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PL-19-631Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address 1300 NE 94TH ST, Miami Shores, FL 33138 Contacts Issue Date: 04/11/201.9 Parcel Number 1132050100120 Permit NO.: PL-03-19-631 Permit Type: Plumbing - Residential Work classificaffom,Pool - Private Permit status: Approved Expiration: 10/08/2019 CHRISTIAN & EMMANUELLE BERNARD Owner GATOR POOLS AND SPA CONSTRUCTION Contractor 1300 NE 94 ST, MIAMI SHORES, FL 33138 MIGUEL CARMONA Mobile: 7864913926 14869 S DIXIE HWY 1, MIAMI, FL 33176 Business: 3052222220 GATORSPOOL@ BE LLSOUTH. NET Inspection Requests: Description: POOL PIPING Valuation: $ 2,000.00 305-762-4949 TO REPLACE EXPIRED PERMIT PL-10-17-2349 .j Total Sq Feet: 348.00 Amt Paid Payments Date Paid Fees Amount 50% Renewal Fee $112.50 Total Fees $115.50 Scanning Fee $3.00 Credit Card 04/11/2019 $115.50 Total: $115.50 Amount Due: $0.00 Building Department Copy 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 responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above named contractor to do the work stated. (� J Owner / Applicant / Contractor / Agent Date April 11, 2019 Page 2 of 2 .! i Miami Shores Village SCE Building Department AR 2 20 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 BUILDING Master Permit No. � FF- 3-1 I— 62-8 PERMIT APPLICATION Sub Permit No. PL' 3-H- L-2-, i BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ENEWAL 2f1L'U'*M"BlNG ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1300 NE 44 Sfret f Q City: Miami Shores County: Miami Dade Zip: 3 313 u Folio/Parcel#: I a D s 0 I n o J a D Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction ,Tlype: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): G r� s f U L L i1 mgAjj&jje Proo rd Phone#: Address: I I bD N �- 14 Sl1, City: Miami S h o r25 State: F-0 r f p: 3313-8 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: I Cj of o y- PD d l Cold SPA Coh,-rrul+bn fkne#: (30 *1aa -SAD Address: 1 3a ") J S �+U ).Do+h S+ City: M ) am I State: rI orij61 Zip: 33177 qualifier Name: /►I�lAna f? Ill r o nQ (3 d r ` Phone#: State Certification or Registration #: G1 4 5 6 7 a IQ Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Value of Work for this Permit: $ 1� j 000 • Do Square/Linear Footage of Work: Type of Work: ❑ Addition Description of Work: ❑ Alteration ❑ New ❑ Repair/Replace Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ _ -(o-11-:34 Zip: ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ [ I S • 19(-) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... 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 inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature ' OWNER or AGENT The foregoing instrument was acknowledged before me this a s-Fh day of rdrwrq P 20 11 . by Gh rl d qn Nn a M , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: °«a° Pue NIXON J UZC EGUI Seal: r •' "'• ° Commission # GG 127044 Expires July 23, 2021 • t ���Foc Ft°��e 6adod iMi B��1Mo1rpS�ricM Signatur .� 0 C T ACTOR The foregoing instrument was acknowledged before me this �q day of >° r"U Y 20 14 by M14d Aog el CA rMOff, , who is rsonally know to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: I iu n dz(eea v i� NIXON MZCATEGUI Seal: Commission # GG 127044 ti Expires July 23, 2021 Eop �.° eadod Thu Budp� IibteryBwMow I APPROVED BY �Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) �5"°Rws Miami Shores Village RECEIVED � Building Department �' 10050 NE 2"d Ave. NOV 13 2017 `•�oRW Miami Shores, FL 33138 305-795-22041 Fax 305-756-8972 \� NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Bodax Foundations, Inc{o perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the Pool- 1300 NE. 94 St, Miami Shores, Fl. project on the below listed structure as of 11i08i17 (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: 8 {" P 1 1— 20V _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments RoofinTIN tions, Lt. Weight, Insul. Conc. Other eb", nJ)1)1/ Note: Only the marked boxe§ apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. Anthony Luna 2. Ernesto Vanegas 3. Antonio Devia 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by ��� education or ticensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a e 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 NCEES Fundamentals Examination; i or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnelo� performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory jpspeatiiipn�s�performed by the department. Further, upon completion of work under each Building`l; �g t,� t kt,to the Building Inspector at the time of the final inspection the completed inspection • a� • �a d statement indicating that, to the best of my knowledge, belief and profe5sip1 h o i6ns of the project outlined above meet the intent of the Florida Building Code a%1 u a rrdaSce with the approval plans. R W _ Engineer/Architect r •w Name Cesar Castillo, P.E.68447 Sig�ana Sealed' Print Dater 14, /07,/:Z01-71_ 0 Address 1676 W. 31 st Place, Hialeah, Florida 33012 a 3 a M 0a LOCATION SKETCH SCALE: NTS A \\ NOR1N gAYdNOite opjve aR►yF 81�A Fear SURVEY FOR: DAVID AND JUNE HEELER, 1300 HE 94 ST., MIAMI SHORES, FL. 33138 LEGAL DESCRIPTION: LOT 14 BLOIPK OF Tn SHOREc B_nY VIEW "MmSUBDIVISION �R•c aETExocx ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK_ AT PAGE 16 eTaucnalE.CLF•GWNINKFEIICE V WRpFERrY�aIE. UUE•ppNINpEUryrryEASEMENf, N•NtONPOE (.FOUND ACWRCONprgNPA A10•FA•PROPFJRY CORRFR OH•aaalEO HOLE WF•MOOOEN FENCE. REa•REEDENCE C4CLWr. Re•nea,rr. OF THE PUBLIC RECORDS MIAM—DADS UE•uTarry EAEDIENL COnCCONCaER 8W. e/+Vmlalrr a< vwy, pE'DaaaMOE EAKMENT, eA•cENn:R Le16, 0•DunTrER TYP•1YPEN., COUNTY, FLORIDA NOT VALID UNL@ae UIe066ED N1TN . R.I,ECDAOEO, ENCR•ENCROaCI.1ENr Cpyp.CpApV1ER, • • PrR•POIY'RPDIE DWDVEafKAp PDYERLarE V21•M1ITER ME1E�q �'~ g�aat FE.F�I. FIWR FlT1�. SURVEYOR'S 3EAL ���• ca+c ELEVA'fIQN eBASED Orl OG 325�5 • • I HEREBY CERTIFY Thar Me wrvey ropmented SINCE 1987 �` M�MTEra�NCEtOMYUOEEAEEMEI/i.MaD.E DCBMiIB-62 • ELV 7•i u�,,, thereon meets therrMmumtechnicalreqummrents BLANGO SU "kt- • 4 T •E o•su auEYtiauApARy'i""' adopted by tiro STATE OF FLORIDA Board of LaW 1 'YORs IN, SURVEY_ 'c NOTFcNOTFa 1) OV,EdERSHIP SUBJECT TO OPINpN Oi•I,"LE, 2rt�btVALI�� _� • • • SorveyPre por ln` to Section 472.0 7 Flodda Engineers • Land Surveyors. Planners • LB Y 0007059 AND RAISED SEAL OF A FLORIDA LICENSED SVRVEYOR AND MAPPER, 3) THE SUfCJEYu mpEP C7E0 HERES NOT StnWtat COVERED BY PROFESSIONAL LIABILITY 01SURANCE 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5j Them am no encrosonvnts, o"thips, essements 555 NORTH SHORE DRIVE UNDERGROUND ENCROACHMENTS NOT LOCATED. 8) ELEVATIONS ARE BASED ON NATIONAL GE WpaerNp on the plat or Nsitikeasart•nh orherthan VERTICAL DATUM OF 1929. T) IS SURVEY R EY A FENCES ARE UNKNOM, S) THERE MA BE AODITIO esshownhereon. WANE BEACH, FL 33141 REVISED; RESTRICTIONS N0T5HOWN ON THIS SURVEYTHAT MAY BE FOUt1p)ryrF1E•UBLIC REGERD5Q F'F LS COUNjY •� / (305)865-1200 Fmdll: Dlancosweyoa)c®yagp Com Fax:(305)865-7810 CONTACT THE APPROPRIATE AU7h10RfTY PRIOR TO ANY pESIGt• WORK F7R d1/1L01NG�AND Z($IHG. • D/, ' FLOODZ N WFORMATION.10)EXAMINATION OF THE ABSTRACTOF TITLE WII�HAV�TO BE MAGI TO DETZRM�IE R€Cp�wv--���•• hI`' VE S F� 1„ DAT 9/11 09RSE11 INSTRUMENTS, IFANY AFFECTING THIS PROPERTY • ADIS N. NUNF2 PANEL: 0306 • • • • • • oMMUNlrva 120652 BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMEDIWALUE OF CIE PB • • • • • REGISTERED rANO SURVEYOR OATS: SCALE: DVVN. BY: S No • • STATE OF FLORIDA •5924 21"113 1 C 90' F a•^w 13-173 ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • STRUCTURAL CALCULATIONS PROPOSED NEW POOL 1300 NE 94 STREET MIAMI SHORES, FL. 33138 ,\\w i l l 1111/// = v NO.62S31 O I DA A"' �'V A I 1lEVA \�`� Vicen e Franco, PE. LIC. No. 62531 10776 NW 84 LN #5 MIAMI, FL. 33178 TABLE OF CONTENT ...... .... . ... .... ...... ...... .... .... ...... ...... • , :000, • • . .. ... . ...... • • .. CHECK PILE CAPACITY................................................................ I CHECK PUNCHING SHEAR.............................................................. 2 CONCRETE WALL............................................................................ 3 BOTTOM SLAB.............................................................................. 5 SLAB BAND DESIGN...................................................................... 7 1 Vicente Franco P.E. CHECK NEW HELICAL PILE CAPACITY POOL POOL HEIGHT: h = 5 FT BOTTOM SLAB THICKNESS = 12 IN WALL THICKNESS = 8' IN fc = 5000. PSI fy = 60000 PSI PILE TENSION CAPACITY = 6 T COMPRESSION CAPACITY = 12 T LATERAL CAPACITY = N/A PILE DIAMETER = 3 IN PILE SPACING LEFT b1 = 6.67 FT PILE SPACING RIGHT b2 = 6.67 FT TRIBUTARY WIDTH T1 = 7 FT TRIBUTARY WIDTH T2 = 3.17 FT CHECK TENSION CAPACITY: TRIBUTARY AREA = 44.49 SF HYDROSTATIC PRESSURE = 8.542 T DEAD LOAD: SLAB WEGHT = 150 * 12/12 *AREA / 2000 = WALL WEIGHT = 150 * 8/12 * h * (T1+T2)/2 / 2000 = DEAD LOAD = 4.61 T 3.34 T 1.27 T UPLIFT (HP-0.6*DL) = 5.78 T OK < TENSION CAPACITY CHECK COMPRESSION CAPACITY: LIVE LOAD = 7.12 T DEAD LOAD = 4.61 T TOTAL = 11.73 T . . ...... .... ...... .. .. ...... ...... ...... see 0...... OK < COMPRESSION CAPACITY Vicente Franco P.E. CHECK PUNCHING SHEAR AT BOTTOM SLAB POOL POOL HEIGHT = 5 FT BOTTOM SLAB THICKNESS = 12 IN WALL THICKNESS = 8 IN fc = 5000 PSI STEEL PLATE = 8 IN d = 9 IN ho = 21 IN bo = 84 IN REACTION OVER PILE: LIVE LOAD = 7.12 T DEAD LOAD = 4.61 T Vu = 37.1 K CONCRETE SHEAR CAPACITY: �Vc = 181.8 K OK HELICAL PILE ...... .... ...... .... ...... .... .... ..... .. .. .. .. ...... ...... 0 • 0 . , , ...... . . 00-0-0 , • ... . . . .. CRITICAL AREA PERIMETER OK > PUNCHING SHEAR Cantilevered Retaining Wall File=C:1C41CUA7EB-11GIA11300NE-11CANTIL-1.EC6 g ENERCALC, INC.1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Cantilevered Wall Criteria Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Design Summary Wall Stability Ratios Overturning = 4.01 OK Sliding = 0.98 OK Slab Resists All Sliding Total Bearing Load = 1,500 Ibs ...resultant ecc. = 0.96 in Soil Pressure @ Toe = 241 psf OK Soil Pressure @ Heel = 209 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 289 psf ACI Factored @ Heel = 251 psf Footing Shear @ Toe = 4.9 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 106.1 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 810.0 Ibs less 100% Passive Force = - 194.5 Ibs less 100% Friction Force = - 600.0 Ibs Added Force Req'd = 15.5 Ibs NG ....for 1.5 : 1 Stability = 420.5 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 0.00 in Stem Construction Top Design Height Above Ftg ft = Wall Material Above "Ht" = C Thickness in = Rebar Size = Rebar Spacing in = Rebar Placed at = Design Data fb/FB +fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-1= 1 Moment..... Allowable ft-1 = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data fc psi = Fy psi = Stem Stem OK 0.00 oncrete 8.00 # 4 12.00 Center 0.429 900.0 ,500.0 31493.8 18.8 106.1 100.0 4.00 13.24 6.00 6.00 5,000.0 Calculations per ACOJ$-It JACI530-11, IBC 2012, CBC 2013, AS@& i-�ti • .' . .. • ...... .... •••••• .... .... ...... .... .... ..... ...... go 00 go 60 Goo 00 ••• d Cantilevered Retaining Wall File=C:IC41CUA7EB-11GIA11300NE-11CANTIL-1.EC6 g ENERCALC, INC.1983-2017, Build: 10.17.8.29, Ver. 10. 17.8.29 Description : Cantilevered Wall Footing Dimensions & Strengths Footing Design Results • • • • • • • Toe Width = 6.00 ft Toe Heel • • .... • Heel Width = 0.67 Factored Pressure = 289 251 psf • • • • • • • ... • .... ; Total Footing Width = 6.67 Mu': Upward = 0 0 ft-lb • • •:.. Footing Thickness = 12.00 in Mu': Downward = 0 0 ft-lb .... Sees • • :see*: Mu: Design = 1,500 Oft -lb •���•• ••••6• Key Width - 0.00 in Actual 1-Way Shear = 4.88 0.00 psi .••.. Key Depth = 0.00 in Allow 1-Way Shear = 106.07 106.07 psi 000000 0 • • • • • Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 18.00 in " • • • • • • • • • • fc = 5,000 psi Fy = 60,000 psi Heel Reinforcing = # 4 18.00 in ...... .' Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd • Min. As % = 0.0018 Other Acceptable Sizes & Spacings • •�; Cover @ Top 2.00 @ Btm.= 3.00 in • • " % 0 Toe: Not req'd, Mu < S * Fr ' • • Heel: Not req'd, Mu < S * Fr • • Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 810.0 2.00 1,620.0 Soil Over Heel = 0.0 6.67 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 500.0 6.33 3,166.7 Earth @ Stem Transitions = Total = 810.0 O.T.M. = 1,620.0 Footing Weight = 1,000.0 3.33 3,333.3 Resist! ng/Overtu rn i ng Ratio = 4.01 Key Weight = Vertical Loads used for Soil Pressure = 1,500.0 Ibs Vert. Component = Total = 1,500.0 Ibs R.M. = 6,500.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. s ONE WAY CONCRETE SLAB DESIGN - ACI COEFFICIENTS Design is for largest span and worst coefficient condition • • • • • • Pool height hp := 5 • ft • • • • • • • .... .... Maximum span 1 •= 6 • ft + 11 in s • • • • • +"": .... .... ..... Width bs := 12 • in .. .. .. .. ...... Slab deep h := 12 • in ...... • . . 4 4 ds:=hs-3.0•in--•in-0.5•-•in ds=8.25•in •• 8 8 ••• • • • Water unit weight -y62.4 pcf w •- Concrete unitweight -yc ••= 150 pcf Ultimate bad qu := 1.2•hs-bs-'yc+ 1.6-bs-hp--yw qu = 679.2 • plf Maximum moment M - qu - Is 2 u 9 fy := 60000 • psi 0.5015 fy2 . bs - ds2 fc -B- B2-4•A•Mu p := max 0.0018, 2•A Mu = 43324 • in • lbf fc := 5000 • psi B:=-0.85•fy•bs-ds2 p = 0.0018 •. , • A := p • b h A = 0.259 • in2 s • s s s ...•.. "fe • Use #4 @ 12" top and bottom each way • • • • • +. • .... • .. .. .• •. .•••.• •..... • Maximum shear so . . ...... .. ... . .•.•.. . ' 10 Vu := qu I is — ds� u = � Ibf .: \\\2 Concrete shear capacity OVA := 0.75 - 1.0. 2 fC psi • bs • ds OVA = 10501 • lbf Vu is lessthan half concrete capacity. No shear rebar is required EXTERIOR CONCRETE SLAB BAND DESIGNED AS BEAM -ACI COEFFICIENTS Design is for largest span and worst coefficient condition Pool height hp := 5 • ft Wal th ickness tw := 8 • in Maximum dear span In := 3 • ft + 8 • in Pile cap width (assumed beam width) bb := 36 • in Slab deep hs := 12 • in db:=hs-3.0•in-4 —•in-0.5• 4 — •in db=8.25•in 8 8 Water unit weight -jw:= 62.4 • pcf Concrete unit weight 7c••= 150 Pcf Tributary width by :_ 7. ft + 3.12 • ft 2 Ultimate bad qu:= 1.2•(tw,hP+hs•bP)*7c+ 1.6•bp•hp,-fw qu = 5096.3 • plf Maximum moment 2 MU,- qu • In 9 fy := 60000 • psi 0.5015•fy2•bb•db2 fc Mu = 91356 • in • Ibf fc := 5000 • psi B:=-0.85•fy•bb.db2 3 fc psi 200 • psi -B - B2 - 4 • A • Mu p := m ,min 4 fy fy , 2 • A • • •. •. .• •. .•..•. v p = 0.0035 • As := p • bb • db As = 1.05 in .•.... '.•.f' Use 5 #4 top and bottom over piles . • • • • • • • • • :"": .... .... ..•.. Maximum shear ...... • in •' • ...�.: Vu := qu • — db V = 8 0 Ibf 2 4Vc := 0.75 • 1.0. 2 • FC • psi • bb • db �)Vc = 31502 lbf Vu is lessthan half concrete capacity. No shear rebar is required t r r t 0 J.C.D. ARCHITECT, Inc. J UAN C . DAVI D R . A. AR-00015344 LEES ACCREIDITED PROFESSIONAL w� design & Development Architecture Interiors Planning Construction ARCHITECT. INC. 1385 Coral Way. Suite 407 a HNarrli. gorltla 33145 o pf 0—f3C5)285<343 c Fan:(305)285-a330 Sheet No. EXTERIOR ALTERATION 1300 NE 94th Street Miami Shores, FL 33138 [ e t== t G G [ = t E t t e c [ e se c sssc [ s ts[ccc c t cccG ssetc[ s [ c C t 6 4 G t Owner: Cristian Bernard t G [ E G t C = B t t C [[[ B t i t t s [ t [ s [[ cctcce ss s= t ctcc[s c t t c s c E e s cc[sss [ cst:es s c t E i TABLE OF CONTENT s s s s c c s s c s s ct Description 01-06 Foundations Grade Beams Design 07-08 Concrete Slab Design 09-09 Wood Joists & Ledger Design _ 1 - as per ASCE 7-10 1.5-23- - "-Geot6c—Mical`Report{ J08 GQ/S7-/,A/V Q J.C.D. ARCHITECT, Inc. ADDRESS JUAN C. DAVID Ft, A. m"= w Lar=D ACCREDITED PROFESSIONAL Design 6 Development PROJECT No SHEET No OF ArahtOCKM a,Wk. PM-w'O OWN&U M CALCULATED BY DATE CHECKED BY DATE _. ._..r... ....,.... ... _._.......... , a..... .... .... .. .. _. . _ zv_ -._r_.. ..... _ dE'G/< --� C , %� Y G 1 �e ...1�/,33 7' /O S 2D /80 /S 30o d _ _;.. 4 SLAB V... . 7. '........ a... r 9 3 a qd'O 90 _ z �, c i ............. e. d to ._ ... I.:- :. _ ..: ........_ . .� . (% : _.........! QE�✓/�. _.. _\...� G.� - l `...7.\\). L _f - ...... _ . _... 7 � Q .... .. .. ... ._.. a p 6 o .,. , . _......... Apit . .2 01, i s s6O - c i E t m i ! � r�cia eo � � o i ieisii i r r 1NL ...... a Ea ttai as_m r �i c s C �Y�k•G@�r t �S G i s ..._. .. Z0�/E CC 7 �j-Q y O b� 5 ,2,� si+taa4 _. r`s o i _ 19 _ ._ _ _ 1 .. __.... ..... .......... i ....... ..:... :. ... .. 1 .���� ♦.�' 6� .... ... ' 97. a /o ff ov ( 7_.. ... _.. r....._ .. _ _ .... .. ...... ....... _. ._ _ :... f. X.. .._ ..... ...: _. ._ ' :_ 42- _. . _.... ..... ....... ... .._. Q - _... ..... _.. - 01 JOB G4/S7'IAA/ 0 J.C.D. ARCHITECT, Inc. JUAN C. DAVID R. A. AP-0=159M LEEC ACCREDITED PROFESSIONAL Design & Davalapmant Archltact" hrterbm Plannlnp ConetruCUon AcHrrLCT.INc. 1ZY rknI WMaW nW • MM,rbid� N • :pOSl9Z6W9 • Fs i70lp MZ'�Z10 ADDRESS PROJECT No CALCULATED BY CHECKED BY SHEET No OF DATE DATE ._ T GRAd�' ,BEAM .. b�'SIE�( `_,CGI/✓GRET� JCC/- 5 O;.kS!_� .j.. ... __ ._. ... :_ ..... ;.._. .... .... ... ... ._ .__.. .. .. 5� G .25 4 ... 7•J4 .._._...._����. __/G 8... 4.7 2.. O 2G...... 6@ 6, OG BdG /p BOG. V = /-F 8y k U DL... .. _. j' 1 �p �. .......... f 5. _a�azse _ O a'. ..... 3 .w . , ...- ......... .': .... :......... .. . ....,.._ ..._ti.... s .i .. a.a.a:cl..._.._ ` caef aaaese 6 repo �:aavo cc ...... aa:f=`... csa s � ) �s. �c ca C c ... _. cs...ec c ` i a :pG 4e/TL • P14-1 t//06 3 xp a �'" e3 �/� 3 Tim S : _ ........ ...... . . 02 Title : Dsgnr: Description Scope: Rev: 580000 User: KW-0605358, Ver5.8.0, 1-Dec-2003 Multi -Span Concrete Beam (c)1983-2003 ENERCALC Engineering Software ' Description GB-1 (12"x24") Grade Beam (5-Span)(Cristian) Job # Date: 1:06AM, 12 JUL 17 C Page 1 tuds & Joists " General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 S-2 S-3 S-a S-5 Span ft 11.00 11.00 11.00 11.00 2.00 Beam Width in 12.00 12.00 12.00 12.00 12.00 Beam Depth in 24.00 24.00 24.00 24.00 24.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Free Reinforcing Center Area 1.32in2 1.32in2 1.32in2 1.32in2 1.32in2 Bar Depth 20.25in 20.25in 20.25in 20.25in 20.25in Left Area 1.32in2 1.32in2 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in 3.75in 3.75in Right Area 1.32in2 1.32in2 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in 3.75in 3.75in = ' Loads e c s as Using Live Load This Span ?? Yes Yes Yes Yes Yes e e Dead Load k/ft 0.930 0.930 0.930 0.930 0.930 cscsse cecs sas e Live Load k/ft 0.720 0.720 0.720 0.720 0.720 a Results Beam OK Beam OK Beam OK Beam OK Beam OK `. a E a e •' ei `a Mmax @ Cntr k-ft 23.62 10.96 11.55 21.12 0.00 ` ` a • ' ' e @ X = ft 4.33 5.87 5.13 6.45 0.00 sc cc a ac e [ Mn * Phi k-ft 115.35 115.35 115.35 115.35 115.35 e Max @ Left End k-ft 0.00 -32.66 -22.19 -31.39 -5.05 c Mn * Phi k-ft 115.35 115.35 115.35 115.35 115.35 ce a aft e Max @ Right End k-ft -32.66 -22.19 -31.39 -5.05 0.00 Mn * Phi k-ft 115.35 115.35 115.35 115.35 115.35 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 10.92 14.84 13.06 16.29 5.05 Shear @ Right k 16.86 12.94 14.73 11.50 0.00 Reactions 8 Deflections DL @ Left k 4.02 11.67 9.57 11.42 6.09 LL @ Left k 3.11 9.04 7.41 8.84 4.72 Total @ Left k 7.14 20.71 16.98 20.26 10.81 DL @ Right k 11.67 9.57 11.42 6.09 0.00 LL @ Right k 9.04 7.41 8.84 4.72 0.00 Total @ Right k 20.71 16.98 20.26 10.81 0.00 Max. Deflection in -0.005 -0.001 -0.002 -0.004 0.002 @ X = ft 4.84 5.94 5.13 6.09 2.00 Inertia : Effective in4 13,824.00 13,824.00 13,824.00 13,824.00 13,824.00 Shear Stirrups Oil iiuN rcVUai rhea lilt U.[LV U.LLV U.LLU U.LLV U.4UU Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 03 Title : Job # Dsgnr: Date: 1:06AM, 12 JUL 17 Description Scope: Rev: 580000 User: KW-0605358, Ver5.8.0, 1-Dec-2003 Multi -Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software CRISTIAN_BERNARD.ECW:Studs & Joists r Description GB-1 (12"x24") Grade Beam (5-Span)(Cristian) Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.0 -32.7 -22.2 -31.4 -5.1 Shear k 10.9 14.8 13.1 16.3 5.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 c c t C t E C i f t t e C f c O G t Y C [ • [ f i C t[[ i t i t e fcesta t [ 4 t tits s [ t f t f tsar caeca scat s c cistte cc c ticcs t c i s c t t t s[scai e t t i e e a C i[ i f C C e t t t C t t C i t t t f C [ t e C t e C t 0 t t t t i f C f t f C t e O [ O 04 Title : Dsgnr: Description Scope: UseW r: K-0605358, Ver5.8.0, 1-Dec-2003 Multi -Span Concrete Beam (c)1983-2003 ENERCALC Engineering Software Description GB-2 (12"x24") Grade Beam (3-Span 11')(Cristian) Job # Date: 2:52AM, 12 JUL 17 Page 1 EC W: Beams General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 8-2 S-3 Span ft 2.50 11.00 2.50 Beam Width in 12.00 12.00 12.00 Beam Depth in 24.00 24.00 24.00 End Fixity Free -Pin Pin -Pin Pin -Free Reinforcing Center Area 1.32in2 1.32in2 1.32in2 Bar Depth 20.25in 20.25in 20.25in Left Area 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in Right Area 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in Loads t t t t t Using Live Load This Span ?? Yes Yes Yes sci ocscsc sect Dead Load k/ft 0.480 0.480 0.480 E e t Live Load k/ft 0.420 0.420 0.420 secct9 s + cctc t t t t Results Beam OK Beam OK Beam OK t t t • t i i ` t t ` Mmax @ Cntr k-ft 0.00 16.63 0.00 t t t t E it ss @ X = ft 0.00 5.50 0.00 ct ct s Mn * Phi k-ft 115.35 115.35 115.35 cctssc e i t Max @Left End k-ft 0.00 -4.33 -4.33 t L t t t e E t i Mn * Phi k-ft 115.35 115.35 115.35 i t i t CSC e Max @ Right End k-ft -4.33 -4.33 0.00 e t Mn * Phi k-ft 115.35 115.35 115.35 Bending OK Bending OK Bending OK Shear @ Left k 0.00 7.62 3.46 Shear @ Right k 3.46 7.62 0.00 Reactions 8 Deflections DL @ Left k 0.00 3.84 3.84 LL @ Left k 0.00 3.36 3.36 Total @ Left k 0.00 7.20 7.20 DL @ Right k 3.84 3.84 0.00 LL @ Right k 3.36 3.36 0.00 Total @ Right k 7.20 7.20 0.00 Max. Deflection in 0.003 -0.004 0.003 @ X = ft 0.00 5.50 2.50 Inertia : Effective in4 13,824.00 13,824.00 13,824.00 Shear Stirrups aunuP evdr rued IN/ v.ttu v.tty U.LLU Spacing @ Left in Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Spacing @ A*L in Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd 05 Title : Job # Dsgnr: Date: 2:52AM, 12 JUL 17 Description Scope: Rev: 580000 User: KW-0605358, Ver5.8.0, 1-Dec-2003 11A Multi -Span Concrete Beam Page 2 (c)1983-2D03 ENERCALC Engineering Software CRISTIAN BERNARD.ECW:Beams ` Description GB-2 (12"xN") Grade Beam (3-Span 11')(Cristian) ' Query Values Location ft 0.00 0.00 0.00 Moment k-ft 0.0 -4.3 -4.3 Shear k 0.0 7.6 3.5 Deflection in 0.0025 0.0000 0.0000 i t C t C C f t t t t t i f t C t c i f 6 f tsfe:: s m t csas t t t S O f tec�ts c s s cttsfc west cots f i t t t e t t t • t E 0 t i C C t t t i t t i C C c t t t cs cs t t c is t t i t A f c cctcec t s f t C t t s s O t t t f 0 c ctsccs c t e s c tstatt c c e i t t f C i f s t s t sc M Title : Dsgnr: Description Scope: Job # Date: 4:19AM, 12 JUL 17 User: KW-0605358, Ver5.8.0, 1-Dec-2003 Multi -Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software CRISTIAN_SERNARD.ECW:Studs & Joists Description 1 S-1 #4 (6" Conc. Slab-1 Span-3.5')(Cantilivered) General Information Code Ref: ACI 318-02, 1997 LIBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Fe 5,000.0 psi Stirrup Fv 60.000.0 Dsi ACI Live Load Factor 1 7n Concrete Member Information Description S-1 Span ft 3.50 Beam Width in 12.00 Beam Depth in 6.00 End Fixity Fix -Free Reinforcing Center Area 0.20in2 Bar Depth 4.25in Left Area 0.20in2 Bar Depth 1.75in Right Area 0.20in2 Bar Depth 1.75In c a sxc Ei Loads E a c �s G 0 a Using Live Load This Span ?? Yes Dead Load k/ft 0.090 a Live Load Wft 0.060 ceecec s EE ccaa tEai c E Results Beam OK ` c c a c i E a t Mmax@Cntr k-ft -1.40 ` c b acca scocco @X= ft E t a C t 0.00 c Mn*Phi k-ft c ccEc:a s 3.68 � c � s s sssocc Max @ Left End k-ft -1.40 c c Mn*Phi k-ft s 3.68 a ssc ccc0 r c s Max @ Right End k-ft c cc s as c 0.00 Mn * Phi k-ft 3.68 Bending OK Shear @ Left k 0.80 Shear @ Right k 0.00 Reactions & Deflections DL @ Left k 0.31 LL @ Left k 0.21 Total @ Left k 0.52 DL @ Right k 0.00 LL @ Right k 0.00 Total @ Right k 0.00 Max. Deflection in -0.006 @ X = ft 3.50 Inertia : Effective in4 216.00 Shear Stirrups Stirrup Rebar Area in2 0.000 Spacing @ Left in Not Req'd Spacing @ .2*L in Not Req'd Spacing @ .4*L in Not Req'd Spacing @ .6*L in Not Req'd Spacing @ .8*L in Not Req'd Spacing @ Right in Not Req'd 07 Title : Dsgnr: Description Scope: Job # Date: 4:19AM, 12 JUL 17 r IUser: KW-0605358, Ver5.80, Dec-2003 Multi -Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software CRISTIAN_BERNARD.ECW.Studs & Joists Description 1 S-1 #4 (6" Conc. Slab-1 Span-3.5)(Cantilivered) Location ft 0.00 Moment k-ft -1.4 Shear k 0.8 Deflection in 0.0000 i c t t [ t [ f f E E f i C Q t• c s c i C i C C C t[ t i i C C t i G 4 t i t s i f i C [ C C L f Q i G t f C i E C t C C C i i t f t E E f f i G i C t t i t E C i Q E E t E E f E i f 8 C t i t t i C i t i E C C t t C t i t G i i s s a f f C t t t f t C C t f i [ f i t f • t E f t i 11 f Title : Job # Dsgnr: Date: 10:14PM, 11 JUL 17 Description Scope: User:KW-0605358,Ver5.8.0,1-Dec-2003 Multi -Span Timber Beam Page 1 icj1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD.EMStuds & Joists Description Joist 2"x10" @ 16" o.c. (Gravity-10' Span) " General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Southern Pine, No.2 2 -4 Thick, 8 Wide Fb : Basic Allow 800.0 psi Elastic Modulus 1,400.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information Description 5-1 s-2 Span ft 10.00 2.00 Timber Section 2x10 2x10 Beam Width in 1.500 1.500 Beam Depth in 9.250 9.250 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 5.00 2.00 Member Type Sawn Sawn _ c _ Live Load Used This Span ? Yes Yes c . _ Dead Load #/ft 20.00 20.00 "`;" Live Load #/ft 80.00 80.00 = _ _ _ _ • _ • s=eco= Results _ Mmax @ Cntr in-k 13.8 0.0 ` =ccss @ X = ft 4.80 2.00 =oases = cs = _ _ • Max @Left End in-k 0.0 -2.4 c Max @ Right End in-k -2.4 0.0 ; ` ` c ` fb : Actual psi 646.3 112.2 Fb : Allowable psi 829.0 900.8 Bending OK Bending OK Shear @ Left k 0.48 0.20 c = e Shear @ Right k 0.52 0.00 fv : Actual psi 47.6 13.4 Fv : Allowable psi 175.0 175.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.10 0.14 LL @ Left k 0.38 0.58 Total @ Left k 0.48 0.72 DL @ Right k 0.14 0.00 LL @ Right k 0.58 0.00 Total @ Right k 0.72 0.00 Max. Deflection in -0.147 0.085 @ X = ft 4.93 2.00 Query Values Moment in-k 0.0 -2.4 Shear k 0.5 0.2 Deflection in 0.0000 0.0000 9• JOB n-.Q/.S -- /A Al B J.C.D. ARCHITECT, Inc. "A 1. JUAN C. DAVID R. A. AR-COm5W I -SEED ACCREDITED PROFESSIONAL . Oeslan & Development Archftcture lrftriors Plaming ConstuaUw 13M0-WW,&ft4p . M.,*P4Mftm145 - PITMOM2154SU ?W=Ml0"W ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE ... . ..... .. ........ . .... ... ... ...... ... .... . .. .. . ....... .. - . .. ....... .. .. ... ... .... .... . ..... ...... . .. .... .. ... .. ... . . ..... .. . .. .... 0 . .. .. . . .... ........ ......... . . ... . .... .. .. ..... .... .. . ... ... ..... . . . .. .. ....... ;..... 4 . ... .. .. .... ... . ..... . - . . ....... . .. ....... ..... ........ . .. .. e a f 0 g 4 ........ .. 6.0 9 9 ... .. .......... ..... ....... I.,- - wm. .. .... .. .. ... . ... ........... A ....... .... C a e sm 9 . ..... .... .. .. ..... .. .. ...... .... ..... .... . . .. ..... . ..... . .. ... .. ... ... ....... . . ... ... .... ....... .. . ...... ...... .. .. ... ..... . .... . ... ...... ..... .. .. . ....... .... ... .. . . ...... .. . . ......... .. .......... .. ..... .... ........ ... . ............ .. .............. ............... ....................... ... q ....... .. ... .. .. .... .. ....... .. . . . . pEi 4 . .... .. . .... ..... ... ..... ... . .... .. ...... .. . ........ ... ... A .... .. ..... .... .......... ....... ... ... ...... .. ... 10 4/24/2017 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: Cristian Bernard Company Name: J.C.D. Analysis by: O.G. Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.25 Flexible Structure No Calculated Parameters Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha 1 11.500 zg = 700.000 At = 0.087 Bt = 1.070 a a Bm = CC80Q c ' es -Simplified Method Cc = 0. 0 • I = 650 �` • • • a Epsilon = 0. a a a Zmin cca csaccc ca a c s • • • • a = a e Gust Factor Category I: Rigid Structur Gust1 I For rigid structures (Nat Freq > 1 Hz) use 0.85 mp.8 • • Gust Factor Category 11: Rigid Structures - Complete Analysis a Zm 0.6 * Ht 1 .5(b c Izm Cc * (33/z)^0.167 0.1 1 Lzm 1*(zm/33)^Epsilon 581.29 ft Q(1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0,63))^0.5 0.9039 3.4*I Gust2 0.925*( 1+1.7*Izm*3.4*Q /(1+1.7*zm) 0.8804 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used I OE Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 a a a a a a s s c at ocaaaa c c ecaccs c s ssssca c c ctccc c c o f a a a cccccc c cc cccscc 6 • assess e a Developed by Meca Enterprises, Inc. Copyright 2010 J.C. D. Page No. 1 of 4 11 es -Simplified Method Cc = 0. 0 • I = 650 �` • • • a Epsilon = 0. a a a Zmin cca csaccc ca a c s • • • • a = a e Gust Factor Category I: Rigid Structur Gust1 I For rigid structures (Nat Freq > 1 Hz) use 0.85 mp.8 • • Gust Factor Category 11: Rigid Structures - Complete Analysis a Zm 0.6 * Ht 1 .5(b c Izm Cc * (33/z)^0.167 0.1 1 Lzm 1*(zm/33)^Epsilon 581.29 ft Q(1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0,63))^0.5 0.9039 3.4*I Gust2 0.925*( 1+1.7*Izm*3.4*Q /(1+1.7*zm) 0.8804 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used I OE Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 a a a a a a s s c at ocaaaa c c ecaccs c s ssssca c c ctccc c c o f a a a cccccc c cc cccscc 6 • assess e a Developed by Meca Enterprises, Inc. Copyright 2010 J.C. D. Page No. 1 of 4 11 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 a a a a a a s s c at ocaaaa c c ecaccs c s ssssca c c ctccc c c o f a a a cccccc c cc cccscc 6 • assess e a Developed by Meca Enterprises, Inc. Copyright 2010 J.C. D. Page No. 1 of 4 11 a a a a a a s s c at ocaaaa c c ecaccs c s ssssca c c ctccc c c o f a a a cccccc c cc cccscc 6 • assess e a Developed by Meca Enterprises, Inc. Copyright 2010 J.C. D. Page No. 1 of 4 11 4/24/2017 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.6.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ft^2 Pressure Ib/ft"2 Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip-ft) 24 1.12 1.00 74.50 37.40 63.92 -44.57 -18.05 81.97 12.17 9.13 22.5 1.11 1.00 73.67 36.84 63.36 -44.57 -18.05 81.41 28.29 34.38 20.5 1.09 1.00 72.49 36.03 62.55 -44.57 -18.05 1 80.60 1 32.281 63.67 20 1.08 1.00 72.18 35.82 62.34 -44.57 -18.05 80.39 72.07 171.22 15 1.03 1.00 68.65 33.42 1 59.95 -44.57 -18.05 1 78.00 1 187.90 2301.18 ivote: i i r-ositive forces act towara ine race ana Negative torces act away trom the tace. Figure 6-6 - External Pressure Coefficients, CP Loads on Main Wind -Force Resistina Svstems-(Mathod 21 E L Variable Formula Value Units Kh 2.01 *(Ht/zg)^(2/Alpha) 1.11 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht" Kd 73.67 psf Khcc Comp & Clad: Table 6-3 Case 1 1.11 Qhcc 1.00256 *VA 2*Khcc*Kht*Kd 73.67 Psf Wall Pressure Coefficients, Cp Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 t i t i t t t i t L C t t t i t t C i t r • t t t• i t{{ i i f C t t t f i t t Q i C F C t C C { { etti cist ct[ct t { a i i t i i t C t t f i• i t {' C t r t i• C C r{ r i t tit [ t t i t c e c o c c t c r•rri• tecscc c • t t i • : • • t i C t [ t i t• Calculations for Wind Normal to 99 ft Face Cp Pressure (psf) Additional Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls (Wind Dir Normal to 99 ft wall) -0.50 -44.57 -18.05 Leeward Walls (Wind Dir Normal to 90 ft wall) -0.48 -43.32 -16.80 Side Walls -0.70 -57.09 -30.57 Roof - Wind Normal to Ride heta>=10 - for Wind Normal to 99 ft face Windward - Min Cp -0.63 -52.59 -26.06 Windward - Max Cp -0.12 -20.47 6.05 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. Page No. 2 of 4 12 4/24/2017 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Leeward Normal to Ridge -0.37 -36.56 -10.03 Overhang Top (Windward) -0.63 -39.33 -39.33 Overhang Top (Leeward) -0.37 -23.29 -23.29 Overhang Bottom (Applicable on Windward only) 0.80 49.29 49.29 Roof - Wind Parallel to Ride All Theta) - for Wind Normal to 90 ft face Dist from Windward Edge: 0 ft to 45 ft - Max Cp -0.18 -24.53 1.99 Dist from Windward Edge: 0 ft to 11.25 ft - Min Cp -0.90 -69.62 -43.10 Dist from Windward Edge: 11.25 ft to 22.5 ft - Min Cp -0.90 -69.62 -43.10 Dist from Windward Edge: 22.5 ft to 45 ft - Min Cp -0.50 -44.57 -18.05 Dist from Windward Edge: > 45 ft -0.30 -32.05 -5.53 * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01 *(Ht/zg)^(2/Alpha) Kht = Topographic factor (Fig 6-2) Qh = 0.00256*(V)^2*Kh*Kht*Kd Theta = Angle of Roof = 1.00 = 73.67 • c 11.8 Deg i""` :c€•cc t c o c a t• • [ t C C a S • a ti•itt [it• iCt•t• s[tcic c c c (� G 6• i i E .l �a-dt accc a c sccc coca •ssiaE vv � �. ��€ cs c a€aa• �'�� \ \ C C 2 C i Y t R i• E• to 0 \ L. i � i o a / i h � � • € s aacicc • is€a•€ a C t t C t t C / C t • • • i P Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpf -GCpf qh s Min P s Max P s 1 0.46 0.18 -0.18 73.67 20.55 47.07 2 -0.69 0.18 -0.18 73.67 -64.09 -37.57 3 -0.42 0.18 -0.18 73.67 -44.19 -17.67 4 -0.35 0.18 -0.18 73.67 -39.30 -12.78 5 -0.45 0.18 -0.18 73.67 -46.41 -19.89 6 -0.45 0.18 -0.18 73.67 -46.41 -19.89 1 E 0.70 0.18 -0.18 73.67 38.02 64.55 -1.07 0.18 -0.18 73.67 -92.09 -65.57 A2E -0.60 0.18 -0.18 73.67 -57.65 -31.13 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. Page No. 3 of 4 13 4/24/2017 WIND10 v3-20 Detailed Wind Load Desiqn (Method 2) per ASCE 7-10 N p = qh ` (GCpf - GCpi) a Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft it ,^ a 7 Theta <f 27 a a = 9 ==> 1 9.00 ft Double Click on anv data entry line to rereive n heln Srreen E i E t Ct t i E E C i i t LtEtuc Component width (ft) Span (ft) Area (ft"2) Zone GCp Max Min Nind Press (lb/ft^ Mace ; Win J-1 1.33 12 48.00 1 0.36 -0.83 40. 6 -74.55 J-1 1.33 12 48.00 2 0.36 -1.36 40.6 - 113.41 J-1 1.33 12 48.00 3 0.36 -1.36 40.06 -113.41 0.00 OH 1.33 2 2.66 1 H 0.50 -0.90 36.84 -66.30 OH 1.33 2 2.66 2H 0.50 -2.20 36.84 -162.08 OH 1.33 2 2.66 3H 0.50 -3.70 36.84 -272.58 0.00 Wall 1 10 33.33 1 4 0.91 -1.01 80.13 -87.50 Wall 1 10 33.33 5 0.91 -1.22 80.13 -102.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j 0.00 j 0.00 ivoie: - Inter cone .i inrougn a, or l ri inrougn Srl Tor overnangs. Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. Page No. 4 of 4 14 i c t s t t fa t L t. i t t i � [ t E t f • s TEST BORING REPOIt�.t.: c c .i o• ! C L s • co s t Q cfetis c ctttcs L f i i a f . e { t C . f sos•Q ! t s e ss c ctstt i c c { C t i f f C C 6 a{ 6 t i t E t i E 6 6 cicccs i Q C f 4 C E { C E 19 E'C, DYNATECH ENGYNEERING CORP, WWW.DYb4ATECHENGINEERING.COM Miami, February 17, 2017 Mr. Bruno Halimi APPEARANCE, LLC. 75000 Northeast 41" Court Miami, FL 33138 Re: Proposed Pool @ 1300 Northeast 90 Street Miami Shores, FL Dear Mr. Halimi: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on February 17, 2017, at the above referenced project. The purpose of our investigation was to help determine subsoil conditions relative to foundation design of the proposed pool. A total of (1) standard penetration boring test was performed according to ASTXI -D 1586 do,vi, o an average depth of 30' below existing ground surface at the locations shown on-tne attachea sketch. The following graph was developed as a general condition below existing grounal surface at the time of drilling for the subject site (Subsoil conditions are non -homogenous, refer t� field'boring logs -for exact locations and soil description. Average depths are approximate and will v&ry-in the field): Average Denth From To Description 0'-0" 1'-0" Topsoil and grass 1'-0" 2'-6" Tan medium sand w/rock fragments 2'-6" 12'-0" Gray silt 12%0" 15'-0" Tan very sandy limerock 15'-0" 30'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately Y-6" below e.isting ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. Dewatering for pile caps is expected. 750 VEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING_CdfD / EC Re: 1300 Northeast 941h Street, Miami Shores, FL The grout used in the pile installation shall develop a minimum compressive strength of 5000 PSI at 28 days. Large grout volumes, possibly twice (or more) of the theoretical pile volume, are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All pile reinforcing must be designed by the structural engineer to resist all axial, bending, and shear stresses, and shall be placed under the supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend a minimum of a single No. 7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 130 pcf. Submerged: 70 Pcf. - Angle of internal friction: 30 - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30 for steel piles, 20 for concrete or brick walls; 15f uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in itl plilirety and replaced with compacted washed gravel such as pea rock or # 57 stone. lFasew utility lines to underside of structural slabs to limit settlements. t` t C t i i i t C t i t i i G i f t 6 Excavations shall not extend within 1 foot of the angle of repose next to ,existing fwttings or structures, unless underpinned. All excavation shoring must be designed and irspacted by nfFloirida licensed professional engineer. Excavation contractor must make provision'sifdr bard Wcavbtion conditions. etssct i t s t All trenching work shall be in compliance with Florida Building Code, OSHA, and Treddh S16ety Act. i t • C L C t 6 t i t t i t Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those Proposed for this report. The estimated magnitude of these settlements is less than '/z inch differential and less than 1 inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 750 VEST 84TH STREET. HLALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM ; Re: 1300 Northeast 941h Street, Miami Shores, FL This report was prepared in compliance with the 2014 Florida Building Code, 51h edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands and accepts that all data from the Wringsaare strictly for foundation analysis only and are not to be used for excavation or tg�k filling es updates and pricing. Owner and site contractor must familiarize themselves with sits c©nditionastgni®r, to bidding. Client recognizes that actual conditions in areas not tested by DEC ma�dtffer from those anticipated in DEC's report. Client understands and accepts that this can signirica -Aly ine :easeathe cost of construction for its future projects. Client agrees that DEC shall not be, re-apQnsible or liable for any variations in the actual conditions of areas not tested by DEC. Fortnvironmenialt due diligence; a Phase I and/or Phase 11 Environmental Site Assessments is recom .-he'idU As a rhutual protection to clients, the public and ourselves, all reports are submitted as the" onf aentia property of clients, and authorization for publication of statements, conclusions or extrAotstfr6m orregarding our reports is reserved pending our written approval. The scope of services performed 0 `the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re -use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, WissamXaamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 1� SAAD N No.39584 `. N STATE OF � 4. 4 750 WEST 84TH STREET. HIALEAK FL 33014 PHONE (305) Bab-7499 FAX (305) 828-9598 EMAIL•INFOQDYNATECHENGINEERING.COM t a a a t as a a 0 a a t a a t a a a C c c trace a tsctt scactt c` catttt c c attttt a t DYNATECH ENGINEERING CORP. TEST BORING FIELD'LOG CLIENT APPEARANCE, LLC. DATE; 2-17-17 PROJECT Proposed Pool @ HOLE NO.: B-I ADDRESS 1300 Northeast 941h Street, Miami Shores, FL. DRILLER: M. G. 'LOCATION See attached sketch a DESCRIPTION OF MATERIALS Depth HAMMER BLOWS ON "N" SAMPLER 2 Hand H 4 6 3 4 0'-0" to 0'-6" TOPSOIL AND GRASS 1 1 6 1 1 2 0'-6" to 1'-0" DARK BROWN SAND W/ORGANICS 1 1 8 P-0" to 2'-6" TAN MEDIUM SAND W/ROCK FRAGMENTS 1 1 t0 A t i A 2'-6" to 12'-0" GRAY SILT E t 6 ` ` ` ` ` t E f 12' E A ftcE `fi{{= A 12'-0" to 15'-0" TAN VERY SANDY LIMEROCK Ciftti = i l 4 t i i t i A • 15'-0" to 30'-0" TAN SANDY LIMEROCK 12 `lslf° 2= 9C9Ec6 14 1A i i i i f C i f i 20 A ` f c A 22 A A 24 18 17 33 16 12 26 A A 28 A A 30 A A 32 34 36 38 n atcr Level. . -v Below Existing Land Surface at time ordrilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 750 WEST 84TH STREET, MALEAH. Pi 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAILINFOODYNATECHENGINEERING.COM �..••: • ..., SITE PLAIT ..... • ♦ r r / • • • • f f • • • • • • I I I r 21 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s) to be drilled after building pad(s) are staked out. Soil borings on existing structures that are to be demolished should be considered preli would need to be performed after the structure(s) has been demolished and proposee► min�Y and additional borings new building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted authorization for publication of statements, conclusions, extracts from or regarding as confidential property n clients, an ar written approval, g 6 our reports is reserved pending our KEY CLASSIFICATION &SYMBOLS Correlation of Penetration Resistance With Relative Density and Consistency Cone Penetration Standard. . Tests Pene, /cm' _-_tration lows/ft. Sands 0-16 0-4 17-40 5-10 41-80 11-20 81-120 21-30 Over 120 31.50 Silts & 0-3 0-2 Clay 4-9 3-4 ]0-17 5-8 l 8-31 9-15 32-60 16-30 Over 60 3 l -50 Relative Nasity Very Loose Loose Firm Very Finn Dense Very Loose Soft Firm Stiff Very Stiff Hard i C, C C' C C C C = 6 D CC C C CCiC i C i C fiCi CC aissr.s ar jcc aa Size F o Bulces Q ` �> l�--- Cobbh% s 3 ib=t n, = c = = s Grave.L- V 4,7ftntto 3in. Sand . `. o ` mm: 0.07 MY to 4.67Silt � � c ` � ` 0.0�05 ;In. to 0.0`74, . Cla Y .q' < Q VV 7 ilil! cc a C E ses s s o CC Modifiers 5% - 10 % slightly silty or clayey 10%.- 30% Silty or Clayey 30% - 50% Very Silty or Very Claye3 0% - 5% Slightly Trace 6% - 10% Trace 1 ] % - 20% Little 21% -35% Some > 35% And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer (cherts) 23