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RC-17-1998-its yam! Miami Shores Village `qx 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 LORtDp` Permit ivo. IBC-8-17-1998 Permit Type: Residential Construction Pen "t ' Work Classification: Alteration Permit Status: APPROVED Issue Date: 8/23/2017 ) Expiration: 02/19/2018 Project Address Parcel Number Applicant 333 NE 91 Street 1132060136510 Miami Shores, FL 33138- Block: Lot: XXX WATSO Owner Information Address Phone Cell XXX WATSO 333 NE 91 Street (415)515-8761 MIAMI SHORES FL 33138- 333 NE 91 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone SKY BUILDERS GROUP LLC (305)206-8928 roved: In Review Valuation: $ 5,000.00 Total Sq Feet: 26 Date Approved:: In Review Date Denied: Type of Construction: NEW PRIVACY WALL AND ALUMIN Occupancy: Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: Bathrooms: Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: NEW PRIVACY WALL AND ALUMIN Bond Return : Classification: Residential Fees Due Amount CCF $3.00 DBPR Fee $2.25 DCA Fee $2.25 Education Surcharge $1.00 Permit Fee $150.00 Plan Review Fee (Engineer) $80.00 Scanning Fee $12.00 Technology Fee $4.00 Total: $254.50 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-8-17-64802 08/07/2017 Credit Card $ 50.00 $ 204.50 08/23/2017 Credit Card $ 204.50 $ 0.00 Available Inspections: Inspection Type: Final PE Certification Window Door Attachment Framing Insulation Drywall Screw Window and Door Buck Fill Cells Columns Review Structural Review Plumbing Review Mechanical Review Electrical Review Planning Review Building 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 bo named contractor to do the work stated. J�,.�..�,.. August 23, 2017 Authorized Signature: Owner / Applicant /' Contractor / Agent Building Department Copy August 23, 2017 "• .:.' ��2��� Miami Shores Village RECEIVED Building, Department AUG 07 2017 ' 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 �4_1 INSPECTION LINE PHONE NUMBER: (305) 762-4949 5L FBC 20 tA' BUILDING PERMIT APPLICATION Master Permit No. ac - I Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �6 7 we Folio/Parcel#: ll— 3zo&-. o is —(Oslo Is the Building Historically Designated: Yes NO 1 Occupancy Type: Load: Construction Type: 6?7�P Flood Zone: BFE: - FFE: _`14 OWNER: Name(FeeSimple Titleholder): (%� lOfV60 Phone#: 415-951S Address: ;/ J 7 Q Eivs �9 1 �— City: Q�IiaClrA1 S�kO12�S State: �:LOV'I04c- Zip: 7>3,59 Tenant/Lessee Name: Email: WV DOIh (A► 5 CONTRACTOR: Company Name: Address: � 1900 City: )i 1 %_ FAC Qualifier Name: PVQD U! 0 L 1 ' Phone#:- State Certification or Registration #: Ce &C� is-, 8 l 111�- ri1%�9 Certificate of Comppee�teency #: DESIGNER: Arch itect/Engineer:.V&IV `j. kSlb LOP VAQ Sr4{.�Zr 4one#: X5 99S Address(Ott me lGi I !%Z"C' City: I_ktodc" ( Stater Zip: 3- Value of Work for this Permit: $ 510065. Square/Linear Footage of Work: zto l.G _ Type of Work: 10 Addition ❑ Alteration ZNew ❑ Repair/Replace ❑ Demolition Description of Work: 04AV 1/A&M WALL &LL)M 1&..7QM 6Air= Specify color of color thru tile: Submittal Fee $ " 0� Permit Fee $ (J D � vv CCF $ 3' CO/CC $ Scanning Fee $ 12 - 60 Radon Fee $ " 25 DBPR $ 2— • 215 Notary!) Technology Fee $+ CC) Training/Education Fee $ f Double Fee $ Structural Reviews $ ' Q Bond TOTAL FEE NOW DUE $ ! o 4. �l 1 92S (Revised02/24/2014) 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 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 0 NER or AGENT The foregoing instrument was acknowledged before m this Iday ofAin 20 � by X A nallylI, known to yi i so me or who has produced 'Oy ' as Signature (�; CONTRACTOR The fore oing instrument was acknowledged before me this day of C ? 20 ©l; , by .0 rs0 who is personally known to me or who has produced -D L . as identification an ho did take an oath. identificati d wh id take an oath. NOTARY PU C: NOTARY U I : Sign: Sign: Print: Print: P.........°e�;,,, Seal:�' c JUAN G GUERRERO Notary Public -State of Florida Seal: RODOL FO EDGAR SOSA __� X No!a,ya;,biY- State ofFlorida "' _ Cor-n;sson:GG098329 Commission � FF 986370 MyCunm.ExoiresMay 4,2011 :'` per: ':'f MyyiComm. Expires Apr 26, 2020 ..,.,,�•'Bcrd?=:rrou^.FA:fiOroINOtlryRtsr, FF�d;.• sssssss s:r��►�!*sssss***ss#*s**•sssrsr* APPROVED BY L� *r+r*s*+r*sssr***ss*srss**ssrs***s*ss*s*s*s*+e***********+essssssssss Plans Examiner' l I (Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village RECEIVED Building Department NOV 16 1018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 1 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 F B�20 1-1 BUILDING Master Permit No. 96 -19 - jU PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ffEXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP (� CONTRACTOR DRAWINGS JOB ADDRESS: � 1�j � City: Miami Shores Count : Miami Dade Zip: Folio/Parcel#:^�����i�/��JS�d Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Phone#: Address: -7---7 -Izn lS' City: �ip: '�-7e Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Address: city: v Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: Address: Phone#�i1 rtificate of Competency #: /r/� 4�� Phone#: City: 7� State: Zip: e� Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Specify color of�c`olor' thru tile: � I Submittal Fee $ Permit Fee $ CCF, ---`--••.".. CO/CC,$_' Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ `J Q) (Revised02/24/2014) 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 Zi 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 appr ved and a reinspection fee will be charged. Signature Sign ure NER or AGENT CONTRA OR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1bb�{,�` day of Iy "r'" �" 20 f r by % &da of /✓�G,•�t b t! 20 It' by _1VR1�5U who is perann4g known to 04/0 S i-J. a k 6 who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: J�Q Sign: do, D Print: `0itt- C aAt kso Print: Seal: MATTHEW PARAOISO Seal: '= MY COMMISSION M FF972704 MY COMMISSION fR FF912708 EXPIRES March 20, 2020 EXPIRES March 20, 2020 soil sae arse ► aem rviMGM *********** ************************************************************** APPROVED BY , Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) i SKY BUILDERS GROUP L L C CERTIFIED GENERAL CONTRACTORS CGC 1518119 Miami Shores Village Building department To Whom it may concern: November 15, 2018 We would like to request an extension on the permit # RC-8-17-1998 at the property 333 WE 91S`, Miami Shores, FL 33138. Construction of the exterior privacy walls has been completed (we obtained "partial final" inspection by your department). We are waiting for the property owner to select a Welder to fabricate and install the two pedestrian gates. If you have any further questions please contact me at 305 206 8928. Petros Pyrovolakis-General Contractor " GEOTEC-HNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES rD^E6 DYNATECH ENGINEERING CORP, W W W.DYNATECHENGINEERING.COM MOISTURE -DENSITY RELATIONS OF SOILS (� PROCTOR COMPACTION TEST DATE: February 9, 2018 CLIENT: SKY BUILDERS GROUP PROJECT: Proposed Privacy Wall (a, ADDRESS: 333 Northeast 91" Street, Miami Shores, FL CONTRACTOR: Sky Builders Group MATERIAL DESCRIPTION: Crushed limerock SAMPLED BY: WD TEST RESULTS Sample Number 1 TESTED BY: WD The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 4.2 5.1 6.7 11.2 DRY DENSITY 120.5 122.8 124.5 123.3 Optimum Moisture 9.8 Percent 100%Maximum Dry Density 126.9 lbs./cu.ft. 128 126 124 122 % Passing'/." Sieve 76 Percent �• `' Nr 0 "',j20 G .' S �NSE•. , . , Sampled By: WD .: y NO 395� 1 �8 Tested By: WD ; 4 W Checked By: WNLU S(P�so� %; As a mutual protection to clients, the public and ourselves, all rep rt';Q,���. FLO��•' !c, are submitted as the confidential property of clients, and authorizationoFFsS �D�P`' for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 10 12 14 Respectively submitted, ss 0 uti Wissam Nadmani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y GEOTEa±HNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES EC DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: February 9, 2018 CLIENT: SKY BUILDERS GROUP PROJECT: Proposed Privacy —& ADDRESS: 333 Northeast 9 1 " Street, Miami Shores, FL CONTRACTOR: Sky Builders Group ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Test No. 1 Location: Center of east wall footings Test No. 2 Location: Center of west wall footings Test No. 3 Location: Center of north wall footings Test No. Location: Test No. Location: Description of Material: Crushed limerock ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ TEST NO. 1 2 3 DEPTH 12" 12" 12" FIELD DENSITY 125.6 124.8 125.4 MOISTURE CONTENT % 6.9 7.2 7.0 MAX. DENSITY IN THE FIELD % 99.0 98.3 98.8 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 126.9 126.9 126.9 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Tested By: WD , , , Respectfully Submitted, Checked By: WN _F SAAO s Naamani, P.E. 1Vo. 39584 DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 STATE OF 4-: ' 'A density test determines the degree of compaction of the testey ar +�o�fr�material only. Igay shall a density test replace a soil bearing capacity determination a soil boring test must be provided by client, prior to construction to _ 9n's. a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorizati la"4at+Wle ment conclusions or extracts from or regarding our reports is reserved pending on our written approval. 16NAL CITY OF NIIAMI — BUILDING DEPARTMENT NOTICE OF COMMENCEMENT Please file at 22 N.W. Vr Street, Miami PERMIT NUMBER= / C FOLIO NUMBER: / - State of Florida County of Miami -Dade Ililll IIIII lilll lilll Bill ilEil Ilill6i�l lii C. F H 21_1 1 L. R 0 1_19 ? ems- 1. B_8 OR EM The undersigned hereby gives notice that improvements will made to certain real property, and in accordance with Chapter 713.23, Florida Statutes; the following in provided in this Notice of Commencement. Street address , `Z/ J % and Le al description of property Description of improvement: Owner(s) name `�� % and address: 9-E ,4!� ��s/ /. Interest in property: Name of fee simple titleholder (if other than owner): and address Contractor's name 2Z ��l address Phone number: jp j;— &i6 6 %i�. ?/ 6/J Amount of Surety bond: $ 1 7 (Payment bond required by owner from contractor, if any) Surety Name and address Phone number: t1.O ClAIA!!y p� �RA� � Lender's name and address � ?; tz Phone number itARVU RljH4N, CLERIC, of Circuit era County Cau4s M Persons within the state of Florida designated by Owner, upon whom ngt,�'ces or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statues, Name and address: and address In addition to himself, Owner designates the following person(s) to receive a copy of a Lienor's Notice as provided in Section 713.13(1)(b), Florida Statues, Name and address ' r Phone number: Expiration date of this Notice of Commencement: (the expiration date is one [11 year from the date of recording unless a different date is specified) Print Owner's Name: OF OWNER Sworn to and subscribed before me on this %co Day of By 6/ TSO Personally Known, or roduced ID Notary Public Print Notary's Name: Oath taken Oath not take Commission Expiration: Notary Public State 01 Florida g. . • 3 Commission #r FF 926537 My Comm. Expires Oct 18, 2019 O AssA. ' Red 5/2004 a.....I Bonded through National Notary Prepared by: , f 4C' /---- _�p Address: 15' ALLEY F.I.P.01/2" NO ID. S 89. 10' ASPHALT F.N. ©3 I @ ©0 NO ID. �N�00 I O N 26 i © �9 21.5'' 19 GARAGE ' ® F.E.=10.32' 19.0' J (.a"1 10.51' 1 12.7' I 13.9' N ONE STY. C.B.SJ RES. No.333 32 F.E.=12.25' w O ' 26.7' I. I I PORCH al 15.0' 30 © a O 1 13 29 O ® cn cn N 1© 10 S9. F.I.P.01 /2" O� O `Sp NO ID. �� 3 u �j. NE. 91st STREET 18' PAVEMENT — — F.I.P.01 /2" NO qID. TREE TABLE COMMON NAME DBH HEIGHT SPREAD 1 TREE 24 30 30 2 TREE 12 18 20' 3 PALM 6 35 12 4 PALM 6 35 12' 5 PALM 6 35 12 6 PALM 6 35 12 7 PALM 6 35 12 8 PALM 6 35' 12 9 PALM 6" 35 12' 10 PALM 8 40 12 11 PALM 8' 40 12' 12 PALM 14 10 15 13 PALM 14" 20 15 14 TREE 6 10 12 15 PALM 14" 20 12' 16 PALM 14 20 12 17 PALM 14" 20' 12' 18 PALM 14 20 12 19 PALM 5" 30 12' 20 TREE 8 20 15 21 TREE 13" 25 20 22 PALM 7 20 15 23 TREE 5" 15 12 24 TREE 5 20 12 25 TREE 5" 25 12 26 TREE 5 20 20 27 TREE 5" 15' 8 28 TREE 5 10 6 29 TREE 15 14 8 30 TREE 5 15 10 31 TREE 5" 15 15 32 TREE 5 10 6 BOUNDARY AND TOPOGRAPHIC SURVEY PROPERTY ADDRESS: 333 NE. 91st STREET, MIAMI SHORES, FLORIDA 33138 LEGAL DESCRIPTION ALL OF LOT 17 AND LOT 18, LESS THE EAST 10 FEET AND THE EAST 15 FEET OF WEST 40 FEET, IN BLOCK 48, OF MIAMI SHORES SECTION ONE, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 70, OF PUBLIC RECORDS OF MIAMI—DADE COUNTY, FLORIDA. ALSO KNOW AS: ALL OF LOT 17 AND LOT 18 LESS THE EAST HALF THEREOF, IN BLOCK 48, OF AMENDED PLAT OF MIAMI SHORES SECTION No.1, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 70, OF PUBLIC RECORDS OF MIAMI—DADE COUNTY, FLORIDA. • NE. 92nd STREET •••••• N..... 12 11 10 9 8 7 6 5 4 3 2 1 w '•••• Z ••••• Z L, I • e > > • a 48 < • C 5 •• • M w 13 14 15 16 17111 19 20 21 22 23 24 z Z � 5 NE. 91st STREET LOCATION SKETCH N.T.S. NOTES: —THE EXPECTED USE OF THE LAND, AS CLASSIFIED IN THE STANDARDS OF PRACTICE (51-17 FAC), IS "RESIDENTIAL". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF BOUNDARY SURVEY IS 1 FOOT IN 7.500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. —WELL IDENTIFIED FEATURES AS DEPICTED ON THIS SKETCH WERE MEASURED TO AND ESTIMATED HORIZONTAL POSITIONAL ACCURACY OF 0.1 FEET. —LANDS SHOWN HEREON WERE NOT ABSTRACTED, THEREFORE THIS SURVEY IS SUBJECT TO EASEMENTS, RIGHT OF WAYS, AND OTHERS MATTERS WHICH MIGHT BE REFLECTED IN A SEARCH OF TITLE TO THE SUBJECT LANDS. —NO ATTEMPT WAS MADE TO LOCATE UNDERGROUND FOOTINGS OF ANY STRUCTURE —THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITY (ENTITIES) NAMED HEREON IN THE CERTIFICATION AND DOES NOT EXTEND TO ANY UNNAMED PARTY. —ELEVATIONS ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM (1929) MIAMI—DADE COUNTY BENCHMARK No.N-568; LOCATOR=3100SW; ELEVATION=9.65' t W 2g�'z�FW OOZ RN` Z 2 i< >U3U �UWn nununuxnu C� �a X uQ�� > � IfLNnuijl oo� o � C7 Waz 6<a v Ewa nH�o�$r3 •�oai�r�o» � ••Qairiso nu �11n >• .nun x adW uiWv> >> ••• W W ••••••r • W mL, 2 • .a.. •w 3 Z W z�...�, z • •z 045 <• W wUCL W •m �fUS N Z < f Z Z u•n ••• • u u u u•u � q n uj�J OOU wof­ 0 adc�oo �iizoaaaa Z W � 0 < w — p a W Z < a 3 z a > c�W1pppaZZ Jw Z =Z �< � Iaulxxuuu a o W m a 1- 2!-3ezdao WWWwL.:U.LWJX m W of < p U < a N ZKU Zw 00 ag NmaN g w Z m W p W w ��9is F0ESW FLOOD ELEVATION INFORMATION: DATE OF FIRM: 09-11-09 n n n I x n u u u COMMUNITY No: 120652 � 9aomc� �� PANEL:-0302 SUFFIX: L << m 6 c5 d 66 ZONE: X BASE FLOOD ELEVATION: N/A ANTONIO FIORE LANED SURVEYOR LAND PLANNER 1842 S.W. 124th Place, Miami, Florida 33175 Phone: (305) 221-3040 Fax: (305) 221-9040 _ — antoniofiorepsm@gmoil.com . I HEREBY CERTIFY THAT THIS BOUNDARY AND TOPOGRAPHIC SURVEY OF THE PROPERTY DESCRIBED HEREIN IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION. THIS SURVEY COMPLIES WITH THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL ANTONIO FI1QRE LAND SURVEYORS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE, PURSUANT TO PROFESSIONAL SURVEYOR AND MAPPER No. 5184 SECTION 427.027 FLORIDA STATUTES. STATE OF FLORIDA SCALE: 1"=20' DRAWN BY: F.A.L. REFERENCE: FIELD BOOK: 17-0247 VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR DATE: 03— 28-17 TABIO ENGINEERING CORPORATION 140 BUTTONWOOD DRIVE, KEY BISCAYNE, FLORIDA 33149 PHONE: 305-772-7599 email: msalazar@tabioengineering.net CA09550 WATSO RESIDENCE PRIVACY WALL . . .... ...... ...... .... ... .... ...... . . DESIGN BY: MAURICIO SALAZAR P.E. .... .... ..... Florida License # 55757 . . . . ' ...... DATE: JUNE 30, 2017 MAURICIO SALAZAR, P.E. Florida License No. 55757 Page 1 of 7 MecaWind Std v2.2.7.5 per ASCE 7-10 Developed by MECA Enterprises, Ir,C. Copyright www.mecaenterp.r.ises.com Date 7/2/2017 Project No. JobNo Company Name TABIO ENGINEERING CORP. Designed By M. SALAZAR Address 140 BUTTONWOOD DR. Description WATSO RESIDENCE City KEY BISCAYNE Customer Name SALTO DESIGN LAB State FLORIDA Proj Location MIAMI SHORES, FLORIDA File Location: \\DATA-SERVER\Volume 1-1\TABIO ENGINEERING CORE\SALTO DESICN\01 - WATSO\WIND CALCS.wn:i Input Parameters: Other Structures & Building Appurtances MWFRS (Ch 29) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft B - Horizontal Dim. = 23.00 ft Ht- Grade to Top of Sign= 6.00 ft W - Sign Depth = 0.67 ft S - Vertical Sign Dim. = 6.00 ft Bs- Ratio of B / S = 3.83 Sh- Ratio of S / Ht = 1.00 E - Solidity Ratio = 100.00 % Elb - Base Elevation = .00 • :it • • Gust Factor Calculations •••••• Gust Factor Category I Rigid Structures - Simplified Method •••�•• Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q:, (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 Design Wind Pressure - Other Structures Elev Kz Kzt qz W_Pres_Cf( 1.35) ft psf psf ----------------------------- ----------------- 6.00 0.85 1.00 33.942 38.95 = 15.00 ft •••••• = 0.23 • • = 427.06 ft • • • • = 0.95 000000 = 0.90 • • • = 0.85 •• • Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.4-1: Wind Loads for Solid Signs & Freestanding Walls CASE A f , tt'sad Case B i i 0.2B ---I � tt"mod ' Rau�t Cf - Force Coefficient = 1.35 Rd - Reduction Factor (1-(1-E)^1.5) = 1.00 Kz = 0.85 Kzt = 1.00 Qz = 33.94 psf Wind Pressure at Elevation 6 ft = 38.95 psf Page 2 of 7 Notes: 1) Signs with openings comprising < 30% of gross area are considered solid signs 2) Force Coefficients for solid signs with openings shall be multiplied by Rd 3) Case C only applies when Bs >= 2 Case C S S S Balance �j F Wind F Balance S S S ttnd Distance from Cf Kz leading edge ft Force Coeff. -------------------------------------- From 0 to 6.0 2.28 0.85 From 6.0 to 12.0 1.50 0.85 From 12.0 to 18.0 1.02 0.85 From 18.0 to 23.0 0.88 0.85 Kzt Qh Wind @ Dis;WI6 Psf -Pressure Psf ------------------------------- 1.00 33.94 65.78 •••••• 1.00 33.94 43.16 •.•• 1.00 33.94 29.54 • • 1.00 33. 94 25.39 ••.. •••••• RdC - Reduction Factor for Case C (1.8 - S / Ht) = 0.80 • • Note: When S / Ht > 0.8 then Cf must be multiplied by RdC. Wind Pressure: W=65.78psf .0 wall height: H=4.83ft Acting moment due to wind load: M=(W°HA2)/2 = 767.291b'ft Page 3 of 7 PROJECT: !WATSO RESIDENCE PAGE: 9 CLIENT: 'SALTO DESIGN LAB. DESIGN BY: -MS TABIO ENGINEERING COR'ORATION JOB NO.: DATE: 7/2/2017. REVIEW BY: CMS Allowable Stress Design of Masonry Bearing Wall Based on CBC 07 Chapter A PRIVACY WALL INPUT DATA & DESIGN SUMMARY _ .�- , SPECIAL INSPECTION (0=NO, 1=YES) 1 Yes TYPE OF MASONRY 1=CMU, 2=BRICK 1 CMU MASONRY STRENGTH fm = i 1.5 ksi ~° ✓ v< wz Shear Ucme.n.; REBAR YIELD STRESS fy = i 60 ksi r plf/ft) ALLOWABLE INCREASING ? (IBC/CBC 1605.3.2) I Yes � SERVICE GRAVITY LOAD P + 200 j Ibs / ft SERVICE LATERAL LOAD W1 _ ) 65.78 Iplflft SERVICE PARAPET LOAD WZ = 0 (plf / ft — I !� THICKNESS OF WALL t = 8 { in E ; PARAPET HEIGHT hp = 0 Ift % d: I WALLHEIGHT h = M 4.83 M ECCENTRICITY e = F 6 I in MASONRY SPECIFIC WEIGHT y,,, = 130 pcf WALL HORIZ. REINF. 1 1 # 5 @ 24 WALL VERT. REINF. ' 1 # 5 — @ 24 ,NALYSIS ERT. REINF. AREA AT EACH SIDE AS = 0.16 in FFECTIVE DEPTH (ACI, 1.13.3.5) d = 3.82 in fIDTH OF SECTION bW = 12.00 in FFECTIVE THICKNESS to = 7.63 in ASONRY ELASTICITY MODULUS E,,, = 1350 ksi TEEL ELASTICITY MODULUS ES = 29000 ksi -IE ALLOWABLE STRESS DUE TO FLEXURE IS Fb = (SF)(0.33 f m) = 660 psi IE DISTANCE FROM BOTTOM TO M, IS (h+hp)2 Pe S=h+hp— — =2.7 ft 2h hw, HE GOVERNING SHEAR FORCES ARE (h+h p)2w, Pe 180 Ibs / ft V2=hw,—V, = 138 Ibs/ft V3=h wz = 0 Ibs/ft w1 (pli jtt) Shear •".':orner.`. • • • • • • • • [THE WALL DESIGNIJ 14UEQUAI1&1 • • • in o.c. (at middle) in o.c. (at middle) ."•'. •••• •""• •••• ' •• •••••• MODULAR RATIO n ••• • = 21.48 •• REINFORCEMENT RATIO • :o = • 0.003 4 ALLOWABLE STRESS FACTQR NSF = ;'1.533 • THE NEUTRAL AXIS DEPTH %ACYOR IS ;' . •. . k= V2pn+(pn)2—pn = 0.31t54 THE ALLOWABLE REINF. STRESS DUE TO FLEXURE IS Fs = (1.33 or 1.0)(24000 or 20000) = 32000 psi THE GOVERNING MOMENTS AND AXIAL FORCES ARE M, = 1.05l2 2 [Pe+w' (h2-h p)J = 257 ft-Ibs/ft 2 w,h P, = P + ( wall weight) = 382 Ibs / ft w2hp Mz = = 2 0 ft-Ibs/ft P2 = P +(wall weight) 200 Ibs / ft THE GOVERNING SHEAR STRESS IN MASONRY IS M= AX�VI I V2 , V3� 1.96 psi p f= vLL teUw TERMINE THE REGION FOR FLEXURE AND AXIAL LOAD (MDG Tab 12.2.1, Fig 12.2-12 & 13, page 12-25). _ M < to __ M to 1 M to _ 1 � Pd 6d Pd 2d 3 Pd 2d 3 Wall is in compression and not cracked. 2. Wall is cracked but steel is in compression. 3. Wall is cracked and steel is in tension. REGION 3 APPLICABLE FOR (M1, P1) ION 1 APPLICABLE FOR Page 4 of 7 (cont'd) CHECK REGION 1 CAPACITY brae to 6363 ft-Ibs / ft > M, [Not applicable] Mm = Fb-P = 6 6 6383 ft-Ibs / ft > MZ [Satisfactory] CHECK REGION 2 CAPACITY 2 120 2p ft-Ibs / ft< M 1 [Not applicable] Mm=Pte_ _ 2 3b.Fn 63 ft-Ibs / ft > M2 [Not applicable] CHECK REGION 3 CAPACITY (The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). Mm=MIN11b.kdFbd=')-P(d- , ASF, d -kd -kd )J \-Ibs J+P(2 2) ( 1356 ft/ ft > )ll M, [Satisfactory] — 1356 ft-Ibs / ft > MZ [Not applicable] THE ALLOWABLE SHEAR STRESS IS GIVEN BY • + • • +••• •• F,=(SF)MINI f,,, 11 , 501 \ 51.64 psi f� [SatisfqFLC",, 00++00 . •••••• • •••••• ••• • ••••• .. .. •• ...... . . . . ...... • • • • • • • Page 5 of 7 r ['3(@=aPROJECT : WATSO RESIDENCE - y' PAGE: CLIENT : 'SALTO DESIGN LAB DESIGN BY: CMS TA•IO ENGINEERING CORPORATION JOB NO.: DATE: 'ft1ma. REVIEW BY: iWS Footing Design of Shear Wall Based on ACI 318-05 I INPUT DATA WALL LENGTH WALL HEIGHT WALL THICKNESS FOOTING LENGTH TOTING WIDTH TOTING THICKNESS TOTING EMBEDMENT DEPTH LOWABLE SOIL PRESSURE :AD LOAD AT TOP WALL /E LOAD AT TOP WALL IP LOAD LOCATION kLL SELF WEIGHT TERAL LOAD TYPE (0=wind,1=seismic) ND LOADS AT WALL TOP LW =, 23.17 ft h =' 4.87 {ft t =� 8 in L = 23.17 ft L1= 0 ft B = 2 ft T =' 12 in D =' 2 ft qa =� 2.5 ksf Pr,DL =, 0 kips Pr,LL= 0 kips a = 0 ft Pw 0.3 kips 0 wind F =M 0.32 kips M =i 0.767 ft-kips CRETE STRENGTH f� = 5 ksi \R YIELD STRESS fy = 60 ksi BARS, LONGITUDINAL 0 # 3 EOM BARS, LONGITUDINAL # L3_ 3 # 5��70M BARS, TRANSVERSE @ 12 in o.c. ►LYSIS 'K OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1. & ASCE 7-05 12.13.4) F = MR / Ma = 27.42 > 1.6 / 0.9 for wind Where Pf = 6.7193 kips (footing self weight) Mo = F (h + D) + M = 3 ft-kips (overturning moment) MR = (Pr,DL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.51-w) = 81 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 4.634 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) = 2.39 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.5Lw) = 81 e = 0.5 L - (MR - MO) / P = -21.26 ft (eccentricity from middle of footing) Pr1+ L) L ll , for e _< - gna.Ix = BL 6 2P L = -0.23 ksf - 38(O.SL-e)' for e>6 Where e = -21.26 ft, < (L / 6) FOOTING CAPACITY (STRENGTH DESIGN) M ,R = 1.2 [Pr,DL (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.51-w)] + 0.5 Pr. LL(LI + a) _ Mu,o = 1.6 [F(h + D) + M] = 5 ft-kips PU = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 8 kips e=0.5L-(Mu,R-Muo)/Pu= 0.56 ft P 1+6e. L L .for e� <- q,,,,r,1X = BL 6 = 0.21 ksf 2 P„ L for e„ > - 3B(O.5L-e )' 6 0 eve* • • •••• THE FOOTING DESIGN ISAUEQtIATE. .00.0. • •••••• • •••• •••• •••• •••• < _= Not Required •••••• ••• • < _= Not Required • • • • • • [Satisfactory] • • • • • • • • ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) < 413ga [Satisfactory] 98 ft-kips 0 qu',cax 7 (cont'd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION 1 1 1 •••• • • • • • am •••••• •• • • • • 0 •• •• •• • • • • ••• • • • •• 1- M" 0.383bd�fc Where p = ` Amin = 0.0018 fv O.85,6, f � Eu Pm", _ = 0.0243 [Satisfactory] f y Eu+Et Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7I10 L 8/10 L 9/10 L L Xu (ft) 0 2.32 4.63 6.95 9.27 11.59 13.90 16.22 18.54 20.85 23.17 Pu,N,(klf) 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,w (ft-k) 0 0 -1 -1 -2 -3 -5 -6 -7 -8 -9 Vu,r,,(kips) 0 0 0 0 0 0 -1 -1 0 0 0 Pu,f (ksf) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Mu,f (ft-k) 0 -1 -4 -8 -15 -23 -34 -46 -60 -76 -93 Vu,f(kips) 0 -1 -2 -2 -3 -4 -5 -6 -6 -7 -8 qu (ksf) -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 Mu,q (ft-k) 0 1 4 10 17 27 38 52 67 84 102 Vu,q (kips) 0 1 2 3 4 5 5 6 7 8 8 £ Mu (ft-k) 0 0 0 0 0 0 0 0 0 0 0 E Vu (kips) 0 0 0 0 0 0 0 0 0 0 0 Location Mu,max d (In) (�regD [�provD Vu,max $V� 2 0��il jf� )os Top Longitudinal 0 ft-k 8.81 0.0000 0.0000 0 kips 29 • kips Bottom Longitudinal 0 ft-k 8.69 0.0018 0.0045 0 kips 25 kips Bottom Transverse 0 ft-k / ft 8.19 0.0000 0.0000 0 kips I ft 12 kips / Page 7 of 7 ... .. ... .......„. , �... ,,.,,..,•.�.. , „. I .-.„ i c.ecuu.a i as a I14 V I Ab"LZIL Ub I xvur TE5TING I INSPECTION SERVICES I DRILLING SERVICES EC DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM Miami, March 28, 2017 Mr. Mauricio Salazar SALTO DESIGN LAB 618 Northeast 191" Terrace Miami, FL 33179 Re: Proposed 2-story Addition and Privacy Walls @ 333 Northeast 915` Street Miami Shores, FL Dear Mr. Salazar: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Sub94Mq Ivestigation on March 28, 2017 at the above referenced project. The purpose of our inves;Ptia;I was to help det6r*M" e subsoil conditions relative to foundation design of the proposed structures....... •.. •. • • • �; A total of (2) standard penetration boring tests were performed according te;A•nm-D•r5$b• down to an 900 average depth of 35' below existing ground surface at the locations shown onthe.attached sketch...;. • • .. .. .. 000000 The following graph was developed as a general condition below existing groptd surface at the time of drilling for the subject site (Subsoil conditions are non -homogenous, refer•to field boi mg. togs f6T*eVJdt locations and soil description. Average depths are approximate and will va&if t$e fiel:l ; ; • • • •; Average Depth • From To Description 0'-0" 1'-0" Topsoil 1'-0" 2'-0" Tan sand 2'-0" 5'-6" Light gray sand 5'-6" 7'-0" Dark brown sand w/organic stain 7'-0" 11'-0" Brown sand 11'-0" 143-0" Tan sandy limerock 14'-0" 21'-0" Tan medium sand 21'-0" 30'-0" Tan very sandy limerock 30'-0" 35'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 7'-6" below existing 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. 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM C4t-E Re: 333 Northeast 9 1 " Street, Miami Shores, FL I- Alternative 1: Shallow Foundation Systems: Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. A- Excavate the entire building construction areas of all topsoil, grass, pavements and tree stumps and construction debris down to clean granular material wherever encountered (An average depth of 11- 0" below land surface, see field boring logs). Any underground structures, former pools, septic tanks, utilities, root systems and drainages trenches, etc ... must be removed in their entirety from beneath the proposed construction area. B- Compact all construction areas with a heavy self propelled roller to a minimum of 95% of ASTM D-1557 but not less than 10 passes in each direction. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Backfill construction areas to required elevation using clean granular homogenous material placed in lifts not to exceed 12 inches in thickness and compact as indicated in items B. C- Excavate footing areas only to proper depth and recompact as indicated above. D- Care should be taken not use vibration in case of existing structures in the vicinity -of the construction area. If vibration cannot be used for compaction, static Lonapaction MV be apphett • However, in this case, the compacted layer should not exceed 6 inchW*•iAjhickrP4s ?;• • •••••• E- All construction fill material above the water table shall consist of clean gsanular homogenot-in'b i, free of organics or other deleterious material, and shall contain no mor-e6ir i 12 percent fines palling ... .... a U.S. standard No. 200 sieve and have a Unified Soil Classification yate..�n. (US�)designati.on of GP, GW, GP -GM, GW-GM, SP, or SW. No particle size greater than 3.inches shall be in the top 12 inches of the building pad. • • •... Fill material below the water table shall consist of washed free draining Tavel o about 12:kwh& above the water table. (ie: Ballast rock FDOT No. 57 stone or equivalent) unless.&watering is employed. When dewatering is employed, fill material shall consist of clean, granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 5 percent fines passing a US standard No. 200 sieve. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of compacted material and in each footing pad. G- Representative samples of the on -site and proposed fill material shall be collected and tested to determine the classification and compaction characteristics. H- All Geotechnical work must be performed under the supervision of our geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. I- In case of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be made by the structural engineer, the civil engineer, and site contractor to protect all footings from future erosion, undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified, it is our opinion that the proposed structures be designed for a shallow foundation system with a net static permissible soil bearing pressure not to exceed 2500 P.S.F. All footings shall be based at a depth of not less than 12" below the lowest adjacent grade. Design computations for thickness shall utilize a modulus of subgrade reaction value of 300 pci. 2 750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l /_ EC Re: 333 Northeast 91" Street, Miami Shores, FL II- Alternative II: Deep Pile Foundations: Based on our understanding of the proposed structure and our field boring logs; that deep foundation systems is an alternative to support the proposed structures and slabs without detrimental settlement. Based on the Florida Building Code FBC 2014, 5`h edition, deep foundation systems shall consist of one of the followinn alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Lateral Pile Foundation Pile Depth Size in Tons in Tons Capacity in Tons B.E.L.S. Compression Tension Pin Piles / push piers 30' BELS 3"0 sch.80 5 Tons 1 Ton N/A Helical Piles 30' BELS 3"0 sch.80 12 Tons 6 Tons N/A Auger Cast Piles 30' BELS 12 Inches 25 Tons 12 Tons 1 Ton Auger Cast Piles 30' BELS 14 Inches 35 Tons 15 Tons 2 Tons o.Z.1 .3.. Dr1Uw Lx1slulg Lams 3uriace. For computer structural modeling of the building foundation system initial vertical spring constants of 500 Kpi for compression and 250 Kpi for tension may be used. The vertical spring constant values is the work pile load divided by estimated pile settlement and is based on our experience ands eviow of available pile load tests data and settlement estimates in similar subsurface dondNons arfd shall be* • • •; • refined as the structural model is developed. . . Helical piles bearing capacity is a proprietary product dependent on manufacturrershaft p g P Y P p rY p P � type, size, and Steel strength as well as helix size, numbers, spacing, depth, soil profile and instalrtion torquer -Therefore -thy helical pile specialty foundation contractors and his engineer shall submit sig�nad and seaiea. stiop dr'AWAIgs a> of the proposed helical piles to the building department. The above depths. 4minimumdlepth requited unless authorized by the geotechnical engineer. Predrilling may be requiredrto achieve efe iigr; deptkC!'-:- . Lateral load capacities may be increased using battered piles. Batter angtes c"an be mrd: for the pilti installation of up to 4 inches per foot (Horizontal, Vertical). ' • In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling, jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent piles shall be not less than two and a half the average diameter for round piles, but in no case less than 36 inches to avoid load capacity reduction caused by group effect. Piles shall be driven with a variation of not more than I/4" per foot from vertical, and within 3 inches of the specified plan location. The installation of adjacent piles (located within 6 pile diameters o.c. of each other) on the same working day is not recommended. We recommended that adjacent piles not be installed until the initial grouted pile has set overnight, but no less than 12 hours (Florida Building Code 1810.4.8.). 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. 3 750 WEST 84TH STREET, HLUEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ Eq Re: 333 Northeast 9151 Street, Miami Shores, FL All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend 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; 150 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 its entirety and replaced with compacted washed gravel such as pea rock or FDOT # 57 stone. Fasten utility lines to underside of structural slabs to limit settlements. • . . .... ...... Excavations shall not extend within 1 foot of the angle of repose next to exi'sf'ri*,*footing's'o?structdi(!'," unless underpinned. Trenching shall be in compliance with the Florida Building code, QSjJA and ; • • • •; Trench Safety Act. Shorings shall be designed and inspected by Florida licenge'd professional engi. Excavation contractor must make provisions for hard excavation conditions: V % . • • • • .. .. .. ...... All trenching work shall be in compliance with Florida Building Code, OSHA, a*k Trench Safety Aot.:. Provisions shall be made by the architect, engineer of record and contractor to address viliratjn / 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 '/2 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. 4 / ON 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 82l8-9598 EMAIL:INFOODYNATECHENGINEERING.COM ROB, Re: 333 Northeast 9 1 " 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 and proposed pile lengths 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 borings are strictly for foundation analysis only and are not to be used for excavalirxre; back filling estimates and pricing. Owner and site contractor must familiarize themselves witli. site condilions pi� ?16 bidding. Client recognizes that actual conditions in areas not tested by DELL array tUffW from JU9:Q anticipated in DEC's report. Client understands and accepts that this can significantly increase the Bost of construction for its future projects. Client agrees that DEC shall not be 496onsibleL o f viable fbo Land 00 variations in the actual conditions of areas not tested by DEC. This report is. nola,Phasc. Land/or P�1rLll Environmental Site Assessments. As a mutual protection to clients, the public%Ld;urselves; ail reports -are submitted as the confidential property of clients, and authorization for publicalibriof statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Thy sme a of services performed in the execution of this investigation may not be appropriate to sa4sfy the needs of other users, and use or re -use of this document or the findings, conclusions, or recommendations is at ill; 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,, Wissam Naamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 @', v C#1 No,39 +� w F LIJ , P FSS10WI. 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOQDYNATECHENGINEERING.COM l /_ EC . . .... ...... ������ •••• �••••� TEST BORING REPORT .... .... . . .... .... ..... ...... .... ..... .... .. ...... . . . . ...... DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : SALTO DESIGN LAB DATE: March 28, 2017 PROJECT : Proposed 2-Story Addition @ HOLE NO.: B-1 ADDRESS : 333 Northeast 91St Street, Miami Beach, FL. DRILLER: A.S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON "N" SAMPLER 2 Hand H 4 3 3 5 0'-0" to 0'-6" TOPSOIL AND GRASS 2 2 6 3 2 4 0'-6" to 1'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN 2 2 8 2 3 5 1'-0" to 1'-6" TAN MEDIUM SAND 1 2 3 10 5 ••••3•• 6 1'-6" to 5'-6" LIGHT GRAY MEDIUM SAND : • • 3 "'Y 12.00 A'..'.' A.. 5'-6" to 7'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN "... • 24... ..... A .... ... :.. .... 7'-0" to 11'-0" BROWN MEDIUM SAND 1!6 •' A •• •.4•• 11'-0" to 12'-0" TAN SANDY LIMEROCK 18 11:•••i2 22 12' -0" to 14' -0" TAN MEDIUM SAND W/ROCK FRAGMENTS • • 10000 20 A �• A 14'-0" to 21'-0" TAN MEDIUM SAND 22 A A 21'-0" to 22'-0" TAN SANDY LIMEROCK 24 A A 22'-0" to 27'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 26 6 5 1 10 27'-0" to 28'-0" TAN VERY SANDY LIMEROCK 15 5 28 A A 28'-0" to 29'-0" TAN SANDY LIMEROCK 30 A A 29'-0" to 30'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 32 A A 30'-0" to 35'-0" TAN SANDY LIMEROCK 34 48 36 61 25 26 36 30 28 38 vv ULUr Level: 1 -o neiow EXISTIng Land Surface at time of drilling 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 6 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l / EC DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : SALTO DESIGN LAB DATE: March 28, 2017 PROJECT : Proposed 2-Story Addition @ HOLE NO.: B-2 ADDRESS : 333 Northeast 91" Street, Miami Beach, FL. DRILLER: A.S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON "N" SAMPLER 2 Hand H 0'-0" to 0'-6" TOPSOIL AND GRASS 4 3 3 6 0'-6" to 1'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN 3 2 6 2 2 1 3 1'-0" to 2'-0" BROWNISH MEDIUM SAND 1 2 8 3 3 6 2'-0" to 3'-0" GRAVEL ROCK 3 4 10 0 • 6 ••�• 4 '..4.' 9 ... 3'-0" to 4'-6" WHITEISH MEDIUM SAND 12" ..... • 0A .. . A ... 4'-6" to 5'-0" BROWN MEDIUM SAND 14.... A .... �.. 5'-0" to 6'-6" DARK BROWN MEDIUM SAND W/ORGANIC STAIN "" "" ••• 6'-6" to 11'-0" BROWN MEDIUM SAND K. ••••• . . 18 13 :.. 4 b. �1' • 11'-0" to 13'-0" TAN VERY SANDY LIMEROCK • • • • 11009 11 : • • 20 A �•� A 13'-0" to 21'-0" TAN MEDIUM SAND 22 A A 21'-0" to 22'-0" TAN SANDY LIMEROCK 24 A A 22'-0" to 28'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 26 5 4 10 28'-0" to 29'-0" TAN SANDY LIMEROCK 1 6 5 28 A A 29'-0" to 30'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 30 A A 30'-0" to 35'-0" TAN SANDY LIMEROCK 32 A A 34 25 20 43 23 20 36 25 24 38 VV ULVr LCVCI; i --D-- nelow Lxlstmg Land Surface at time of drilling Asa 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 7 i 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM t E� SITE PLAN • . •1• •••• •fit• •..•.• •1. • ff•.• • • • • • . f • • • . • • •.f... • . •....• s • •. B# : Boring Test Location IF F c B • IV I r- • tit DYNATECH ENGINEERING CORP. Client: Salto Design Lab Scale: N.T.S. Project: 333 Northeast 91 Street, Miami Shores, FL Date: March 28, 2017 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 preliminary and additional borings would need to be performed after the structure(s) has been demolished and proposed new building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted -as confidential property of clients, an( authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval - KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With . . .... ...... • Relative Density and Consistency ...... Part��be,Size Bouldeps,: •. > 12 in • Cone Penetration Standard ' Cobbl • • • • g 3 in. id'1•ip. • Tests Penetration Relative Gravel "' • • • • • • • • • • 4.76 mm to Sin. /cm3 lows/ft. � Density Sand ":": .... 0.01 mrt%tp 4.67.t1?Gr*. Silt 0.005 TIM to 0.074 aim Sands 0-16 0-4 Very Loose Clay : : <0�005 �nm •�••:. g. %R 17-40 5-10 Loose : •�• :,....; 41-80 11-20 Firm •• • ... •�; 81-120 21-30 Very Firm Modifiers Over 120 31-50 Dense 5% - 10 % Slightly Silty or Clayey 10%.- 30% Silty or Clayey Silts & 0-3 0-2 Very Loose 30% - 50% Very.Silty or Very Clayey Clay 4-9 3-4 Soft 0% - 5% Slightly Trace 10-17 5-8 Firm 6% - 10% Trace 18-31 9-15 Stiff l l% - 20% Little 32-60 16-30 Very Stiff 21% - 35% Some Over 60 31-50 Hard > 35% And Rock Hardness Descriation 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)