t1@ ki Wall Base Moment Empty morrnaD Condition P Soil -1 = P SurCh -2= M Soil -1 = M Surch -2 = 248 Ibslft 340 Safi 352 lb-ft/ft 723 Ib -811 M_Empty Mu Empty= 1,074 lb-ftik 1,826 Ib-ftMt 3) Wall ee a Moment ,Empty PPloodl Cordltion P Soll -2A = P_Sol -28 = P So11-3 = P Hrydro = P Surch -2 M Sop -2A M Soli -2B = M_Soll -3 = M Wydro= M Surch -2 18 plf -302 pH 197 pif 725 pH 340 pH 83 lb-ft/ft -728 Ib -f1Nt 317 [6-M 1185 lb-ft/ft 723 lb-ftft M Empty = Mu Empty= 15591b -ft/ft 285011 -ftAi Project Name = Valdez Residence Project No.= 2K3WP98 Typical Pool Wall Design: (10/30/2003, 10:28 AM) 1 Wall Geometry: Computed Dimentions: Design Forces: h= 4.25 ft X1= 0.25 ft MWaft= 0 lb-ft / ft h4-0, 0,80 It X2 = 0.00 ft M_DL = 0 lb-ft / ft h2= 4,25 ft X3 = 0.75 ft M_LL = 0 Ib-ft / ft h3. -OAT ft Y1 = 1.42 ft MWater = 798 lb-ft / ft twl = e in Y2 = 1.42 ft M_surm, oL= -181 lb-ft 1 ft tw2-= 8 Mt Y3 = 0.00 11 M_Suroh LL= -381 lb-ft / ft L= 0.50ft Y4 = 2.41 ft M Soill= - 352 lb-ft /ft M-30 LOO ft Y5 = 1.81 ft MSOII2A = 0 ro-ft / ft 000 0 In Y8 = 1.51 ft MSo112B = -478 lb-ft / ft Structural Deck T NO Y7 = 2.125 ft Mso113 = -317 lb-ft / ft M.,Hydro = -1165 Ib-ft / ft Gravity Loads: Design Loads: Design Moments for w. DL = 20 pat Load Combinations: \ M 1.1.... 40 pat P1= 319 Ib/ft e L Deck = 0.00 ft P2-= 91 Load Service Ultimate PS= 0 15011 Comb. 5b-ft /ft) (lb-ft / ft) Elevations (NGVD): P_Wall = 319 Ib/ft 1) 798 1357` T.O. Wall = 4.63 ft H1 = 564 lb/ft 2) -532 -905 Flood EL = 5.20 ft lit = 248 Ibtft 3) -2138 X3328 B.O.Wall = 0.38 ft H3 = 4 lb/ft 4000 114 = 197 11/11 fn = efiltile ps1 g Ka = 0.25 H5 = 725 1 fy = 60,000 pal k Kp = 2.50 HB = 197 lb/ft H7 (DL)= 85 Ibtft H7 (LL)= 170 Ib/ft P DL . 011/11: 1 () ®� , 0' ' P LL = O lb/ft Load Combinations: 1) Pool Full of Water 2) Pool Empty of Water (Normal) 3) Pool Empty of Water (Flood) Sheet Design Parameters Fife: 2k3wp98 -Pool Wall Design.Xls lEali0 .-943',! 23 Vi.pr C Service: DL +LL+H20 Ultimpte: 1.4(DL) + 1.7(LL+H20) Service: DL+LL+Soll Ultimata: 1.4(DL) + 1.7(LL+Sole c s8 "tblr!'t.cr LOAD COMBO: SFULL UFULL SEMPTY1 UEMPTYI Service: DL + LL + Soil + Hydrostatic SEMPTY2 Ultimate: 1.4(DL) + 1.7(LL +Sop +HydrostaUc. UEMPTY2 t)� Sheet TYPICAL WALL DESIGN 2k3wa98 -Pool Wall Desian.xls Davis Engineers, Miami - Florida 10/30/2003 - 10:29 AM DAVIS ENGINEERS 780 Tamlami Canal Road Miami, Florida 33144 Swimmout Wall Design: -.i vet, Project Name = Valdez Residence Project No.= 2K3WP98 (10/30/2003,10:28 AM) Wall Geometry: h = 4.28 ft h1 2.00ft h2 - 2.2811 h3 = -0.57 ft tw1= 8 in tw2 - 8 In L = 2.17 ft L1= 1.50 ft e= Din Structural Deck 1 NO Computed Dimentions: X1= 0.33ft X2= 0.75 ft X3 = 2.50 ft Y1 = Y2 = Y3 = Y4 = Y5 = Y6 = Y7 = 1.42 ft 1.42 ft 0.00 ft 2.41 ft 1.61 ft 1.81 ft 2.125 it Gravity Loads: wDL = wLL _ L Deck = 20 pat 40 psi 0.0011 Elevations (NGVD): T.O.WaIl = 4.63 ft Flood EL = 5.20 ft B.O.Wall = 0.38 It Ka = 0.26 Kp = 2.50 Design Loads: P1= P2= P3= P Wall = H1 = H2 = H3 = H4 = H5 = H8 = H7 (DL)= H7 (LLp PDL= P LL = 292 lb/ft 83 Ib/11 200 lb/ft 575 lb/ft 584 lb/ft 248 lb/ft 4 lb/ft 197 Ib/ft 725 It/ft 197 Ib/ft 85 Ib/11 170 lb/ft 0 lb/ft 0 IbM Design Forces: M Wail = 660 lb-ft / ft M DL= O Ib-ft /ft M LL = M_Water M_Surch LL= M Suroh LL= M_So01 = M Soil2A = M_Sof12B = M_Soil3 M,Hydro = Design Moments for Load Combinations: lb-ft /ft Ib-ft/ft Service Ultimate 1) 1458 2281 2) 127 18 3) -1479 44252 0Ib -ft/ft 798 lb-ft / ft -181 Ib-ft / ft - 381 lb-ft /ft -352 Ur-ft / ft 0lbft /ft -478 lb-ft /ft - 317Ib -ft /ft -1165 Ib-ft / ft fc =4 (35 fr= Oo®a® Num ke w cz ea DAVIS ENGINEERS 780 Tamiami Canal Road Miami, Florida 33144 Load Combinations: 44 4 9 :70k 4t V.c :;.((ety r 1) Pool Full of Water LOAD COMBO: Service: DL +LL+H20 SFULL Ultimate: 1.4(01) + 1.7(1.1 +1-120) UFULL 2) Pool Empty of Water unnder Normal Conditions - NO Flood Service: DL +LL+Soil SEMPTY1 Ultimate: 1.4(DL) + 1.7(LL+Soil) ' UEMPTYI 3) Pool Empty of Water under Flood Conditions Service: DL + LL + Soli + Hydrostatic SEMPTY2 Ultimate: 1.4(01) + 1.7(LL+Soil +Hydrostatic; UEMPTY2 g vIsA. ItAkt lt; File: 2k3wp98 -Pool Wall Design.xis Sheet SWIMMOUT WALL DESIGN Project Name = Valdez Residence Project No.= 2K3WP88 Swimmout Wall Design: (10/30/2003,10:28 AM) Wail Geometry: Computed Dimentions: Design Forces: h = 4.29 tt X1 = 0.42 ft MWall = 2508 lb-ft 1 ft h1= 3,83ft X2= 1.50ft M_DL= Olbft /ft h2= 0.42 ft X3= 4.26 ft M LL = 0 lb-ft /ft h3= -0.57 ft Y1 = 1.42 ft M Water= 798 Ib-ft / ft taxi= 10 in Y2= 1.42ft MsurohDL= - 181 lb-ft /ft tw2 = 10 In Y3 = 0.00 ft M_Surch LL= -361 lb-ft / ft L= 3.83ft Y4= 2.41 ft MSoIH= - 352 lb-ft /ft 1.1= 340 ft Y5 = 1.81 ft M_SoII2A = 0 lb-ft / ft e = 0 in YB = 1.81 ft M_So112B = -478 lb-ft / ft Structure ►Deck 1 NO Y7 = 2.125 ft M sou3 = -317 lb-ft / ft M_Hydro = -1185 Ib-ft / ft Gravity Loads: Design Loads: Design Moments for w DL = 20 pat Load Combinations: w LL = 40psf P1= 167 lb/ft lb-ft/ft lb-ft/ft L Deck = 0.00 ft P2= 271 lb/ft Service Ultimate P3 = 479 Ib/ft 1) 3305 4868 Elevations (NGVD): P Wail = 908 lb/ft 2) 1974 2804 O.Wall = 4.83 ft H1 = 564 lb/ft 3) 388 .{0837 Flood EL = 5.20 ft H2 = 248 Ib/ft B.O.Wail= 0.3811 H3= 4Ib/It fc= IS SD Ka = 0.25 H4= 197Iblft H5 = 725 fy = (eCJ° t Kp = 2.50 lb/ft lb/ft 117 (DL)= 185 @/1 likaiiiitiliallsiraial80001W1 . r H7 (1.1.)= 170 lb/11 ++^^�� P LL= 01b/ft iJ IGILZ0'2.L Load Combinations: 1) Pool Fut of Water I4 ;L.723 T < "b9.4$ Service: DL +LL +H20 Ultimate: 1.4(DL) + 1.7(LL+H20) 2) Pool Empty of Water unnder Normal Conditions - NO Flood Service: DL +LL+Soil Ultimate: 1.4(DL) + 1.7(LL+Soil) 3) Pool Empty of Water under Flood Conditions Service: DL + LL + Soil + Hydrostatic SEMPTY2 Ultimate: 1.4(01.) + 1.7(LL+SoII +Hydrostatic; UEMPTY2 File: 2k3wp98 -Pool Wall Design.xls Ti= tyr. I L" it to" d� to=2a d .06q -s est use, rt LOAD COMBO: tojI SFULL r _.. UFULL t SEMPTY1 UEMPTYI 2k3wD98 -Pool Wall Dasinn Is Davis Engineers, Miami Florida11 /3/2003 4:25 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 1 November 3,2003 16:25 C O L U M N R E A C T I O N S COLUMN GRID I GRID J LOAD FZ MX MY 49 4 11 SFULL 23.46 - 84.606 - 43.912 49 4 11 SEMPTY1 12.23 8.243 0.505 49 4 11 SEMPTY2 -1.47 109.447 47.815 50 4 6 SFULL 23.45 77.211 - 47.190 50 4 6 SEMPTY1 12.47 - 11.074 -1.634 50 4 6 SEMPTY2 -1.02 - 106.742 47.313 51 9 11 SFULL 31.63 - 87.180 17.310 51 9 11 SEMPTY1 12.35 20.754 3.241 51 9 11 SEMPTY2 -10.44 136.981 - 12.137 52 9 6 SFULL 43.00 40.501 5.578 52 9 6 SEMPTY1 16.32 - 32.952 3.770 52 9 6 SEMPTY2 -15.26 - 108.415 1.766 53 13 11 SFULL 31.91 - 80.930 -8.219 53 13 11 SEMPTY1 12.49 19.256 0.971 53 13 11 SEMPTY2 -10.47 127.131 10.410 54 13 6 SFULL 43.56 37.098 8.692 54 13 6 SEMPTY1 16.52 - 29.723 1.425 54 13 6 SEMPTY2 -15.49 - 98.408 -7.294 55 18 11 SFULL 23.42 - 84.324 44.993 55 18 11 SEMPTY1 12.21 8.320 -0.078 55 18 11 SEMPTY2 -1.47 ';109.287 - 48.145 56 18 6 SFULL 23.34 76.805 48.119 56 18 6 SEMPTY1 12.43 - 11.130 2.058 56 18 6 SE TY2 -0.97 ; - 106.411 - 47.474 5motce teiv (r0 y tzetterttola 81-64 itactit CAFE Pana 1 / 1 Davis Engineers, Miami Fioridal1 /3/2003 3:59 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 1 November 3,2003 15:40 ¢ • COLUMN REACTIONS COLUMN GRID I GRID J LOAD FZ MX MY 49 4 11 UFULL 36.39 - 139.973 - 71.066 49 4 11 UEMPTY1 17.30 17.870 4.443 49 4 11 UEMPTY2 -6.39 175.433 76.321 50 4 6 UFULL 36.35 128.203 - 76.173 50 4 6 UEMPTY1 17.67 - 21.882 1.272 50 4 6 UEMPTY2 -5.75 - 169.922 76.336 51 9 11 UFULL 49.90 - 146.164 27.524 51 9 11 UEMPTY1 17.12 37.324 3.607 51 9 11 UEMPTY2 -21.23 215.989 - 20.407 52 9 6 UFULL 67.98 70.780 8.250 52 9 6 UEMPTY1 22.62 - 54.091 5.176 52 9 6 UEMPTY2 -30.56 - 164.169 2.002 53 13 11 UFULL 50.33 - 135.678 - 13.267 53 13 11 UEMPTY1 17.32 34.638 2.356 53 13 11 UEMPTY2 -21.32 200.452 16.122 54 13 6 UFULL . 68.88 64.766 14.366 54 13 6 UEMPTY1 '2177-9t - 48.829 2.012 54 13 6 UEMPTY2 -31.01 •149.081 - 12.850 55 18 11 UFULL 36.33 139.523 72.759 55 18 11 UEMPTY1 17.27 17.973 -3.862 55 18 11 UEMPTY2 -6.38 175.144 - 76.988 56 18 56 18 56 18 6 UFULL 6 UEMPTY1 6 UEMPTY2 [pp mop 36.18. 127.549 77.613 17.62 - 21.941 -0.690 -5.66 - 169.368 - 76.722 SAFE (-u 14'10 43 IA/ x3'5T /�}YD LSO ►� T-nlswA Csrn�eczy j' SAFE v7.00 - Flle: 2X3WP98 -POOL - November 3.2003 15:50 - Scale: Fit to Page Structural Layer Plan View - iapin Units SAFE Paae 1 / 13 Davis Engineers, Miami Floridal1 /3/2003 3:59 PM SAFE 61 78 72Cr 74 4 49 51 56 v X 734_ 53 t 75 ) 78 60 56 SAFE v7.00 - Flte: 2K3WP8 &POOL - November 3,2003 15:56 - Scale: Fit to Page X -Strip Reinforcement (Sq -tn) in addition to t4 @ 10.000 (Top), 64 10.000 (BO - Kip-tn Units SAFE 70 72 74 4 75 49 51 50 X 65 73...g 78 55 60 SAFE v7.00 - File: 2K3WP08 -POOL - November3,2003 15:57 - Scale: Fit to Page Y-Strip Reinforcement (Sq -in) In addition to 64 10.000 (Top), 64 @ 10.000 (Bet) - KIp-In Units 0 SAFE Page 2 / 13 Davis Engineers, Miami Floridal1 /3/2003 3:59 PM SAFE <t.v Ok-- SAFE v7.00 - File: 2K3WP98 -POOL - November 3,2003 15:57 - Scale: Flt to Page Punching Shear Capacity Ratios - Klp-h Units SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 1 November 3,2003 15:58 A R E A O B J E C T D A T A AREA JNT -1 JNT -2 JNT -3 JNT -4 SECTION SUPPORT X -STRIP Y -STRIP AREA 1 1 2 3 4 YES NO 39600.000 2 4 3 5 6 YES NO 39600.000 3 6 5 7 8 YES NO 39600.000 4 8 7 9 10 YES NO 39600.000 5 10 9 11 12 YES NO 39600.000 6 12 11 13 14 YES NO 39600.000 7 14 13 15 16 YES NO 39600.000 8 16 15 17 18 YES NO 39600.000 9 18 17 19 20 YES NO 39600.000 10 20 19 21 22 YES NO 39600.000 11 22 21 23 24 YES NO 39600.000 12 25 26 27 28 NO YES 39600.000 13 26 29 30 27 NO YES 39600.000 14 29 31 32 30 NO YES 39600.000 15 31 33 34 32 NO YES 39600.000 16 33 35 36 34 NO YES 39600.000 17 35 37 38 36 NO YES 39600.000 18 37 39 40 38 NO YES 39600.000 19 39 41 42 40 NO YES 39600.000 20 41 43 44 42 NO YES 39600.000 21 43 45 46 44 NO YES 39600.000 22 45 47 48 46 NO YES 39600.000 23 82 83 70 6110in3000ps NO NO 10784.071 24 71 66 72 7010in3000ps NO NO 10816.187 25 65 73 74 7210in3000ps NO NO 12965.573 26 73 57 75 7410in3000ps NO NO 18141.408 27 80 81 78 7510in3000ps NO NO 6508.818 28 79 59 60 7810in3000ps NO NO 15099.104 SAFE Page 3 / 13 Davis Engineers, Miami Floridal l /3/2003 3:59 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 2 November 3,2003 15:58 L I N E O B J E C T D A T A LINE JNT -1 JNT -2 SECTION SUPPORT RELEASES LENGTH 1 58 57 36.000 2 59 58 120.012 3 60 59 180.000 4 61 60 384.000 5 62 61 180.000 6 66 62 119.948 7 65 66 36.000 8 57 65 143.988 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 3 November 3,2003 15:58 P O I N T O B J E C T D A T A POINT GLOBAL -X GLOBAL -Y SUPPORTSPRING RESTRAINT RES DIM X RES DIM Y 1 - 60.000 - 60.000 2 600.000 - 60.000 3 600.000 0.000 4 - 60.000 0.000 5 600.000 60.000 6 - 60.000 60.000 7 600.000 120.000 8 - 60.000 120.000 9 600.000 180.000 10 - 60.000 180.000 11 600.000 240.000 12 - 60.000 240.000 13 600.000 300.000 14 - 60.000 300.000 15 600.000 360.000 16 - 60.000 360.000 17 600.000 420.000 18 - 60.000 420.000 19 600.000 480.000 20 - 60.000 480.000 21 600.000 540.000 22 - 60.000 540.000 23 600.000. 600.000 24 - 60.000 600.000 25 - 60.000 - 60.000 26 0.000 - 60.000 27 0.000 600.000 28 - 60.000 600.000 29 60.000 - 60.000 30 60.000 600.000 31 120.000 - 60.000 32 120.000 600.000 33 180.000 - 60.000 34 180.000 600.000 35 240.000 - 60.000 36 240.000 600.000 37 300.000 - 60.000 38 300.000 600.000 39 360.000 - 60.000 40 360.000 600.000 41 420.000 - 60.000 42 420.000 600.000 43 480.000 - 60.000 44 480.000 600.000 45 540.000 - 60.000 46 540.000 600.000 47 600.000 - 60.000 48 600.000 600.000 49 24.000 192.000 14IN3000PSI 50 24.000 60.000 14IN3000PSI 51 136.000 192.000 14IN3000PSI 52 136.000 60.000 14IN3000951 53 248.000 192.000 14IN3000PSI 54 248.000 60.000 14IN3000PSI 55 360.000 192.000 14IN3000PSI 56 360.000 60.000 14IN3000PSI 57 263.988 0.000 58 263.988 36.000 59 384.000 36.000 60 384.000 216.000 61 0.000 216.000 62 0.000 36.000 65 120.000 0.000 66 119.948 36.000 70 59.858 216.000 71 59.858 36.000 72 119.948 216.000 73 180.000 0.000 74 180.000 216.000 75 263.988 216.000 78 300.116 216.000 79 300.116 36.000 80 263.988 35.841 81 300.116 35.841 82 0.000 35.841 SAFE Page 4 / 13 Davis Engineers, Miami Floridal 1 /3/2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 4 November 3,2003 15:58 P O I N T O B J:E C T D A T A POINT GLOBAL -X GLOBAL -Y SUPPORTSPRING RESTRAINT RES DIM X RES DIM Y 83 59.858 35.841 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 5 November 3,2003 15:58 LINE LOADS Load Case WALLS LINE TOTAL -W INPLANE -M OUTPLANE -M 2 4.25 0.000 0.000 4 13.60 0.000 0.000 6 4.25 0.000 0.000 1 1.28 0.000 23.760 3 6.38 0.000 118.800 5 6.38 0.000 118.800 7 1.28 0.000 23.760 8 5.10 0.000 360.834 SAFE Page 5 / 13 Davis Engineers, Miami Floridal 1 /3/2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 6 November 3,2003 15:58 L I N E L O A D S Load Case WATER LINE TOTAL -W INPLANE -M OUTPLANE -M 2 0.00 0.000 95.770 4 0.00 0.000 306.432 6 0.00 0.000 95.719 1 0.00 0.000 28.728 3 0.00 0.000 143.640 5 0.00 0.000 143.640 7 0.00 0.000 28.728 8 0.00 0.000 114.902 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 7 November 3,2003 15:58 SURFACE LOADS Load Case WATER AREA UNIFORM -W 23 0.002 24 0.002 25 0.002 26 0.002 27 0.002 28 0.002 SAFE Page 6 113 Davis Engineers, Miami Floridal1 /3 /2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 8 November 3,2003 15:58 L I N E L O A D S Load Case SURCHDL LINE TOTAL -W INPLANE -M OUTPLANE -M 2 0.00 0.000 - 21.722 4 0.00 0.000 - 69.504 6 0.00 0.000 - 21.711 1 0.00 0.000 -6.516 3 0.00 0.000 - 32.580 5 0.00 0.000 - 32.580 7 0.00 0.000 -6.516 8 0.00 0.000 - 26.062 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 9 November 3,2003 15:58 L I N E L O A D S Load Case SURCHLL LINE TOTAL -W INPLANE -M OUTPLANE -M 2 0.00 0.000 - 43.324 4 0.00 0.000 - 138.624 6 0.00 0.000 - 43.301 1 0.00 0.000 - 12.996 3 0.00 0.000 - 64.980 5 0.00 0.000 - 64.980 7 0.00 0.000 - 12.996 8 0.00 0.000 - 51.980 SAFE Page 7 / 13 Davis Engineers, Miami Floridal 1 /3/2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip-in Units PAGE 10 November 3,2003 15:58 L 1 14 E L O A D S Load Case SOIL1 LINE TOTAL -W INPLANE-M OUTPLANE -M 2 0.00 0.000 - 42.244 4 0.00 0.000 - 135.168 6 0.00 0.000 - 42.222 1 0.00 0.000 - 12.672 3 0.00 0.000 - 63.360 5 0.00 0.000 - 63.360 7 0.00 0.000 - 12.672 8 0.00 0.000 - 50.684 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 11 November 3;2003 15:58 L I N E L O A D S Load Case S0IL2B LINE TOTAL -W INPLANE -M OUTPLANE -M 2 0.00 0.000 - 57.126 4 0.00 0.000 - 182.784 6 0.00 0.000 - 57.095 1 0.00 0.000 - 17.136 3 0.00 0.000 - 85.680 5 0.00 0.000 - 85.680 7 0.00 0.000 - 17.136 8 0.00 0.000 - 68.538 SAFE Page 8/13 Davis Engineers, Miami Floridal 1 /3/2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 12 November 3,2003 15:58 L I N E L O A D S Load Case SOIL3 LINE TOTAL -W INPLANE-M OUTPLANE -M 2 0.00 0.000 - 38.044 4 0.00 0.000 - 121.728 6 0.00 0.000 - 38.024 1 0.00 0.000 - 11.412 3 0.00 0.000 - 57.060 5 0.00 0.000 - 57.060 7 0.00 0.000 - 11.412 8 0.00 0.000 - 45.644 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 13 November 3,2003 15:58 L I N E LOADS Load Case HYDRO LINE TOTAL -W INPLANE -M OUTPLANE -M 2 0.00 0.000 - 139.814 4 0.00 0.000 - 447.360 6 0.00 0.000 - 139.740 1 0.00 0.000 - 41.940 3 0.00 0.000 - 209.700 5 0.00 0.000 - 209.700 7 0.00 0.000 - 41.940 8 0.00 0.000 - 167.746 SAFE Page 9 /13 Davis Engineers, Miami Floridal1 /3/2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 14 November 3,2003 15:58 SURFACE LOADS Load Case HYDRO AREA UNIFORM -W 23 -0.002 24 -0.002 25 -0.002 26 -0.002 27 -0.002 28 -0.002 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 15 November 3,2003 15:58 B E A M S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SECTION MOMENT SHEAR TORSION UNIT LABEL MODULUS RATIO AREA INERTIA AREA CONSTANT WEIGHT BEAM8X48 3600.000 0.200 384.000 73728.000 320.000 7331.895 8.681E -05 SAFE Page 10 / 13 Davis Engineers, Miami Floridal1 /3 /2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 16 November 3,2003 15:58 B E A M S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT BEAM8X48 0.000 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 17 November 3,2003 15:58 S L A B SECT/ON P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT 10in3000 3100.000 0.200 10.000 10.000 10.000 8.681E -05 8in3000p 3100.000 0.200 8.000 8.000 8.000 8.681E -05 12in3000 3600.000 0.200 12.000 12.000 12.000 8.681E -05 SAFE Page 11 / 13 Davis Engineers, Miami Floridal1 /3/2003 4:00 PM SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 18 November 3,2003 15:58 S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT 10in3000 64.513 8in3000p 0.000 12in3000 0.000 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 19 November 3,2003 15:58 S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY 14IN3000 3976.960 194882 194882 12IN3000 2921.681 105181 105181 SAFE Page 12 / 13 Davis Engineers, Miami Floridal 1 /3/2003 4:00 PM • SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 1 November 3,2003 15:59 S T A T I C L O A D CAS E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR WALLS DEAD 1.0000 3.0000 DL DEAD 0.0000 3.0000 LL LIVE 0.0000 1.0000 WATER LIVE 0.0000 1.0000 SURCHDL LIVE 0.0000 1.0000 SURCHLL LIVE 0.0000 1.0000 SOIL1 LIVE 0.0000 1.0000 SOIL2A LIVE 0.0000 1.0000 SOIL2B LIVE 0.0000 1.0000 SOIL3 LIVE 0.0000 1.0000 HYDRO LIVE 0.0000 1.0000 SAFE v7.00 File: 2K3WP98 -POOL Kip -in Units PAGE 2 November 3,2003 15:59 L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR SFULL WALLS DEAD 1.000 DL DEAD 1.000 LL LIVE 1.000 WATER LIVE 1.000 SEMPTY1 WALLS DEAD 1.000 DL DEAD 1.000 LL LIVE 1.000 SURCHDL LIVE 1.000 SURCHLL LIVE 1.000 SOIL1 LIVE 1.000 SEMPTY2 WALLS DEAD 1.000 DL DEAD 1.000 SURCHDL LIVE 1.000 SURCHLL LIVE 1.000 SOIL2A LIVE 1.000 SOIL2B LIVE 1.000 SOIL3 LIVE 1.000 HYDRO LIVE 1.000 UFULL WALLS DEAD 1.400 DL DEAD 1.400 LL LIVE 1.700 WATER LIVE 1.700 UEMPTY1 WALLS DEAD 1.400 DL DEAD 1.400 LL LIVE 1.700 SURCHDL LIVE 1.700 SURCHLL LIVE 1.700 SOIL1 LIVE 1.700 UEMPTY2 WALLS DEAD 1.400 DL DEAD 1.400 SURCHDL LIVE 1.700 SOIL2A LIVE 1.700 SOIL2B LIVE 1.700 SOIL3 LIVE 1.700 HYDRO LIVE 1.700 SAFE Page 13 / 13 7DAVIS ENGAINEERSbARA. 305- 266 -2566 arciect : y$ II �...,..e E Mumma momumminsmanummiummummemennia sama a as iiinun smonsa IMO _ imumm aaaaaaaauama a °' maimmainsnannsiummun aaaaaaaaaaaaaaAl a -NLY EVIE ismrImpriffmnannumnissanumualmnsennat amaaa mEmuu aa E n uc i m - 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