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RC-14-951 Miami Shores Village aBIVI Building Department D10050 N.E.2nd Avenue,Miami Sjmres,Florida 33138 Tel:(305)795.2204 Fag:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 FBC ZO BUILDING Permit No. PERMIT APPLICATION Master Permit No. �G 1 1 l Permit Type: BUILDING ROOFING JOB ADDRESS- 1215 0 E 1 1 Sbue City: Miami Shor 11 County: Miami Dade Zip: Folioftrcellk Is the Building Historically Designated:Yes . NO Flood Zone: OWNER:Name(Fee Simple Titleholder):- ooiei-r 2 IC K Phone#: .?V r yf,•IVA Address: 40 CLO A.Z. fiA )!TV64-f h.J( 17,0 city: Z�2z4lnkl StaW: PL zip:_?,W7z TenantlL.essee Name: Phone#: Email; rM r. CONTRACTOR:Company Name: �S V/yyLC"' L-8) Phone#: �a b Address: City: 1 lii✓✓� State: Qualifier Name: Q� 1 Phone#: State Certification orReAgistration#/ Certificate of Competency#: Contact Phone#:OLS NZ I,�S� Email Address: l ! M DESIGNER:Architect/Engineer: �� "" /'1 L phone . Value of Work for this Permit:$ uare/L war Footage of Work: Type of Work: L)Addition ❑Alteration w ORepair/Replace ODemohtion Description of Work: , :.>; I- s Color thru tile: *****��*gay**� **********************************a***** Submittal Fee$;)� � Permit Fee$ n4 .jq CCF$ - CO/CC$ 150,00— Scanning Fee flsq. Fee$d o6. DBPR Bond$ Notary$ Training/Education Fee-$ GJ�C.��Technology Fee$ "I L .0�— Double Fee$ Structural Review$3 1.E I —2(.L•()�Z--� �tLf 1 +� • , t Bonding Company's Name(if applicable) Bonding Company's Address City State zip 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 ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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 rMPROVEMENTS 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 ofcomn:enc must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the abs e o such posted notice, the inspection will not be approved and a reinspection fee will be charged r Signature Signature 041"or Agent Co r The foregoing instrument was acknowledged before me thi The foregoing instrument was acknowledged before me this day of ,20 1'4.by day of ,20 L71 by who is personally known to me or who has produced- who i x rso11 known to me or who has produced- 0 1 _ roduced011 As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: 21611 Print S R 't-I- 3'd' Print: cn •3; C A yi ei-Ss; My Commission Expires: ROBERT J.STAV_'xb4ihk SR. My Commission Expires: `_ ROBERT JXAU ii 1A1t,*& My COMMISSION#DD9SM My COMMMON#DD"6905 ' EXPIRES:]uw OS,2014 � EXPIRP&hw05,2014 I.Bpp;PH)TARY FL No"DbcoM Asda Ce. ana TARY FL 11NdmyDkowim AS=Ca ######################## R #II# ################################ ###### APPROVED BY t g lS S Plans Examiner ✓ Zoning tPI-Ioll — Structural Review Clerk ro..,:•�an�nn»uno,.;•�n�nnarnro...:...a runnnnm�rd..,:,..a anum� onto a�.� Miami Shores Village Building Department R 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION ALL CONTRACTORS MUST PROVIDE COPIES OF LICENCES AND INSURANCES EACH TIME A PERMIT IS SUBMITTED. IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LICENCES B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT B. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. C. COPY OF LIABILITY INSURACE* D. COPY OF WORKERS COMPENSATION INSURANCE* *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES,FL 33138 Certificate must specify the description of operations or contractor license number. n(waynAw ... ................................................ BUSINESS NAME: BUSINESS ADDRESS: 0600's CITY tq)0 STATE 1 ZIP CODE l� 10 BUSINESS PHONE: FAX FAX NUMBER�) CELL PHONE( ) 21U 00' QUALIFIER'S NAME: ®� Q QUALIFIER'S LIC NUMBER: c6c, T" 2 030 5/7/2014 Check Out These Images From: Steve J. Martinez<stevemartinez@nesscarmeLcom> To: Cristin Costa Costa <cristinle)adoo@aoI.com> Subject: Check Out These Images Date: Tue, May 6, 2014 10:52 am ---- "yaw. WW36;;0wmy6u6a w CAM so rd ...r�.-.. DETACH HERE _ 1 AC'# 6241599 'STATE OF FLORIDA g gg ggI DEPARTJT ?JU&11Z IND TAFYRLZ ffi132�B TI SE��" 08 01 2012 iZOQ32013 C8C125�#38 ' Th* BUILeDING CONTRACTOR � Nafted below I8 CHRTIFIMM Under the provisions of Chapter .489 F8 ` Sxplration date: AUG 31, 2014 a.�� MARTINEZ, STEVE JASON NESS 10500 SW 134 STREET MIAMI FL 33176 RIC SCOTTMOR 1 SEC L2►NSON 8CR8TARY GOVDISPLAY AS REQUIRED BY LAW ..�..___.__.... r CERTIFICATE OF LIABILITY INSURANCEDATE(MMIDDIYYYY) �..�..a° 11/10/14 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: COMMERCIAL DEPT 1st State Insurance PA No_H NE Ext): (786)2,43-9886 FAX No: (786)243-9888 2804 NE 8 St Ste 202 AEfmgLESS9service@stonerins.com Homestead,FL 33033 INSURER(S)AFFORDING COVERAGE NAIC# Phone (786)243-9886 Fax (786)243-9888 INSURERA: MADISON INSURANCE CO. INSURED INSURER B: Ness Carmel LLC INSURER C: 15456 SW 117 LN INSURER D: Miami,FL 33196 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INTYPE TYPE OF INSURANCE AD UB POLICY NUMBER MPMOILIDDY EFF ANDCY EXP LIMITS GENERAL LIABILITY EACH OCCURRENCE $ F-] COMMERCIALGENERAL LIABILITY PRETO M SES(EaEoccurrence) $ ❑ ❑ CLAIMS-MADE ❑ OCCUR MED EXP(Any one person $ ❑ PERSONAL&ADV INJURY $ ❑ GENERAL AGGREGATE $ GEITL AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ ❑ POLICY ❑ JPPCT ❑ LOC $ AUTOMOBILE LIABILITY aJIINEDdenSINGLE LIMIT $ ❑ ANY AUTO BODILY INJURY(Per person) $ ❑ AALLOOWNED ❑ SSC�HEEDULED BODILY INJURY(Per accident $ AOS NON-OWNED PROPERTY DAMAGE $ ❑ HIRED AUTOS ❑ AUTOS Per acc dent ❑ ❑ $ ❑ UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION ❑WC STAITS R]OTH- AND EMPLOYERS'LIABILITY YIN DRY ER ANY PROPRIEfORIPARTNERIEXECUTIVE WCV 0012447 00 E.L.EACH ACCIDENT $ 1,000,000.00 A OFFICERIMEMBER EXCLUDED? NIA Y 10/24/2014 10/24/2015 (Mandatory in NH) ❑N E.L.DISEASE-EA EMPLOYE $ 1,000,000.00 "r f yyes describe under DESdRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000.00 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Addttlonal Remarks Schedule,If more space Is required) CONCRETE CONTRACTOR LIC#CBC1252438 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES VILLAGE BUILDING DEPT THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2 AVE MIAMI SHORES FL 33138 AUTHORIZED REPRESENTATIVE C 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and to9 are reg o istered marks of ACORD ACORD 25(2010/0(2010105)QF LEGEND Y SURVEY ABBRERIA TIONS: MAP OF BOUNDAR A = ARC DISTANCE y SURVEY) , �/ A/C = AIR CONDITIONER PAD CERTIRCATE OF AUtHOWATION#LO-7104 (FORM BOARD a� i./ �� l BCR :,AIR COUNTY RECORDS suaraz surveying 8c mapping, iP7C. BLDG= BUILDING BM = BENCH MARK 15190 SW 136th Street, Suite 20, Miami, Florida 33196 BOB = BASIS OF BEARINGS Tel: 305.596.1799 Fax: 305.596.1886 CBS= CONCRETE BLOCK & STUCCO www.s u 8 r e Z s u r v 8 y i n g.C O M BLOCK 85 (C) CALCULATED MAAAA 94ORES SEC77ON 3 CLF = CURB & GUTTER PLAT IMAGE.• �p,B, tq pG. 37) COLUMN 13 FIR 1/2"NO 1D CLF COL = CHAIN LINK FENCE 01 ON 10/07/14 = NOT TO SCALE FIR 1/2"NO ID 0' CONC= CONCRETE �! S 8701728" W 75.00' 0,05' DE = DRAINAGE EASEMENT NORTH ON 10/07/14 DME = DRAINAGE &MAINTENANCE EASEMENT �c , o.s s. EB DRIVE-WAY IVEELECTRIC Box 0.84 $ SCALE• 1"=20' 212 ENC. = ENCROACHMENT P EP = EDGE OF PAVEMENT w X5.08 ® TOP OF O FFDDH =EFOUND DRILL HOLE FORM BOARD FF = FINISHED FLOOR FIP = FOUND IRON PIPE FIR = FOUND IRON ROD zs.t FN = FOUND NAIL (NO ID) FND — FOUND NAIL& DISK 5.07 TOP OF e FPL= FLORIDA POWER & LIGHT TRANSFORMER PAD LE = LANDSCAPE EASEMENT FORM BOARD LME = LAKE MAINTENANCE EASEMENT 9.67' (M) = MEASURED 'r 224 bR 3Z bg DCR=MIA IHOLEE COUNTY RECORDS b, ML= MONUMENT UNE (P) = PLAT PROPERTY ADDRESS.• A PB = PLAT BOOK ;� PC = POINT OF CURVATURE 1275 NE 94th STREET, MIAMI SHORES, FL 33138 LOT?? PCP = PERMANENT CONTROL POINT 9.68' PE — POOL EQUIPMENT PAD 9 �2+ PG = PAGE LEGAL DESCRIPTION: or LOT 10 PI = POINT OF INTERSECTION LOT 10, OF MIAMI SHORES BAY VIEW, ACCORDING TO THE PLAT LOTS I.N PL = PLANTER POS = POINT OF OBEGINNING THEREOF, AS RECORDED IN PLAT BOOK 40, PAGE 16, OF THE PUBLIC O POC POINT COMMENCEMENT (J) N PRC POINT OF REVERSE CURVATURE= RECORDS OF MIAMI—DADE COUNTY, FLORIDA. PRM = PERMANENT REFERENCE MONUMENT 0 tt PT POINT N > W (R) = RECORD OF TAANCECY o FLOOD ZONE INFORMATION: N FACE OF BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL FOOTER N R/W= RIGHT OF WAY W FORM BOARD t.a 9.81' RES. = RESIDENCE EMERGENCY MANAGEMENT AGENCY REVISED ON 09/11/09 AND INDEX N 9,69' 2-N SIP — SET IRON PIPE MAP REVISED ON 09/11/09 THE GRAPHICALLY DEPICTED BUILDING(S) _s SND = SET NAIL & DISK (PK) SHOWN ON THIS MAP OF SURVEY IS WITHIN ZONE AE.BASE FLOOD STL = SURVEY TIE UNE m SWK = SIDEWALK ELEVATION 9 COMMUNITY NAME & NUMBER MIAMI SHORES 120652 MAP p (A 5.09 ® TOP OF w T )= TYPICAL BOX A•LL. & PANEL NUMBER 12086CO306 SUFFIX N "' p FORM BOARD _ O UE = UTILITY EASEMENT w/F - WOOD FENCE SURVEYOR'S NOTES: 00 e.r _ 00 0.11' Q SYMBOLS.• 1. ELEVATIONS WHEN SHOWN REFER TO 1929 NATIONAL GEODETIC J M = TELEPHONE RISER VERTICAL DATUM (NGVD 1929). 2. NO ATTEMPT WAS MADE TO Itr ll1 ® = CABLE TV RISER LOCATE FOOTINGS/FOUNDATIONS, OR UNDERGROUND UTILITIES UNLESS >� ® — WATER METER OTHERWISE NOTED. 3. THE LANDS SHOWN HEREON HAVE NOT BEEN 4sQ X 0.00 — ELEVATION ABSTRACTED IN REGARDS TO MATTERS OF INTEREST BY OTHER 5.09 ® N ag ( (0o') = ORIGINAL LOT DISTANCE PARTIES, SUCH AS EASEMENTS, RIGHTS OF WAYS, RESERVATIONS, 1 A — CENTRAL ANGLE ETC. ONLY PLATTED EASEMENTS ARE SHOWN. 4. THIS SURVEY WAS TOP OF 17.8 'y za m JJ = CENTER UNE PREPARED FOR AND CERTIFIED TO THE PARTY(IES) INDICATED HEREON be �. AND IS NOT.TRANSFERABLE OR ASSIGNABLE 7. ALL BOUNDARY LIMIT FORM &o wvINDICATORS SET ARE STAMPED LB# 7104. 8. THE BOUNDARY LIMITS Ca D4 = WATER VALVE STABLISHED ON THIS SURVEY ARE BASED ON THE LEGAL DESCRIPTION 0.62' BOARD G�0�o1 ja = CURB INLET PROVIDED BY CLIENT OR ITS REPRESENTATIVE 9. FENCE OWNERSHIP ( 4 NOT DETERMINED. 10. ADDITIONS OR DELETIONS TO SURVEY MAPS OR P 1` FIRE HYDRANT OG = REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS O� ( N 0 = LIGHT POLE PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES.'11. BEARINGS WHEN SHOWN ARE TO AN ASSUMED MERIDIAN, G �0 FIR 1/2"NO ID THE CENTER LINE OF NE 94th STREET HAS BEEN ASSIGNED A lip. L c0 Z CATCH BASIN E m ON DATE:10/07/14 - BEARING OF S 877728" W. •�v�G rn �= UTILITY POLE - DRAINAGE MANHOLE 215.00 _ Q = SEWER MANHOLE CER77FIED TO: BLOCK = IRON FENCE JAMES A TURK AND JANNIE TURK FIR 1/2"NO ID CORNER = WOOD FENCE FIR 1/2"NO►D 11 ON 10/07/14 = CHAIN LINK FENCE S' 870172$ W 7'55.00' OVERHEAD UTILITY WIRE REVISION(S): ON 10/07/14 a Ell o CNfl ASPHALT CONCRETE PAVERS TILES COVER N SND BAM n> x ENTLY � �<F � ,> SURVEYOR'S CERTIFICATE ✓, OF MY I HEREBY C AND RAN UNDRTIFY THAT 1ERSMY D RECTION AND MEETS THE MINI UM ESTHN CAL T NDAR S SET DGE D FORTH FBY THE AS CFLOR DA Y ayglk8p4 ks *mow n .:�� URVEY IS TRUE AND CORRECT TO SURVEYED A WN r { STATE BOARD OF SURVEYORS AND MAPPERS IN CHAPTER 5J-17 ORID ADMINIS TIVE CODE PURSUANT TO SECTION tea<:> > 1 # 472.027 FLORIDA STATUE. SEAL ' DATE OF SURVEY - M i t N 9 x a AUTHENTIC COPIES OF THIS 1210912014 a 4 "z .`,: u, .... . .. . ,. LL BEAR THE SURVEY SHA JOB , 141220741 ORIGINAL SIGNATURE AND •`�`� RAISED SEAL OF THE JUAN A. SUAREZ FILE jf. C-15516 BM#2 ATTESTING REGISTERED PROFESSI NAL SURVEYOR APPER CAD FILE(P).FORM BOARD SND c SND 4.48 SURVEYOR AND MAPPER STATE OF FLORIDA LIC. 6220 SHEET 1 OF 1 T PROJECT SITE SKETCH OF BOUNDARY SURVEY SCALE: 1"=20' NE 9th St PROPERTY ADDRESS: 1275 NE 94th Street m Miami Shores,Florida 33138 , Z BLOCK 85 MIAMI SHORES SECTION 3 (P.B. 10, PG 37) LEGAL DESCRIPTION: Lot 10,of-MIAMI SHORES BAY VIEW",according to the Plat thereof as Z recorded in Plat Book 40,at Page 16,of the Public Records of Miami-Dade a 0.80' CL County,Florida. F.I.R. 1/2 75.00' (M)(R) o F.I.P. 1 j2 No I.D. No I.D. t t 6 W.F o/s 0.22' SOUTH NE 94th St -- — FOLIO NUMBER: 1.0' CL iso• 0.10' CL LEGEND 113206 010 0090(Mlamt-Dade County Public Records/Property Appraiser's Of los) �; y� (C) = Calculated 90'00'�'(C) CL = Clear LOCATION MAP : 90-00-OT(C) I q= Center Line SURVEYOR'S NOTES: SCALE:(N.T.S) o CONC. = Concrete Subject property lies within Flood Hazard Zone"AE".Elevation 9.00 feet. ENC. = Encroachment f.REL = Finish Floor Elevation Elevations shown hereon are referred to N.G.V.Datum(1929).Elevations are basad upon I F.I.P. = Found Iron Pipe F.I.R. = Found Iron Rod a Miami-Dade County Bench Mark named B-62,located at the NW comer of the Intersection F.N. = Found Nal of NE 10th Avenue and NE 96th Street. Elevation 8.66 feet I .N&D. = Found Nat & Disc I.D. = Identification (M) = Measured CERTIFIED TO: OA= On Line James A.Turk and Janine Turk ( (P) = Plat P.C. = Point of Curvature P.B. = Plat Book PG. = Page (R) = Record U.E. = Utility Easement GENERAL SURVEYOR'S NOTES: 0 VACANT LOT 1}This survey was conducted for the purpose of a"Boundary Survey'only and is not Intended to delineate the regulatory jurisdiction of any federal,state, I. regional or local agency,board,commission or other entity. O 12715 NE STREET I O SYMBOLS 2}The accuracy obtained by measurements and calculations on this survey,meets and exceeds the Minimum Technical Standards requirements for a suburban area(1 foot in 7,500 feet)as specified in Chapter 5J-17,Florida Administrative Code. � 9,375 Sq. Ft. 0.21 Ac. N —// WOOD FENCE 3}ThIs determine ownership.Survey does not reflect or e p 4)-Legal Description subject to any dedications,limitations,retractions reservations or easements of record. LOT 10 I EXISTiNG ELEVATION 5)-Examination of the office. of Title will have to be made to determine recorded instruments,If any affecting the property,search gf&blic Records not performed by this offi . • • •0000• 000000 0000•• • ••• • • 6}No effort was made by this office to locate any underground utilities and/or structures within or abutting the subjr�prorrty. • • • • 7}This Survey has been prepared for the exclusive use the entities named hereon only and certifications hereon d not extend to an;8,;,amed part. . . . Q� 8}This Survey was prepared for a Mortgage Transaction only,not to be used for design and/or construction purpee�W&ut the 8&mAt of thig8fffCd• :0000: • •• ••;••• •0000• • • • •0000• " O 9}Uti1Hy facilities within Utility Easements not notal as vfalatkuts. •••.•• •••••• 10}Driveways or portions thereof within Roadways not noted as violations or encroachments. •••• • • • . • • • •.•• 11}Foundations and/or footings underneath the ground surface that may cross beyond the boundary lines of the hxlrelr �paWare no4alifaYxsr. ••••• • •• •••••• ' 12}-Fence ownership determines by visual means only(if any},Legal ownership not determined. •••••• •• • ••i••• •••i 0 q- • :**:Go 0 13)-No search records was made by this firm beside the record plat;therefore wx a do not imply or accept responsbbiN$rJW any Ee$e ftg�Dedlcritj 9A• •••••• •• •• -C Limitation for which information was not furnished. .•••.• • •• •• • •••••• 14}Contact the appropriate authorities prior to any design work on the hereon-described parcel for Building and?,bnirlg ix§formafipr►. • • • • • • • 0000•• • • 15)4n some instances graphic representations have been exaggerated to more clearly illustrate the relationship between phystcolirr Wivements AMM • • • .?Iii • • F.I.P. 112' No I.D. W lot lines.In all cases dimensions shall control the location of the Improvements over scaled positions. • • . •..• .•.• • •• o/s 0.18' NORTH m 1616)-The dimensions and directions shown hereon are in substantial agreement with record and calculated values utless 8therwise ddt�d • 9000 00iM) 90b0'00'M I, 17}Obstructed comers are witnessed by improvements ( ) .... F.I.R. 1/2' 0 JORGE L.CABRERA Phone:305-302-2522 N0 225.0'(1x1) —. z PROFESSIONAL SURVEYOR&MAPPER Fax 305-207-953777 2852 S.W.149th Place,Miami,Florida 33185 75.00' (M}(R) Bloat This Is to certify to the above named firm and or persons that the"SKETCH OF BOUNDARY SURVEY"of the herein described property Is true and correct to g 14' PARKWAY CHER the best of my knowledge and belief as recently surveyed under my direction,also there are no visible encroachments other than those shown.Owner or his c representative furnished the legal description contained herein. Other recorded instruments may affect this property. Surveyor has not examined the $ N N abstract of title. Locations of utilities on or adjacent to the property were not secured unless specifically requested by owner.I further certify that this map or g� ::::::::: ::::::::::::::::::: ::::::.:::::::::::::::::::::::::::::::•:•:•:•::•::•:•:•:•:•:•:•:•: plat meets the Minimum Technical Standard Requirements,adopted by the Board of Professional Surveyors and Mappers,pursuant to Chapter 472.027 Florida Statutes,asset forth in Chapter 5J-17,Florida Administrative Code,under Sections 5J-17.051 and 5J-17.052 and is a-BOUNDARY SURVEY"as :•:tt .;.: ;•:::..:...:.:.:.:.:..:: .:...:.::.::......::.:..::..... ...... .. defined in Section 5J-17.050. .; ....f�NAl..•PA 1.. –— JORGE L.CABRERA :::: c :-:: :::::::-::::.:.:...-:::.::::::-:::::::::. ...........;.. ::•:: ::N� L :nth:STREET: :..... :::::::::::.:.. Date of Field Work: 6/27/2013 Job# 13-2085 Sketch# 2834 .......................................................... Revised:ELEVATIONS 6/30/2013 Job# 13-2085-A Profess&nW&Mapper,#6487 This mewkkgrathe popenya.arpLCabrera ftlessional Sraveyor mMapper xeaeciiidws of this dmwbV am ra vdd urdess sWieaand arnbossed WMthe m, 8seel. SW ofRorida C:\@'..N0,1\aC-JRiCSV}Zp9y_t2'/3 y[y0 S1prPT-vACPNT.mp 7/9/2M3 &ebb)W EDT Miami Shores Village R Building Department losea,..� 10050 N.E.2nd Avenue Vn Miami Shores, Florida 33138d Tel: (305) 795.2204 �toRx Fax: (305)756.8972 Page 1 of Permit No: 1 y A 11W Co. PY Structural Critique Sheet ?tee c—"Ov" U r,--cl- w� g� 4tz-r® —10 Atz-1f C-j!T%'A PIP- SOPPED REVIEW � e5� 7 Plan review Is not complete,when all items above are corrected,we will do a mplel plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one set of voided sheets In the re-submittal drawings. Mehdi Asraf I ♦5�xc.��`s j'I Miami shores Village 01 Building Department logo , Neill" 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 1pR(DA Fax: (305)756.8972 Permit No: �! Page of Structural Critique Sheet •fir,-�- X. cc-'el a-, cam. ?Y—0*Vs STOPPED REVIEW Plan review Is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf 4 r Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores,Florida 33138eo�d Tel:(305)795.2204 R1�' Fax: (305)756.8972COP Gj q/l yll y Page 1 of 1 Permit No: Structural Critique Sheet w r t4n.� ® 114 rte,.. 42 t s I STOPPED REVIEW Pian review is not complete,when all Items above Tare corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf r � Sfty s i US.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 ' FEDERAL EMERGENCY MANAGEMENT AGENCY Expiration Date:July 31,2015 National Flood Imvm=Program IMPORTANT:Follow the instructions on pages 1-9. SECTION A-PROPERTY INFORMATION4..siti MU�f�� aqt, Al. Building Owner's Name JAMES A TURK JANINE TURK 15-0440611 YE >�iilc� Iirtl A2. Building Street Addressincluding Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. C�aanipy'NAICi�tl7 ,y z 1275 NE 94 ST Cm' MIAMI SHORES state FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) MIAMI SHORES BAY VIEW PB 40-16 LOT 10 LOT SIZE 75.000 X 125 OR 18677-3640 0419991 - 11-3205-010-0090 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:Lat. N9-5091'44" Long, W800'19" Horizontal Datum: ❑NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9.For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 2754+- sq ft a) Square footage of attached garage 420+- sq ft b) No.of permanent flood openings in the crawlspace or 1 b) Number of permanent flood openings in the attached garage__r. enclosure(s)within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade N//>r r�W�-' c) Total net area of flood openings in A8.b 2400+- sq in c) Total net area of flood openings in A9.b NIA sq in d) Engineered flood openings? ❑Yes ®No d) Engineered flood openings? ❑Yes ®No SECTION B-FLOOD INSURANCE RATE MAP(FIRM) INFORMATION 81. NFlP Community Name&Community Number B2.County Name B3.State MIAMI H I ES-120652 MIAMI-DADE I FL B4. Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FIRM Panel Effective/ B8.Flood Zone(s) B9.Base Flood Elevation(s)(Zone Revised Date A0,use base flood depth) 12086C 0306 L 09/11/2009 ol- 09/11/2009 r AE 9.00 B10.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9: ❑FIS Profile ®FIRM ❑Community Determined ❑Other/Source: B11.Indicate elevation datum used for BFE in Item 69: ®NGVD 1929 ❑NAVD 1988 ❑Other/Source: B12.Is the building located In a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes ®No Designation Date: / / CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑Construction Drawings* I&Building Under Construction* ❑Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/A0.Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized: B-62 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. IONGVD 1929 ❑NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. 0�„ a) Top of bottom floor(including basement,crawlspace,or enclosure floor) 5 01 ®feet ❑meters b) Top of the next higher floor 9 . 90 ®feet El meters �e c) Bottom of the lowest horizontal structural member(V Zones only) N/ . A ®feet ❑meters d) Attached garage(top of slab) N/ . A ®feet ❑meters e) Lowest elevation of machinery or equipment servicing the building 5 , 40 ®feet ❑meters (Describe type of equipment and location in Comments) 0 Lowest adjacent(finished)grade next to building(LAG) _4 . 83 IN feet ❑meters g) Highest adjacent(finished)grade next to building(HAG) 4 . 5 ®feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including / . A ®feet ❑meters structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Information.i certify that the Information on this Certificate represents my best efforts to interpret the data available. ....., I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S.Code,Section 1001- •v¢i�""'G ��°ci•�. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a * ❑Check here if attachments. licensed land surveyor? ®Yes ❑No Certifier's Name License Number •_ EFRAIN C. LOPEZ 2300&LB 7538 Title Company Name «�.•.��, � .•� P.L.S. D AVILA&ASSOCIATES SERVICES, INC s� ,, ......... Address City State ZIP Code •��'�•........•p'•� 14750 NW 77 CT,STE 204 MIAMI LAKES FL 33016 Signature Date Telephone 04/09/2015 305 953-2600 FEMA Form 08 /12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE,page 2 � -!- IMPORTANT:In these spaces,copy the corresponding Information from Section A. Building Street Address(including Apt, Suite,and/or Bldg.No.)or P.O.Route and Box No. Poilr y� "tihtis 1275 NE 94 ST Vns� s City State ZIP Code MIAMI SHORES FL 33138 SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments C.2.E REFERS TO AIR CONDITIONER MACHINERY SERVICING BUILDING LATITUDE AND LONGITUDE OBTAINED BY GPS/FLOOD ZONE DETERMINATION IS FURNISHED BY FEMA C.O.R=4.30 FT Signature Date /09/2015 sem.49!�! SECTION LDING ELEVATION INFORMATION(SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5.If the Certificate Is intended to support a LOMA or LOMR-F request,complete Sections A,B,and C. For Items E1-E4,use natural grade,If available.Check the measurement used.In Puerto Rico only,enter meters. E1.Provide elevation Information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawispace,or enclosure)is ❑feet ❑meters ❑above or ❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or ❑below the LAG. E2.For Building Diagrams 6-9 with permanent flood openings provided In Section A items 8 and/or 9(see pages 8-9 of Instructions), the next higher floor(elevation C2.b in the diagrams)of the building Is ❑feet ❑meters ❑above or ❑below the HAG. E3.Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4.Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or ❑below the HAG. E5.Zone AO only:If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?❑Yes ❑No ❑Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE)or Zone AO must sign here.The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community s floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable item(s)and sign below.Check the measurement used in Items G8-G10.In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information.(Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone A0. G3. ❑ The following information(Items G4-G9)is provided for community floodplain management purposes. G4. Permit Number G5.Date Permit Issued G6.Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑New Construction ❑Substantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building: ❑feet ❑meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑Check here if attachments. FEMA Form 086-0.33(7/12) Replaces all previous editions. Q: 0 DAVIIA ELEVATION CERTIFICATE, page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. Q IMPORTANT:In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or PO.Route and Box No. Policy Number: 1275 NE 94 ST City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page,use the Continuation Page. FRONT VIEW/SIDE VIEW DATE: 04/09/2015 � � - �Ng:-� ✓ate ,"v� 9(/�'��' � *mn.- a 4 ', v i / Mal ON r> �i.r. .. 3 7� �F t FEMA Form 086-0-33(7/12) Replaces all previous editions. 0-Tio ► .a. ELEVATION CERTIFICATE, page 4 BUILDING PHOTOGRAPHS r as D�AVt[A Continuation Page , IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg. No.)or P.O.Route and Box No. Policy Number: 1275 NE 94 ST City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page,affix the additional photographs below. Identify all photographs with: date taken; "Front View"and "Rear View";and,if required,"Right Side View"and "Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. REAR SIDENIEW SIDE DATE: 04/09/2015 I. f A: v 13 e G� r "qq -,A i f" �g o � a. K { FEMA Form 086-0-33(7/12) Replaces all previous editions. nesscarme � Turn Key Nntshes Since sow 1"M-5e'.4807 Pv,t S.Wbda7 YtNN.RtttfA'R4HtOn Mh'(O fiCStCd'ITl yT.0 am GENERAL CONTRACTOR BUILDING AGREEMENT 04/23/2014 ARTICLES OF AGREEMENT THE PARTIES TO THIS CONTRACTOR AGREEMENT ARE: Owner: Jim Turk Property Address: 1275 N.E. 94 Street Miami Shores FI. 33138 Jim Turk (hereinafter referred to as "the Owner") AND Ness Carmel LLC Physical Address: 15456 S.W. 117 Lane Miami FI. 33196 License Number: CBC 1252438 Telephone Number: 305.216.6807 (hereinafter referred to as "the Contractor") The parties choose the above stated addresses as their physical addresses for purposes of delivery of any notice, payment of any amount and at which legal proceedings may be instituted. Each of the parties will be entitled at any time by way of written notice to the other to-change the information regarding their physical addresses. Whereas the Owner Is desirous of building a new residential property. Project consists of a two-story home which will include all finishes, mechanical, electrical, plumbing, roofing, structural work and flooring Ness Carmel to supply labor and all material for all trades. Owner to provide the following: Appliances, permit fees, Impact fees. Price is In accordance with the drawings provided by; Victor Bruce Dated; 12L1312013 and specifications annexed hereto, and signed by the parties: and whereas the Contractor has agreed to execute the said Works on the Property In accordance with the drawings and specifications annexed to this Contractor Agreement and signed by the parties. IT IS HEREBY AGREED AS FOLLOWS: 1. For the consideration hereinafter mentioned, the Contractor will execute and complete the Works in accordance with the terms and conditions and drawings and/ or the specifications annexed hereto. 1.1. The Owner will pay the Contractor the sum of $'678123,00 � nafter referred to as the "Contract Sum") CONDITIONS: 2. It is agreed that the drawings and specifications mentioned in this Contractor Agreement and annexed hereto are the final drawings and specifications of the Works and form an integral part of this Agreement. It is furthermore agreed that there shall be no additions or variations to the said drawings and / or specifications without the written consent of the other party first having been obtained. 2.1. Cost of work includes overhead. 2.2. The Owner warrants that he is the registered owner of the Property. In the event of the property not being registered In the name of the Owner, then the Contractor shall be Informed In writing by the Owner accordingly. 2.3. In the event of the local Authority, Mortgager or other statutory body or the Owner, at any time or for any reason whether before, during or after the construction of the Works, requiring any alteration, variation or amendment to the drawings and / or specifications Involving the Contractor in additional expense, then the cost of complying with such alteration, variation or amendment shall be borne and paid for by the Owner. PAYMENT: 3. The Contractor shall be entitled to receive progress payments as the Works proceed in accordance with the provisions set out hereunder: 3.1. The Contract Sum shall be paid In the following Installments: 3.1.1. 30% at onset to purchase materials and mobilize workforce 3.1.2. Balance by percentage of completion. 3.1.3. The remaining 5% at substantial completion 99% and within 5-7 days of substantial completion. 3.2. Where the Contract Sum is to be paid on the Owner's behalf by a finance company, Building Society, Bank or other institution, the Owner shall be responsible for signing all necessary documentation to enable the Contractor to receive payment as per the schedule as set out In 3.1. 3.3. Any installment not paid on the due date shall bear interest thereon at a rate of 2% greater than the minimum lending rate charged by commercial banks to their clients which Interest shall accrue as from the due date for payment. In addition, any discounts In terms of this Contractor Agreement will be forfeited. COMMENCEMENT AND COMPLETION; 4. Access to the Property shall be given to the Contractor on 5 September 2014 who shall complete the Works within 63 weeks, calculated from the date of possession and approval of permits. In the event of the holiday period of the Building Industry falling or the workforce in listed as Sub Contractors does not comply within the completion period, then the completion date shall be extended by 3C days or as reasonable. Ness Carmel has the option of providing his own workforce to complete any unfinished, sub-contractors work at an additional expense to the owner. 4.1. The Contractor may not commence the Works until - 4.1.1. Permits are approved 4.1.2. the mortgage bond where applicable has been registered and other forms of finance have been approved and / or 4.1.3. required facilities such as electricity, water and toilet facilities are available on the Property, free of charge. 4.2. For purposes of this Contractor Agreement, except where expressly stated otherwise, the date of completion shall be the date on which the Works Is completed and when the Property has been cleared of all rubble and building debris as generated during construction. Hauling of debris Is Included in the contract and limited to 6 (20 yard containers). 4.3. If completion of the Works is delayed as a result of major or unforeseen circumstances, including but not limited to any strike, lock out, shortages of materials, riot, political or civil disturbance, exceptionally inclement weather or any variation, act or omission on the part of the Owner or any other cause beyond the Contractor's control, then: 4.3.1. the Owner shall not for such reason have any claim against the Contractor whether for damages or otherwise; 4.3.2. the Contractor shall be entitled to a fair and reasonable extension of time for the completion of the Works. 4.4. Should the Contractor not be able to commence or proceed with the execution of the Works due to any act or omission on the part of the Owner then, in such event: 4.4.1. the Owner shall comply with Clause 3.1.1 in the event of the Contractor not being able to deliver the materials and commence the Works, or 4.4.2. the Owner shall comply with Clause 3.1.2 In the event of the Contractor not being able to complete the Works, provided that the Contractor Is not In breach of his obligations In terms of this Contractor Agreement. 4.5. N/A DEFECTS LIABILITY: 5. Subject to the provisions of the following paragraph, the Contractor undertakes that: any patent defect or other faults which may appear within 12 months of completion of the Works due to materials or workmanship not in accordance with this Contract, shall within a reasonable time after receipt of the Owner's written Instruction be made good by the Contractor and unless otherwise mutually agreed upon, at his own cost; provided that the Contractor shall not be required to make good at his own cost any damage after completion, unless it is agreed that such damage Is due to injury which took place before completion. Warranty Covers: only Items Installed by Ness Carmel. Issues involving millwork, faulty fixtures, appliances regarding missing parts or defects are not Ness Carmel's responsibility. 5.1. The Contractor shall only be responsible in terms of the preceding paragraph for damages sustained by the Owner under conditions ...... .... of normal use and service and shall under no circumstances be responsible for damage or loss caused by wear and tear, misuse, neglect, negligence, abuse or accident or in respect of or arising from any risk Insured against in terms of home owner's Insurance policies normally issued by a reputable Insurance company In respect of residential properties and the Contractor shall under no circumstances be liable for any consequential loss or damage. 5.2. The Contractor shall, however, not be liable under any circumstances whatever for any faults or defects caused by sub-surface water, settlement occurring in the ground below, normal shrinking or geological disturbances. OWNERSHIP OF MATERIALS: 6. Any unfixed materials required for the Works and delivered to the Property under this Contractor Agreement shall remain the property of the Contractor until they have been paid for by the Owner in terms of clause 3 and any unfixed surplus materials remain the property of the Contractor. 7. N/A INTERFERENCE: S. The Owner shall not have the right, either personally or through his agent, to issue instructions to, or interfere, hinder or obstruct any of the Contractor's workmen, any sub-contractors employed on the Works or other persons employed by or acting on behalf of the Contractor. 8.1. Should the Contractor incur any expense or loss beyond that provided for in, or reasonably contemplated by this Contractor Agreement due to the actions on the part of the Owner as described In Clause 4.4 or Clause 8, then the value of such expense or loss shall be assessed between the Owner and the Contractor and such agreed value shall be paid to the Contractor on completion of the Works. Owner has the right to execute change order requests. OWNER'S DEFAULT: 9. If the Owner does not pay the Contractor as provided for in Clause 3 or Is in default in any other manner, the Contractor shall be entitled to forthwith cease work under this agreement until the Owner has made payment or until such default has been rectified. 9.1. The time during which such Works shall cease shall operate as an extension of the time for completion of the Works. 9.2. Should the default referred to In Clause 9 continue for a period exceeding 14 days, the Contractor shall be entitled to give the Owner 7 days written notice, by registered mail, of his intentions to terminate the Contractor Agreement. 9.3. In addition to suspending work in terms of this Clause, the Contractor may, after giving 7 days written notice, determine the Agreement, If the Owner's estate's provisionally sequestrated or provisionally wound up as Insolvent, or should the Owner commit a breach of any of the terms of this Contractor Agreement, all of which terms shall be material, without prejudice to any other rights which the Contractor may have in terms of this Agreement or in law. 9.4. Should this Contractor Agreement be determined by the default of the Owner, then the Contractor shall be paid liquidated and ascertained pre- estimate of damages in the sum of 20% of the Contract Sum not Including percentage of completion items, provided that the above provisions shall in no way preclude any other right or remedy that the Contractor may have In law. 9.5. A Certificate signed by the Contractor's Auditor specifying the amount due by the Owner to the Contractor shall be sufficient proof of any amount due to the Contractor In terms of this Agreement and may be used by the Contractor for the purposes of obtaining judgment whether by default or otherwise, summary judgment or provisional sentence against the Owner In any Court of Law having jurisdiction in respect thereof. CONTRACTOR'S DEFAULT: 10. If the Contractor shall make default In any of the following respects 10.1. without reasonable cause wholly suspend the Works before completion, or 10.2. refuses to proceed with the Works with reasonable diligence, or 10.3. refuses after notice in writing from the Owner, to remove defective work or improper materials, then, If such default shall continue for 14 clays after a registered letter from the Owner specifying the same, the Owner may, without prejudice to any other rights he may have In terms of this Contractor Agreement or In law, by registered post, determine the employment of the Contractor under this Agreement, provided no dispute has been declared in terms of Clause 14. In such event the Contractor shall be liable for all damages Incurred by the Owner by reason of such default. 10.4. If the Contractor's estate is sequestrated as insolvent or If, being a company, it is placed under voluntary or compulsory liquidation, the Owner may, without prejudice to any other rights contained herein, by written and registered notice determine the employment of the Contractor under this Agreement. MATERIALS IN SHORT SUPPLY: 11. In the event of any of the materials set out In the Specification hereto being in short supply or unavailable for an unreasonable amount of time, then the Owner shall select substitute material of a similar quality from amongst like material readily procurable by the Contractor. Any difference In price shall be for the account of the Owner. VARIATIONS: 12. All variations, authorized or required by the Owner, shall be carried out and the Contract Sum adjusted, the valuation being assessed on the basis of the valuation of similar work Included in this Contractor Agreement. Any variation to the Contracted Sum must be in writing and signed by both parties. JURISDICTION: 13. The parties hereby expressly consent to the jurisdiction of the State of Florida even though such claim may otherwise exceed that Court's jurisdiction to adjudicate on any dispute arising out of this Contractor Agreement which Is not otherwise subject to arbitration In terms hereof. This Is subject to the provision that if a party elects to Institute action In a higher Court, he/ she shall be entitled to do so. ARBITRATION: 14. Any dispute or difference between the Contractor and the Owner arising out of and during the currency of the Agreement or upon termination or cancellation thereof, shall be referred to arbitration. The arbitrator shall be appointed at the request of either party and the jurisdiction having authority shall be designated in the State of Florida. PARTY STATUS: 15. The Contractor is not an employee of the Owner but is working In his/her capacity as an consultant/ Independent contractor. The Contractor shall hold Owner harmless and thereby indemnify Owner for any claims Including but not limited to liability insurance, worker's compensation and withholding of tax for Contractor's employees. LIEN RELEASE: 16. The Contractor will provide receipt of payments, lien releases and final lien releases from all subcontractors and suppliers immediately when they become due. RIGHT TO CANCEL: 17. Either party shall have the right to cancel this Contractor Agreement within 3 (three) days of signing it without incurring any penalties whatsoever. Cancellation must be In writing and delivered to the stated address of the other party. ENTIRE AGREEMENT: 18.1. This agreement and any exhibit attached constitute the sole and entire contractor agreement between the parties with regard to the subject matter hereof and the parties waive the right to rely on any alleged express provision not contained herein. 18.2. No agreement varying, adding to, deleting from or canceling this agreement and no waiver of any right under this agreement shall be effective unless it Is: 18.2.1. In writing; 18.2.2. Agreed to by both parties; 18.2.3. Signed by both parties. 18.3. No relaxation by a party of any of Its rights in terms of this agreement at any time shall prejudice or be a waiver of its rights (unless it Is a written waiver) and it shall be entitled to exercise Its rights hereafter as if such relaxation had not taken place. 18.4. No party may cede any of its rights or delegate or assign any of its obligations in terms of this contractor agreement without the prior written consent of the other parties. Signed at 04/2 J2 13 SIGNATURE (Owner) Owner's Full Names: WITNESS 1: WITNESS 2: SIGNATURE - — (Contractor) Contractor's Legal me*!- Steve J. M4 tinez n e s s c a rmel Commer,eW and Wdentiai Canoimt!W 'Run Key Finlshes Since zoo, a ®ATE:04/16/2014 40B NAME:Turk Residence - H)B NUMBElt:0415201409 Name quantity unit Descriptlot PRICE/UNIT SUBTOTAL MATERIALS AND CONCRET 1 LSUM $92,048.00 LABOR 1 LSUM $59,250.00 PILINGS 1 LSUM $461150.00 $ 10,000.00 GRADE BEAM 1 LSUM $43,470.00 MEP Plumbing and Gas 1 Isum 23650 $23,650.00 INCLUDES 10000.00 ALLOWANCE FOR FIXTURES ..:,..... ec or)ca - a . : . .....:. . ...... ... Electrical 1 LSUM 37500 $37,500.00 Gas tank Installed 125 Ga 1 LSUM 2700 $2,700.00 l� SEPTIC TANK 1 LSUM 14600 $14,600.00 Permit Fees APX.Impact 1 LSUM 3750 $3,750.00 TRUSSES AND ROOF WOF 1 LSUM 16000 $16,000.00 THERMAL AND MOSITURE PROTECTION ` ROOF 4800 SF 7 $33,600.00 FLAT CONCRETE TILE INSULATION 1 LSUM 12500 $12,500.00 FINISHES STUCCO 1 F.SUM 16500 $16,500.00 INCLUDES SCAFFOLDING PAINT EXTERIOR/1NTER1 I LSUM 145Q0 $14,500.00 DESIGNER READY FLOORING 4700 LSUM 4 $1.8,800.00 SHOWER WALLS 1 LSUM 8750 $8,750.00 DOORS CASING MATERIAl 20 PU 145 $2,900.00 TRIM-BASE AND CROWN 2300 LF 3.75 $8,625.00 CASING 32 PU 125 $4,000.00 DRYWALL WALLS 330SHTS 55 $181150.00 DRYWALL CEILING 170 SF + 53 $9,010.00 STAIR RAILINGS 1 LSUM 11200 $11,200.00 GLASS RAILINGS 125 BUM 140 $17,500.00 DOORS AND HARDWARE 31 PU 550 $17,050.00 ALLOWANCE ITEMS FLOORING MATERIAL 1 LSUM 9500 $9,500.00 SHOWER WALL MATERIA 1 LSUM 3950 $3,950.00 PAVERS EXTERIOR TERRA 1 LSUM 13600 $13,600.00 LABOR AND MATERIAL MILLWORK 1 LSUM 13500 $13,500.00 FRAMELESS SHOWER Each Shower is aproximately $5,600.00 GRADING MACHINERY Grading $2,150.00 ADDITIONAL ALLOWANCE ITEMS DOORS/WINDOWS ENTRY DOOR 1 LSUM 8500 $8,500.00 WINDOWS AND DOORS E 1 LSUM 27600 $27,600.00 GARAGE DOOR 1 BUM 2750 $2,750.00 TOTAL $678,123.00 ®engineering inc www.arpe-eng.com June 5, 2014 Miami Shores Village Building Department 10050 N.E.2nd Avenue `� "�TVD Miami Shores, Florida 33138 1 b 2 2014 Re: Turk Residence- PY New Single-family Residence 1275 NE 94th Street Miami Shores, Florida 33138 Permit No: RC14-951 Dear Sir or Madam, Please find building comments below: Electrical: Attn: Michael Devaney 1. Need fixture schedule with energy calculation. R:See note added to sheet E-2 for 50%of fixtures to be energy efficient. 2. Fixtures in contact with insulation to be I. C. rated. R:See note added to sheet E-2 for I.C. rated fixtures. Plumbing: Attn: Osvaldo Diaz 1. FBC107. Health dept approval required. R: By others. 2. FBC107. DERM approval required. R: By others. 3. FBC107 P-2 water on plans. R:See revised plumbing sheet. 4. Shows 80 gallon correct to match energy Calculation and schedule. R• 3avel revised water heater size. If y u may her questions, please contact us at your earliest convenience. 9, ncerely, A arilis Ro .E A E En ' c. W:\13 0910 TURK275 NE 94 ATREET(VICTOR BRUCE)\DOCS\RTC-05 23-14.doc 2655 Le Jeune Road Suite 1109,Coral Gables,Florida 33134 Ph 305.444.9809 Fax 305.444.9827 ,Mechanical >Electrical >Plumbing >Fire Protection >C.A. >LEED Certification f � TRIO DESIGN CONSULTANTS October 30,2014 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village,FL 33138 RE:Turk Residence 1275 NE 94thStreet Miami Shores Village,FL Permit No. RC14-951 Structural Plan Reviewer: Attached to this cover letter,please find 13 pages (B1 through B13) of structural engineering calculations for the referenced project.The calculations are for the proposed residence at the above referenced site,and in response to plan review comments regarding design of grade beams. Grade beam marks on the foundation plan have been revised and correspond with the beam marks on the individual calculation sheets.The design approach is to analyze the grade beams as continuous as requested in the latest review comments.The sheets provided are for the maximum span,moments and shears for the respective line of beams. I hereby certify with this letter,that the calculations on each page were prepared by me.Please contact this office should you have any questions,or require additional information. Si erely,. IF avid B.Roge ,P. .: Licensed E ' ee 54-981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 Ti 1 .305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET r Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation GB-1A Exterior Wall (Rear) Beam Size 16"x 24" Dead Load (#/ft) 5100 Live Load, L(#/ft) 590 Live Load, Lr(#/ft) 600 Wind Load (#/ft) 600 -1500 WU1= 1.2(DL) + 1.6 (L)+0.5 (Lr) 7364 #/ft WU2= 1.2(DL) + 1.6 (Lr)+ L 7670 #/ft Wu3= 1.2(DL)+ 1.0(WL)+ 1.0 (L)+0.5 (Lr) 7610 #/ft WU4=0.9 (DL) + 1.0(WL) 3090 #/ft Span (ft) 10.00 ft MU=WU L2/9 85222.2 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1775 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu= 1.15 Wu L/2 44102.5 # Design Shear @ V from support 31319.2 # 4)Vc= 4)2(fc:/2)bd 26290.68 # 4)Vc/2 13145.34 # 31319.2 > 13145.3 Stirrups Required VS= (VU- 4)Vc)/ 4) 6704.6 # s1=A„fyd/VS 39.4 in. S2=d/2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation GB-1B Exterior Wall (Side) Beam Size 16"x 24" Dead Load (#/ft) 3800 Live Load, L(#/ft) 400 Live Load, Lr(#/ft) 300 Wind Load (#/ft) 300 -750 Wui= 1.2(DL)+ 1.6(L)+0.5 (Lr) 5350 #/ft WU2= 1.2(DQ+ 1.6 (Lr)+L 5440 #/ft Wu3= 1.2(DQ+ 1.0(WL)+ 1.0(L)+0.5 (Lr) 5410 #/ft WU4=0.9 (DL)+ 1.0(WL) 2670 #/ft Span (ft) 13.00 ft MU=WU L2/9 102151.1 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.2128 Reinforcement Ratio p 0.0037 Steel Area pbd 1.184 in.2 247 Bars Vu=1.15 Wu L/2 40664.0 # Design Shear @ V from support 31597.3 # 4)Vc= 4)2(f cu2)bd 26290.68 # 4)Vc/2 13145.34 # 31597.3 > 13145.3 Stirrups Required Vs= (VU- 4)Vc)/ 4) 7075.5 # Sl=A„fy d/Vs 37.3 in. S2=d/2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page 63 CONCRETE BEAM DESIGN Beam Designation GB-1C Interior Wall (At Stair) Beam Size 16" x 24" Dead Load (#/ft) 4600 Live Load, L(#/ft) 640 Live Load, Lr(#/ft) 120 Wind Load (#/ft) 120 -300 Wul= 1.2 (DL)+ 1.6 (L)+0.5 (Lr) 6604 #/ft WU2= 1.2 (DL)+ 1.6 (Lr)+ L 6352 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+ 1.0 (L)+0.5 (Lr) 6340 #/ft Wu4=0.9 (DL)+ 1.0 (WL) 3840 #/ft Span (ft) 10.00 ft MU=WU L2/9 73377.8 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1529 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu = 1.15 Wu L/2 37973.0 # Design Shear @ V from support 26966.3 # 4)Vc= 4)2(f`,:"')bd 26290.68 # 4)Vc/2 13145.34 # 26966.3 > 13145.3 Stirrups Required VS= (VU- llVc)/ (D 900.9 # s1=A„fyd/VS 293.1 in. S2=d/2 10.00 in. #3 Stirrups @ 10 In O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation GB-11) Interior Beam Beam Size 16" x 24" Dead Load (#/ft) 2100 Live Load (#/ft) 520 Wind Load (#/ft) 0 0 WU1= 1.2 (DL)+ 1.6 (LL) 3352 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 3352 #/ft WU3= 1.2 (DL)+ 1.0(WL)+0.5 (LL) 2780 #/ft Wu4=0.9 (DL)+ 1.0(WL) 1890 #/ft Span (ft) 14.00 ft Mu=Wu L2/8 82124.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1711 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu= 1.15 Wu L/2 26983.6 # Design Shear @ V from support 21396.9 # 4)Vc= 4)2(f,'/2)bd 26290.68 # 4)Vc/2 13145.34 # 21396.9 > 13145.3 Stirrups Required VS=(VU- 4)Vc)/ 4) N/A # s1=A„fyd/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page �5 CONCRETE BEAM DESIGN Beam Designation GB-1E Interior Beam Beam Size 16" x 24" Dead Load (#/ft) 2100 Live Load (#/ft) 440 Wind Load (#/ft) 0 0 Wul= 1.2 (DL)+ 1.6 (LL) 3224 #/ft Wu2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 3224 #/ft Wu3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 2740 #/ft Wu4=0.9 (DL)+ 1.0(WL) 1890 #/ft Span (ft) 12.00 ft Mu=Wu LZ/8 58032.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1209 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu= 1.15 Wu L/2 22245.6 # Design Shear @ V from support 16872.3 # 4)Vc= 4)2(f c'/2)bd 26290.68 # 4Vc/2 13145.34 # 16872.3 > 13145.3 Stirrups Required VS= (Vu- 4)Vc)/ 4) N/A # Sl=A„fyd/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 In O.C. Project: Turk Residence Date: 9/9/14 Page �p CONCRETE BEAM DESIGN Beam Designation GB-1F Rear Terrace Beam Size 16"x 24" Dead load (#/ft) 1800 Live Load (#/ft) 480 Wind Load (#/ft) 0 0 Wu1= 1.2 (DL)+ 1.6 (LL) 2928 #/ft WU2= 1.2(DL)+ 1.6 (LL)+0.5 (WL) 2928 #/ft WU3= 1.2 (DL)+ 1.0(WL)+0.5 (LL) 2400 #/ft WU4=0.9 (DL)+ 1.0(WL) 1620 #/ft Span (ft) 17.50 ft MU=WU L2/9 99633.3 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.2076 Reinforcement Ratio p 0.0036 Steel Area pbd 1.152 in.2 247 Bars Vu= 1.15 Wu L/2 29463.0 # Design Shear @ V from support 24583.0 # 4)Vc= 4)2(fcu2)bd 26290.68 # 4)Vc/2 13145.34 # 24583.0 > 13145.3 Stirrups Required VS= (VU- 4)Vc)/ ID N/A # Sl=A„fyd/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 9/9/14 Page A—7 CONCRETE BEAM DESIGN Beam Designation GB-1G Rear Wail at Terrace Beam Size 16"x 24" Dead Load (#/ft) 2500 Live Load (#/ft) 520 Wind Load (#/ft) 0 0 WU1= 1.2 (DL)+ 1.6(LL) 3832 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 3832 #/ft WU3=1.2 (DL) + 1.0(WL)+0.5 (LL) 3260 #/ft W14=0.9 (DL)+ 1.0(WL) 2250 #/ft Span (ft) 15.50 ft MU=WU L2/9 102293.1 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.2131 Reinforcement Ratio p 0.0037 Steel Area pbd 1.184 in.2 247 Bars VU= 1.15 Wu L/2 34152.7 # Design Shear @ V from support 27766.0 # 4)Vc= ,�P2(f X1/2)bd 26290.68 # 4'Vc/2 13145.34 # 27766.0 > 13145.3 Stirrups Required VS= (VU- ,,)Vc)/ 1967.1 # Sl=A„fy d/VS 134.2 in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 9/9/14 Page g� CONCRETE BEAM DESIGN Beam Designation GB-1H Side Wall Beam Size 16"x 24" Dead Load (#/ft) 2200 Live Load (#/ft) 300 Wind Load (#/ft) 0 0 WU1= 1.2(DL)+ 1.6 (LL) 3120 #/ft WU2= 1.2(DL)+ 1.6 (LL)+0.5 (WL) 3120 #/ft WU3= 1.2(DL)+ 1.0(WL)+0.5 (LL) 2790 #/ft WU4=0.9(DL)+ 1.0 (WL) 1980 #/ft Span (ft) 15.00 ft M u =W u L2/8 87750.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1828 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu= 1.15 Wu L/2 26910.0 # Design Shear @ V from support 21710.0 # 4)Vc= 4)2(f,:"2)bd 26290.68 # 4'Vc/2 13145.34 # 21710.0 > 13145.3 Stirrups Required VS= (VU- 4)Vc)/ (D N/A # s1=A„fy d/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 9/9/14 Page J8.41 CONCRETE BEAM DESIGN Beam Designation GB-1J Miscellaneous Beams Beam Size 16" x 24" Dead Load (#/ft) 3000 Live Load (#/ft) 520 Wind Load (#/ft) 0 0 Wu1= 1.2 (DL) + 1.6 (LL) 4432 #/ft Wu2= 1.2 (DL)+ 1.6 (LL) +0.5 (WL) 4432 #/ft Wu3= 1.2 (DL)+ 1.0(WL)+0.5 (LL) 3860 #/ft WU4=0.9 (DL) + 1.0(WL) 2700 #/ft Span (ft) 8.00 ft Mu=Wu L2/8 35456.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.0739 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu= 1.15 Wu L/2 20387.2 # Design Shear @ V from support 13000.5 # 4)Vc= (D2(f c/2)bd 26290.68 # 4)Vc/2 13145.34 # 13000.5 < 13145.3 Stirrups not Required VS= (Vu- 4)Vc)/ (D N/A # s1=A„f,,d/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page &tV CONCRETE BEAM DESIGN Beam Designation GB-2A Exterior Wall at Garage Beam Size 16" x 24" Dead Load (#/ft) 2500 Live Load, L(#/ft) 280 Live Load, Lr(#/ft) 300 Wind Load (#/ft) 300 -750 Wul= 1.2 (DL)+ 1.6 (L)+0.5 (Lr) 3598 #/ft WU2= 1.2 (DL) (+ 1.6 (Lr)+L 3760 #/ft WU3= 1.2(DL)+ 1.0(WL)+ 1.0(L)+0.5 (Lr) 3730 #/ft WU4=0.9(DL)+ 1.0(WL) 1500 #/ft Span (ft) 10.00 ft MU=WU L2/8 47000.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ (Dbd i 0.0979 Reinforcement Ratio p 0.0033 Steel Area p bd 1.056 in.2 247 Bars VU=Wu L/2 18800.0 # Design Shear @ „d from support 12533.3 # 1/2 �Vc= �2(f c )bd 26290.68 # 4)Vc/2 13145.34 # 12533.3 < 13145.3 Stirrups not Required q V = - 4)V � N A VS (Vu c)/ / # s1=A„fr d/VS N/A in. S2=d 2 10.00 in. #3 Stirrups @ 20 in O.C. 2 / p Project: Turk Residence Date: 10/29/14 Page g`� CONCRETE BEAM DESIGN Beam Designation GB-2B Interior Beam at Garage Beam Size 16"x 24" Dead Load (#/ft) 3500 Live load (#/ft) 840 Wind Load (#/ft) 0 0 WU1= 1.2 (DL)+ 1.6 (LL) 5544 #/ft WU2= 1.2 (DL)+ 1.6(LL)+0.5 (WL) 5544 #/ft WU3= 1.2(DL)+ 1.0(WL)+0.5 (LL) 4620 #/ft Wu4=0.9 (DL)+ 1.0 (WL) 3150 #/ft Span (ft) 7.00 ft Mu=Wu L2/8 33957.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.0707 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu= 1.15 Wu L/2 22314.6 # Design Shear @ 'd'from support 13074.6 # 4)V = (D2(f c'/2)bd 26290.68 # 4)V /2 13145.34 # 13074.6 < 13145.3 Stirrups not Required VS=(VU- ftp)/ (D N/A # s1=A„fyd/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 10/29/14 Page 4 l�' CONCRETE BEAM DESIGN Beam Designation GB-2C Interior Beam at Garage Beam Size 16" x 24" Dead Load (#/ft) 1500 Live Load (#/ft) 400 Wind Load (#/ft) 0 0 Wui= 1.2 (DL) + 1.6 (LL) 2440 #/ft Wu2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 2440 #/ft WU3= 1.2 (DL) + 1.0(WL)+0.5 (LL) 2000 #/ft Wu4=0.9 (DL) + 1.0(WL) 1350 #/ft Span (ft) 9.00 ft MU=WU L2/8 24705.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.0515 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.' 247 Bars Vu= 1.15 Wu L/2 12627.0 # Design Shear @ V from support 8560.3 # 4)Vc= 4)2(f c:v2)bd 26290.68 # 4)Vc/2 13145.34 # 8560.3 < 13145.3 Stirrups not Required VS= (VU- (DVC)/ ID N/A # s1=A„fyd/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. t • P Project: Turk Residence Date: 10/29/14 Page CONCRETE BEAM DESIGN Beam Designation GB-2D Beam at Garage Door Beam Size 16"x 24" Dead Load (#/ft) 1050 Live Load (#/ft) 200 Wind Load (#/ft) 0 0 Wui= 1.2(DL)+ 1.6 (LL) 1580 #/ft WU2= 1.2(DL)+ 1.6 (LL)+0.5 (WL) 1580 #/ft WU3= 1.2(DL)+ 1.0(WL)+0.5 (LL) 1360 #/ft Wu4=0.9(DL)+ 1.0(WL) 945 #/ft Span (ft) 14.00 ft MU=WU L2/8 38710.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ ,�Dbd2 0.0806 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu=Wu L/2 11060.0 # Design Shear @ V from support 8426.7 # 4)Vc= 1)2(f`c:V2)bd 26290.68 # 4)Vc/2 13145.34 # 8426.7 < 13145.3 Stirrups not Required VS=(VU- 4)Vc)/ 4) N/A # s1=A„fyd/VS N/A in. S2=d/2 10.0 in. #3 Stirrups @ 10 in O.C. TRIO D E S I G N C ON S U LTANTS TY COPY May 6,2014 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village,FL 33138 RE:Turk Residence 1275 NE 94th Street Miami Shores Village,FL Structural Plan Reviewer: Attached to this cover letter,please find 57 pages of structural engineering calculations and documentation for the referenced project.The calculations are for the proposed residence at the above referenced site. I hereby certify with this letter,that the calculations on each page were prepared by me. Please contact this office should you have any questions,or require additional information. 9999 . 909. 9990V Sincerely, •• 0• 0•; •0 9999.. .. . 999999 9999.. 999999 9999 9999.. 9999 0 09900 999999 99 . 99999 0 . . . David B.Rog 09 00 9 99 0 Licensed E r#54981 • State of Florida •00000 . . 990909 .. 9999 9999 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 W W W.TRIO-DESIGN.NET STRUCTURAL CALCULATIONS 1275 NE 94TH STREET MIAMI SHORES VILLAGE,FL TABLE OF CONTENTS Sub'ect Pages Wind Loads 1 -4 Concrete Slabs 5-18 Grade Beams 19-23 Elevated Concrete Beams 24-40 Masonry Wall Design 41 -47 Steel Columns&Beam 48-50 Main Wind Force Resisting System 51 -57 .... . . .... ...... ...... .. . ...... .... . ..... d B. Rters, .F,- :)avl Licensed E81 State of Florida . . . . ...... 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET II th Wind Loads—Turk Residence, 1275 NE 94 Street, Miami Shores, FL ASCE 7-10, Method 2 — Simplified Procedure Main Wind-Force Resisting Systems 1. The building is a simple diaphragm building I� 2. The building is a low-rise building 3. The building is enclosed and conforms to the I� wind-borne debris provisions II 4. The building is a regular shape structure 5. The building is not classified as a flexible building 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter 7. The building has an approximate symmetrical cross-section with a hip roof, 0 < 45° � 8. The building is exempted from torsional load cases .••••.0000 0000.. .. 0000 Wind Design Parameters •��• •� 0000.. • Basic Wind Speed, V = 175 mph 0000.. .. . 0000. Building Risk Category = II 00 00 0 00 000000 6 000 • Exposure Category = C • . . . . 0.. • Mean Building Height, h = 28.0 ft above grade . . 0000.. • Exposure Adjustment Factor = 1.38 0000 Roof Slope, 0= 14.00 = 1.38 Ps psao width of pressure coefficient zone: a = 0.1 (55') = 5.5' OR 0.4 (28.0') = 11.2' whichever is smaller a cannot be less than 0.04 55' = 2.2' OR 3' USE a = 5.5' Zone PS30 @ 175 Pg mph A 61.1 psf 84.3 psf B -20.3 psf -28.0 psf C 40.8 psf 56.2 psf D -11.6 psf -15.9 psf E -58.5 psf -80.7 psf F -38.2 psf -52.7 psf G -40.8 psf -56.2 psf H -29.2 psf -40.3 psf EoH -81.9 psf -113.0 psf GoH -64.2 psf -88.5 psf Components & Cladding — Method 1 0000 . . 0000 0000.. 1. The mean roof height must be less than 60 ft ' ' .. 0000 6 0000.. .. 2. The building is enclosed and conforms to the •••••• :0969: wind-borne debris provisions60000 . .000 6 0 0000. 0000. ..9006 .. . 09900 3. The building is a regular shape structure 66'00' 0•00•0 9 909609 0 • . . • 4. The building does not have response characteristics 0 0090:0 0000:0 making it subject to across wind loading, vortex ••• 090 • 0••••� shedding, instability due to galloping or flutter 00 0 96:0 5. The building has a hip roof with 0 < 27° �O pnet = 1.38 New Pressures for roof Zone /Area pnetso @ 175 mph pnet 1 / 10 31.8/-50.5 psf 43.9/-69.7 psf 1 /20 29.0 /-49.2 psf 40.0 /-67.9 psf 1 / 50 25.3/-47.3 psf 34.9/-65.3 psf 1 / 100 22.5 /-45.9 psf 31.0 / -63.3 psf 2 / 10 31.8 /-88.0 psf 43.9 /-121.4 psf 2 /20 29.0 /-80.9 psf 40.0/-111.6 psf 2 /50 25.3/-71.6 psf 34.9/-98.8 psf 2 / 100 22.5/-64.6 psf 31.0/-89.1 psf 3/ 10 31.8/-130.1 psf 43.9/-179.5 psf 3/20 29.0/-121.7 psf 40.0 /-167.9 psf 3/ 50 25.3/-110.5 psf 34.9/-152.5 psf 3 / 100 22.5/-102.0 psf 31.0 /-140.8 psf . . .... ...... Wall Pressures VO ...... .. . •....• Zone/Area New @ 175 mph pnet •" :•••0• .... . ..... 4/ 10 55.3/-59.9 psf 76.2/-82.7 psf •"'•' ""' .. .. . .. ...... 4/20 52.8/-57.4 psf 72.9/-79.2 psf . . . . ...... 4/ 50 49.5 /-54.1 psf 68.3/-74.7 psf ' ,,,, ;•••• 4/ 100 47.0 /-51.7 psf 64.9 /-71.3 psf 5 / 10 55.3/-73.9 psf 76.2 /-102.0 psf 5 /2 0 52.8 /-69.0 psf 72.9 /-95.2 psf 5 / 50 49.5/-62.4 psf 68.3/-86.1 psf 5/ 100 47.0 /-57.4 psf 64.9/-79.2 psf pal CA- Roof Overhangs Zone /Area pnet3o @ 175 pnet mph 2 / 10 -103.0 psf -142.0 psf 2 /20 -103.0 psf -142.0 psf 2 / 50 -103.0 psf -142.0 psf 2 / 100 -103.0 psf -142.0 psf 3/ 10 -173.2 psf -239.0 psf 3/20 -156.3 psf -215.7 psf 3/ 50 -133.9 psf -184.8 psf 3/ 100 -117.0 psf -161.5 psf 0000 ..�. 0000.. .. 0000 0000.. 0000.. 0000 0000.. 0000 . 0000. 0000.. .. .00 00 0 ee 0000. . . 0 000 .. . . . . 00.00. 0000.. . • ...• Project: Turk Residence Date: 1/15/14 Page CONCRETE SLAB DESIGN Slab Span 21'-0" Slab @ Master Bedroom 21.0 Slab Thickness(t= L/28) 9.00 8.5 Dead Load (psf) 127.71 Live Load (psf) 40 Wind Load (psf) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 217.25 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 217.25 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 173.3 #/ft Wu4=0.9 (DL)+ 1.0(WL) 114.94 #/ft Span (ft) 21.0 ft MU=WU L2/8 11975.9 ft-# Beam Width 12 in. Effective Depth 7.0 in. Coefficient of Resistance Mu/ 4)bd2 0.2716 •,,,,• ,,,,,, Reinforcement Ratio p 0.0048 .' :•: ". ...... .. . ...... ...... Steel Area pbd 0.40 in.2 #6 K"&12" VQ:, • .... . ..... " " Vu =Wu L/2 2281.125 # .. .. ' •••• ••";• ...... Design Shear @ V from support 2154.3958 # ' : ....:. �Vc= �2(f'�1/2)bd 6901.30 # •• .... 4)Vc/2 3450.65 # 2154.3958 < 6901.3 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.184 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE SLAB DESIGN Slab Span 20'-0" Slab @ Master Bath 20.0 Slab Thickness(t= L/28) 8.57 8.5 Dead Load (psf) 127.73 Live Load (psf) 40 Wind Load (psf) 0 0 Wui= 1.2 (DL) + 1.6 (LL) 217.27 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 217.27 #/ft Wu3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 173.3 #/ft Wu4=0.9 (DL)+ 1.0 (WL) 114.95 #/ft Span (ft) 20.0 ft MU=WU L2/8 10863.5 ft-# Beam Width 12 in. Effective Depth 7.0 in. . . 0000 0000.. .. 0000 Coefficient of Resistance Mu/ (Dbd2 0.2462 ��• .•••.. 0000.. Reinforcement Ratio p 0.0043 ��• 0000 •0000• •• 0 •..•• Steel Area pbd 0.36 in.2 #5 BWS410" bb o o w•••:• •..•.. • . . . • 0000.. Vu=Wu L/2 2172.70714 # •�� . . 0000.. Design Shear @ 'd'from support 2045.94 # •• •.•• • 0000 ,�DVc= D2(f'c1/2)bd 6902.71 # 4)Vc/2 3451.36 # 2045.94 < 6902.7 Temperature &Shrinkage Steel 2 As =0.0018 b t 0.184 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE SLAB DESIGN Slab Span 15'-0" Slab @ Bedroom 3 15.0 Slab Thickness(t= L/28) 6.43 6.5 Dead Load (psf) 108.52 Live Load (psf) 40 Wind Load (psf) 0 0 Wui= 1.2 (DL)+ 1.6 (LL) 194.23 #/ft WU2= 1.2 (DL)+ 1.6 (LL) +0.5 (WL) 194.23 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 150.2 #/ft Wu4=0.9 (DL)+ 1.0 (WL) 97.67 #/ft Span (ft) 15.0 ft Mu=WU L2/9 4855.7 ft-# Beam Width 12 in. 0000 Effective Depth 5.0 in. • . . 0000 0000.0 .. . . ... . . . . Coefficient of Resistance MU/ 4)bd2 0.2159 000000 :0.00: .0000. Reinforcement Ratio p 0.0038 •••• • 0000.. 0000 . ..... 0000.. .. Steel Area pbd 0.23 in.2 #4 Bws• 10" ®.Ct•� @ ••••0 .0..0. . . . 0 . . 000..0 Vu=Wu L/2 1456.71964 # . . 0000.. .. 0 0000 . 0 Design Shear @ V from support 1375.8139 # 0900 4)Vc= 4)2(f cu2)bd 4928.09 # (PVc/2 2464.05 # 1375.8139 < 4928.1 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.140 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/15/14 Page 97 CONCRETE SLAB DESIGN Slab Span 12'-6" Slab @ Bedroom 2 12.5 Slab Thickness(t= L/24) 6.25 6.5 Dead Load (psf) 108.54 Live Load (psf) 40 Wind Load (psf) 0 0 Wul= 1.2 (DL) + 1.6 (LL) 194.25 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 194.25 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 150.3 #/ft Wu4=0.9 (DL) + 1.0(WL) 97.69 #/ft Span (ft) 12.5 ft MU=WU L2/9 3372.4 ft-# Beam Width 12 in. Effective Depth 5.0 in. • . . .... ...... 20 . .. . ...... Coefficient of Resistance MU/ 4)bd 0.1499 �,•;•� 0 • Reinforcement Ratio p 0.0033 •••• • .... . ..... Steel Area pbd 0.20 in.2 #4 B2rrs12" ®.C'•• •••••• . . . . ...... VU =Wu L/2 1214.0625 # • Design Shear @ 'd'from support 1133.125 # ..;. (DVc= �2(f'c" )bd 4929.50 # 4)Vc/2 2464.75 # 1133.125 < 4929.5 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.140 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/27/14 Page CONCRETE SLAB DESIGN Slab Span 13'-0" Slab @ Bedroom 2 13.0 Slab Thickness(t= L/24) 6.50 6.5 Dead Load (psf) 138.54 Live Load (psf) 40 Wind Load (psf) 0 0 WU1= 1.2 (DL)+ 1.6 (LL) 230.25 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 230.25 #/ft WU3 = 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 186.3 #/ft Wua=0.9 (DL)+ 1.0(WL) 124.69 #/ft Span (ft) 13.0 ft Mu =WU L2/9 4323.6 ft-# Beam Width 12 in. Effective Depth 5.0 in. • . . .... ...... . . ...... .. . ...... Coefficient of Resistance Mu/ (Dbd 0.1922 Reinforcement Ratio p 0.0033 •"• • .... . ..... :0. . ..... Steel Area pbd 0.20 in.2 #4 BbrstM 12" O. '•� ••••;• . . . . ...... Vu =Wu L/2 1496.625 # ��•••� Design Shear @ 'd'from support 1400.6875 # ..:. 4)Vc= cD2(fc1/2)bd 4929.50 # (DVc/2 2464.75 # 1400.6875 < 4929.5 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.140 in• #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/16/14 Page t® CONCRETE SLAB DESIGN Slab Span 15'-6" Slab at Kitchen 15.5 Slab Thickness(t= L/28) 6.64 7.0 Dead Load (psf) 109.62 Live Load (psf) 40 Wind Load (psf) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 195.54 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 195.54 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 151.5 #/ft WU4=0.9 (DL) + 1.0 (WL) 98.66 #/ft Span (ft) 15.5 ft MU=WU L2/8 5872.4 ft-# Beam Width 12 in. .... Effective Depth 5.0 in. 0 0 '....' ...... ...... .. . ...... Coefficient of Resistance Mu/ 4)bd2 0.2607 ...;.. Reinforcement Ratio p 0.0046 .... . ..... ...... .• . ..... Steel Area pbd 0.28 in.2 #5 Bgfs LM 12" � . . . . ...... Vu=Wu L/2 1515.44607 # .'. :....: Design Shear @ 'd'from support 1433.9239 # ..:. 4)Vc= 4)2(f'c1/2)bd 4932.32 # 4)Vc/2 2466.16 # 1433.9239 < 4932.3 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.151 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/16/14 Page CONCRETE SLAB DESIGN Slab Span 15'-0" Slab at Kitchen 15.0 Slab Thickness(t= L/28) 6.43 6.5 Dead Load (psf) 103.52 Live Load (psf) 40 Wind Load (psf) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 188.23 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 188.23 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 144.2 #/ft WU4 =0.9 (DL)+ 1.0 (WL) 93.17 #/ft Span (ft) 15.0 ft M U=W U L2/9 4705.7 ft-# Beam Width 12 in. Effective Depth 4.5 in. 0.00 . . 0000 0000.. .. 0000 Coefficient of Resistance Mu/ 4)bd2 0.2584 . : 0000.. . . 0000.. 0000.. Reinforcement Ratio p 0.0045 0000 • • 0000.• 0000 0 ....• 00000• 00 • 0000• Steel Area pbd 0.24 in.2 #4 BMSAP10" ®.C..• 0000.. . . • • • • • 0000.• Vu =Wu L/2 1411.71964 # ..."' . . 0000.. Design Shear @ V from support 1341.1561 # •• ' "" ' 0000 4)Vc= D2(f'C112)bd 4435.14 # 4)Vc/2 2217.57 # 1341.1561 < 4435.1 Temperature&Shrinkage Steel 2 As =0.0018 b t 0.140 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/16/14 Page CONCRETE SLAB DESIGN Slab Span 13'-6" Slab at Garage 13.5 Slab Thickness(t= L/24) 6.75 6.5 Dead Load (psf) 103.54 Live Load (psf) 40 Wind Load (psf) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 188.25 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 188.25 #/ft Wu3= 1.2 (DL) + 1.0 (WL) +0.5 (LL) 144.3 #/ft Wua=0.9 (DL)+ 1.0(WL) 93.19 #/ft Span (ft) 13.5 ft MU =WU L2/8 4288.6 ft-# Beam Width 12 in. Effective Depth 4.5 in. 6.66 . . 0000 0000.. .. 0000 • Coefficient of Resistance MU/ Dbd2 0.2353 0000.. Reinforcement Ratio p 0.00410••• 0000 . . 0000.. 0000 ..... 000.00 .. . 00000 Steel Area pbd 0.22 in.2 #4 Bars'a�10" (IC. •6.9.0 ...... Vu =Wu L/2 1270.6875 # �••••• . . ...... Design Shear @ 'd'from support 1200.0938 # 6• 6 6 0000 4)Vc= 4)2(f'C112)bd 4436.55 # 4)Vc/2 2218.28 # 1200.0938 < 4436.6 Temperature&Shrinkage Steel As=0.0018 b t 0.140 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/16/14 Page CONCRETE SLAB DESIGN Slab Span 13'-6" Slab at Dining Room 13.5 Slab Thickness (t= L/24) 6.75 6.5 Dead Load (psf) 108.54 Live Load (psf) 40 Wind Load (psf) 0 0 WU1 = 1.2 (DL)+ 1.6 (LL) 194.25 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 194.25 #/ft WU3= 1.2 (DL)+ 1.0 (WL) +0.5 (LL) 150.3 #/ft WU4=0.9 (DL)+ 1.0 (WL) 97.69 #/ft Span (ft) 13.5 ft MU=WU L2/8 4425.3 ft-# Beam Width 12 in. Effective Depth 4.5 in. •000 . . .... ...... z '..' ....:. Coefficient of Resistance MU/ (Dbd 0.2428 Reinforcement Ratio p 0.0042 •••• • . . ...... ..... ...... .. . ..... Steel Area pbd 0.23 in.2 #4 Bars @•10" •� ••••;• . . . . ...... Vu=Wu L/2 1311.1875 # •�•�� Design Shear @ 'd'from support 1238.3438 # �• • (DVc= 4)2(f'c1/2)bd 4436.55 # 4)Vc/2 2218.28 # 1238.3438 < 4436.6 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.140 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/15/14 Page �1 f CONCRETE SLAB DESIGN Slab Span 10'-6" Slab at Kitchen 10.5 Slab Thickness(t= L/24) 5.25 6.0 Dead Load (psf) 102.50 Live Load (psf) 40 Wind Load (psf) 0 0 Wul = 1.2 (DL) + 1.6 (LL) 187.00 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 187.00 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 143.0 #/ft WU4=0.9 (DL) + 1.0 (WL) 92.25 #/ft Span (ft) 10.5 ft Mu =WU L2/9 2290.8 ft-# Beam Width 12 in. Effective Depth 4.0 in. 0 006. . .... ...... 2 '..' ....:. Coefficient of Resistance MU/ (Pbd 0.1591 • Reinforcement Ratio p 0.0033 •••• . . ...... ..... ...... .. . ..... Steel Area pbd 0.16 in.2 #4 Bars*@42" O{*••• •••':' . . . . ...... Vu=Wu L/2 981.75 # ••�••• Design Shear @ 'd'from support 919.41667 # ,:DVc= 4)2(f'c1J2)bd 3943.60 # 4)Vc/2 1971.80 # 919.41667 < 3943.6 Temperature&Shrinkage Steel 2 As=0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/16/14 Page CONCRETE SLAB DESIGN Slab Span 8'-0" Slab at Stair 8.0 Slab Thickness(t= L/24) 4.00 6.0 Dead Load (psf) 102.50 Live Load (psf) 40 Wind Load (psf) 0 0 WU1= 1.2 (DL)+ 1.6 (LL) 187.00 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 187.00 #/ft WU3= 1.2 (DL) + 1.0 (WL) +0.5 (LL) 143.0 #/ft WU4=0.9 (DL) + 1.0 (WL) 92.25 #/ft Span (ft) 8.0 ft MU=WU L2/8 1496.0 ft-# Beam Width 12 in. 000000 ....�. Effective Depth 3.0 in. .• :•0 • . . 0 .. . .0000. Coefficient of Resistance MU/ (Dbd2 0.1847 """ • 0000.. 0000 • Reinforcement Ratio p 0.00330•••00 ••••• 0000 00.000 0. 0000. .. ....�. Steel Area pbd 0.12 in.2 #4 Bars0�112" O.C.• • 0000.. • • . . Vu=Wu L/2 748 # '..' ' 000000 0000 • Design Shear @ V from support 701.25 # 0.00 ,:DVc= (D2(f'c1/2)bd 2957.70 # 4)Vc/2 1478.85 # 701.25 < 2957.7 Temperature &Shrinkage Steel As=0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 5/1/14 Page t(P CONCRETE SLAB DESIGN Slab Span 11'-6" Outdoor Terrace Slabs 11.5 Slab Thickness(t= L/24) 5.75 6.0 Dead Load (psf) 102.50 Live Load (psf) 60 Wind Load (psf) 0 0 Wul= 1.2 (DL) + 1.6 (LL) 219.00 #/ft WU2= 1.2 (DL)+ 1.6 (LL) +0.5 (WL) 219.00 #/ft Wu3 = 1.2 (DL)+ 1.0 (WL) +0.5 (LL) 153.0 #/ft Wu4=0.9 (DL)+ 1.0 (WL) 92.25 #/ft Span (ft) 11.5 ft MU=WUL2/9 3218.1ft-# Beam Width 12 in. •••• Effective Depth 4.0 in. •�• ...... .. . ...... Coefficient of Resistance Mu/ ,;Dbd2 0.2235 •"'•' Reinforcement Ratio p 0.0039 ••••• .. . ..... . . .. .. . .. ....:. Steel Area pbd 0.19 in.2 #4 Bara.�12" O.C.• • Vu =Wu L/2 1259.25 # Design Shear @ 'd'from support 1186.25 # •••• (PVc= (P2(f'cu2)bd 3943.60 # -�Vc/2 1971.80 # 1186.25 < 3943.6 Temperature &Shrinkage Steel As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 5/1/14 Page CONCRETE SLAB DESIGN Slab Span 16'-0" Outdoor Terrace Slabs 16.0 Slab Thickness(t= L/28) 6.86 7.0 Dead Load (psf) 114.55 Live Load (psf) 60 Wind Load (psf) 0 0 Wul= 1.2 DL + 1.6 LL 233.46 # ft Wu2= 1.2 (DL)+ 1.6 (LL) +0.5 (WL) 233.46 #/ft Wu3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 167.5 #/ft + 103.09 # ft Span (ft) 16.0 ft M u =W u L2/9 6640.6 ft-# Beam Width 12 in. •••• Effective Depth 5.0 in. . . ...... .. . ...... Coefficient of Resistance Mu/ 4)bd2 0.2955 ••••" • ••••• Reinforcement Ratio p 0.0052 •••• ...... .. . ..... Steel Area pbd 0.31 in.2 #5 Bar&@1a2" O.C.• • ...... Vu=Wu L/2 1867.66857 # '00' '0 0000 Design Shear @ 'd'from support 1770.4498 # � '•• ,:DVc= 4)2(f'c1/2)bd 4926.69 # 4Vc/2 2463.34 # 1770.4498 < 4926.7 Temperature &Shrinkage Steel 2 As=0.0018 b t 0.151 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 5/1/14 Page Or CONCRETE SLAB DESIGN Slab Span 10'-6" Outdoor Terrace Slabs 10.5 Slab Thickness(t= L/24) 5.25 6.0 Dead Load (psf) 102.50 Live Load (psf) 60 Wind load (psf) 0 0 WU1= 1.2 (DL)+ 1.6 (LL) 219.00 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 219.00 #/ft WU3= 1.2 (DL) + 1.0 (WL) +0.5 (LL) 153.0 #/ft WU4=0.9 (DL)+ 1.0(WL) 92.25 #/ft Span (ft) 10.5 ft MU=WU L2/9 2682.8 ft-# Beam Width 12 in. 0.00 Effective Depth 4.0 in. 0006 ` 0000•• •• • 0000•• • Coefficient of Resistance MU/ 4)bd2 0.1863 0.00•• ' .•••0. Reinforcement Ratio p 0.0033 "•`•` 0.00• ...... •• . ..... Steel Area pbd 0.16 in.2 #4 Bar 9412" O.C. • . . . . ...... Vu=Wu L/2 1149.75 # ` Design Shear @ 'd'from support 1076.75 # 4Vc= (D2(f'c1/2)bd 3943.60 # J?Vc/2 1971.80 # 1076.75 < 3943.6 Temperature &Shrinkage Steel 2 As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Turk Residence Date: 1/15/14 Page d CONCRETE BEAM DESIGN Beam Designation GB-1 Exterior Wall (Rear) Beam Size 16" x 24" Dead Load (#/ft) 5100 Live Load, L(#/ft) 590 Live Load, Lr(#/ft) 600 Wind load (#/ft) 600 -1500 WU1= 1.2 (DL) + 1.6 (L)+0.5 (Lr) 7364 #/ft WU2= 1.2 (DL)+ 1.6 (Lr)+ L 7670 #/ft WU3 = 1.2 (DQ+ 1.0 (WL) + 1.0 (L)+0.5 (Lr) 7610 #/ft WU4=0.9 (DL)+ 1.0 (WL) 3090 #/ft Span (ft) 10.00 ft MU =Wu L2/9 85222.2 ft-# Beam Width 16 in. •'• �'�� •'•'• Effective Depth 20 in. ...... '.•' : •••••• Coefficient of Resistance Mu/ bbd 0.1775 """ ••••• .... Reinforcement Ratiop 0.0033 •"'•' V ' •��•' Steel Area pbd 1.056 in 2-#YBars' ;•••�• ��••�� Vu=Wu L/2 38350.0 # ••�• Design Shear @ 'd'from support 25566.7 # ftp= ,4)2(f'c1/2)bd 26290.68 # ,VU/2 13145.34 # 25566.7 > 13145.3 Stirrups Required VS= (VU- IVC) N/A # s1=A„fyd/VS N/A in. S2= d/ 2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation GB-1 Exterior Wall (Side) Beam Size 16" x 24" Dead Load (#/ft) 3800 Live Load, L(#/ft) 400 Live load, Lr(#/ft) 300 Wind Load (#/ft) 300 -750 Wui= 1.2 (DL)+ 1.6 (L) +0.5 (Lr) 5350 #/ft WU2= 1.2 (DL)+ 1.6 (Lr)+ L 5440 #/ft WU3= 1.2 (DL)+ 1.0 (WL) + 1.0 (L)+0.5 (Lr) 5410 #/ft Wu4=0.9 (DL)+ 1.0 (WL) 2670 #/ft Span (ft) 13.00 ft MU =WUL2/9 102151.1 ft-# 99.. Beam Width 16 in. •�•�� • Effective Depth 20 in. •.. 9999.. 9999.. , 999900 • 9999... • • Coefficient of Resistance Mu/ 4)bd2 0.2128 •0000• •6000' .00.0 9000 9 Reinforcement Ratio p 0.0037 00000 9999.. .. 0 . . . • 9999.. .. .. . .. 6 .9.9.9 . 9 Steel Area pbd 1.184 in.' 247 Bars 0 '00000 • 9999.. . • 9.9• 9 . Vu=Wu L/2 35360.0 # Design Shear @ 'd'from support 26293.3 # (DVc= (D2(f'cV2)bd 26290.68 # 4)Vc/2 13145.34 # 26293.3 > 13145.3 Stirrups Required VS= (VU- 4'Vc) N/A # s1=A„fYd/VS N/A in. S2= d/2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page 2,1 CONCRETE BEAM DESIGN Beam Designation GB-1 Interior Beam Beam Size 16" x 24" Dead Load (#/ft) 2100 Live Load (#/ft) 520 Wind Load (#/ft) 0 0 Wus= 1.2 (DL) + 1.6 (LL) 3352 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 3352 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 2780 #/ft WU4=0.9 (DL)+ 1.0 (WL) 1890 #/ft Span (ft) 14.00 ft M U =W U L2/9 72999.1 ft-# Beam Width 16 in. 00*0 Effective Depth 20 in. � �•� 000.00 0....0 .. . . ..0 • 2 ... .. .. . .0069. Coefficient of Resistance MU/ (Dbd 0.1521 ' 0000.. 000000 . Reinforcement Ratio p 0.0033 •••••` """ .•••• 0000 ...... .. . .060. . . 0000.. Steel Area pbd 1.056 in.2 2-#7 dIrs • ;• so • 0000.0 00000. • VU =WU L/2 23464.0 # Design Shear @ V from support 17877.3 # 9"' 4)V _ D2(f'c1/2)bd 26290.68 # (DVc/2 13145.34 # 17877.3 > 13145.3 Stirrups Required VS= (VU- (DVC)/ ,:p N/A # s1=A„fyd/VS N/A in. S2= d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page 7 CONCRETE BEAM DESIGN Beam Designation GB-1 Interior Wall (At Stair) Beam Size 16" x 24" Dead Load (#/ft) 4600 Live Load, L(#/ft) 640 Live Load, Lr(#/ft) 120 Wind Load (#/ft) 120 -300 WU1= 1.2 (DL)+ 1.6 (L) +0.5 (Lr) 6604 #/ft WU2= 1.2 (DL) + 1.6 (Lr) + L 6352 #/ft W U3 = 1.2 (DQ DL + 1.0 (WL) + ( )+ ( 1.0 L 0.5 (Lr) 6340 #/ft WU4=0.9 (DL) + 1.0 (WL) 3840 #/ft Span (ft) 10.00 ft Mu u=W L2/9 73377.8 ft-# Beam Width 16 in. 0 4, • Effective Depth 20 in. • 2 Coefficient of Resistance Mu/ bbd 0.1529 .... ... .. . .... . . Reinforcement Ratiop 0.0033 ��•. 2 • • ; • . ...... Steel Area pbd 1.056 in. 247 Bars ...... • :00000 • Vu =Wu L/2 33020.0 # Design Shear @ 'd'from support 22013.3 # 4)Vc= 4)2(f'c"2)bd 26290.68 # 4)Vc/2 13145.34 # 22013.3 > 13145.3 Stirrups Required II VS= (Vu- '4)Vc) N/A # s1=A„fyd/VS N/A in. S2= d/2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation GB-2 Exterior Wall at Garage Beam Size 16'1 x 24" Dead Load (#/ft) 2500 Live Load, L(#/ft) 280 Live Load, Lr(#/ft) 300 Wind Load (#/ft) 300 -750 Wu1= 1.2 (DL) + 1.6 (L) +0.5 (Lr) 3598 #/ft WU2= 1.2 (DL)+ 1.6 (Lr)+ L 3760 #/ft WU3 = 1.2 (DL)+ 1.0 (WL)+ 1.0 (L)+0.5 (Lr) 3730 #/ft Wua=0.9 (DL)+ 1.0 (WL) 1500 #/ft Span (ft) 10.00 ft Mu =WU L2/9 41777.8 ft-# Beam Width 16 in. ' Effective Depth 20 in. •••• • ...... ...... 2 • • Coefficient of Resistance Mu/ 4)bd 0.0870 •��• " ••••• Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu =Wu L/2 18800.0 # Design Shear @ V from support 12533.3 # 4Vc= 4)2(f',112)bd 26290.68 # (DVc/2 13145.34 # 12533.3 < 13145.3 Stirrups not Required VS= (VU- 4)Vc)/ 4) N/A # s1=A„fyd/VS N/A in. S2= d / 2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation 2CB-2 Beam Size 8" x 38" Dead Load (#/ft) 2000 Live Load (#/ft) 600 Wind Load (#/ft) 0 0 Wul= 1.2 (DL) + 1.6 (LL) 3360 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 3360 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 2700 #/ft WU4=0.9 (DL) + 1.0(WL) 1800 #/ft Span (ft) 7.00 ft Mu =WU L2/8 20580.0 ft-# Beam Width 8 in. •... Effective Depth 35 in. goo •"':' . . 2 ...�.. .. . ...... Coefficient of Resistance Mu/ 4bd 0.0280 ...... • Reinforcement Ratio p 0.0028 •�••�• ..... ...... .. . ..... Steel Area pbd 0.784 in.' 246 Bari• •,•• •��.'� Vu =Wu L/2 11760.0 # • Design Shear @ V from support 1960.0 # ••" 4)Vc= iD2(f'c" )bd 23004.35 # 4)Vc/2 11502.17 # 1960.0 < 11502.2 Stirrups not Required VS= (VU- 4)Vc) N/A # s1=A„fy d/VS N/A in. S2= d/2 17.5 in. #3 Stirrups @ 16 In O.C. P 25 �1 r W DL I I I TZ2k At 6( DIC C ® ,.... :0 *0000 ). :.. 00 go150 400 *0a - 0000.• • • 0*40 31,04— (1 Z � 0000.. 0000 �2 t4l Project: Turk Residence Date: 1/15/14 Page' Z CONCRETE BEAM DESIGN Beam Designation 2CB-3 Edge of Terrace Beam Size 8" x 14" Dead Load (#/ft) 2000 Live Load, L(#/ft) 250 Live Load, Lr(#/ft) 630 Wind Load (#/ft) 630 -1500 WU1= 1.2 (DL)+ 1.6 (L) +0.5 (Lr) 3115 #/ft WU2= 1.2 (DL)+ 1.6 (Lr)+ L 3658 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+ 1.0 (L)+0.5 (Lr) 3595 #/ft WU4=0.9 (DL)+ 1.0 (WL) 300 #/ft Span (ft) 8.75 ft MU=WuL2/9 31118.4ft-# •.•• Beam Width 8 in. •••� Effective Depth 12 in. •� • ...... ...... • • Coefficient of Resistance Mu/ 4)bd2 0.3602 •�••�• '•• ..... Reinforcement Ratio p 0.0064 •••••' •••�• Steel Area pbd 0.6144 in.2 245 Bars ' •��••� Vu=Wu L/2 16003.8 # Design Shear @ 'd'from support 12345.8 # 4)Vc= (D2(f'c:/2)bd 7887.20 # (PVc/2 3943.60 # 12345.8 > 3943.6 Stirrups Required VS= (VU- (DVC)/ ,�D 5944.7 # s1=A„fy d/VS 26.6 in. S2= d/2 6.00 in. #3 Stirrups @ 6 in O.C. Project: Turk Residence Date: 1/15/14 Page �1 CONCRETE BEAM DESIGN Beam Designation 2CB-3 Beam Size 8" x 14" Dead Load (#/ft) 1600 Live Load (#/ft) 520 Wind Load (#/ft) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 2752 #/ft Wu2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 2752 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 2180 #/ft WU4=0.9 (DL)+ 1.0 (WL) 1440 #/ft Span (ft) 7.00 ft MU =WU L2/8 16856.0 ft-# Beam Width 8 in. Effective Depth 11.5 in. • .... ...... . • • .. . ...... Coefficient of Resistance Mu/ (Dbd2 0.2124 • Reinforcement Ratio p 0.0037 ." ...... .. . ..... Steel Area pbd 0.3404 in.2 245 Bars'• •,•• •••.'• Vu=Wu L/2 9632.0 # • Design Shear @ V from support 6994.7 # ••�• (DVc= b2(f C1/2)bd 7558.57 # (�Vc/2 3779.29 # 6994.7 > 3779.3 Stirrups Required VS= (VU- 14'VJ/ 14, N/A # s1=A„f„d/VS N/A in. S2= d/2 5.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/15/14 Page 8 CONCRETE BEAM DESIGN Beam Designation 2CB-4 Above Entrance Beam Size 8" x 30" Dead Load (#/ft) 2000 j Live Load, L (#/ft) 250 Live Load, L,(#/ft) 630 Wind load (#/ft) 630 -1500 WU1= 1.2 (DL) + 1.6 (L) +0.5 (L,) 3115 #/ft WU2= 1.2 (DL) + 1.6 (L,)+ L 3658 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+ 1.0 (L)+0.5 (L,) 3595 #/ft WUa=0.9 (DL)+ 1.0 (WL) 300 #/ft Span (ft) 5.00 ft MU =WU L2/8 11431.3 ft-# • • •.•••• Beam Width 8 in. • Effective Depth 27 in. '..' : ••••%• ...... • 1••°0. M �bd2 • Coefficient of Resistance U/ 0.0261 •�•••• """ .°••• ...... .. . •...• Reinforcement Ratio p 0.0024 2 ...... Steel Area pbd 0.5184 in. 2-#S Bars ...... Vu=Wu L/2 9145.0 # Design Shear @ V from support 914.5 # (1,Vc= (D2(f, 1/2)bd 17746.21 # (DVc/2 8873.11 # 914.5 < 8873.1 Stirrups not Required I� VS= (VU- 4'Vc)/ (D N/A # s1=A„fyd/VS N/A in. I� S2= d/2 13.50 in. #3 Stirrups @ 12 in O.C. Project: Turk Residence Date: 1/15/14 Page g CONCRETE BEAM DESIGN Beam Designation 2CB-7 Beam Size 12" x 14" Dead Load (#/ft) 2200 Live Load (#/ft) 690 I� Wind Load (#/ft) 0 0 Wul= 1.2 (DL) + 1.6 (LL) 3744 #/ft Wu2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 3744 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 2985 #/ft WU4=0.9 (DL)+ 1.0 (WL) 1980 #/ft Span (ft) 8.50 ft Mu =WUL 2/8 33813.0ft-# Beam Width 12 in. 0*60 0000.. Effective Depth 11.5 in. ••• • 2 ... .. .. . 0000.. Coefficient of Resistance Mu/ (Dbd 0.2841 0 �•�•.. Reinforcement Ratio p 0.005000 0.• 0000.. 9.09 • 00.09. 00 0 0000. Steel Area pbd 0.69 in.2 •,•� 2-#6�ajjo. . ' 0000.. 0000.. Vu=WuL/2 15912.0 # . 0000 • Design Shear @ V from support 12324.0 # •••' 4Vc= d?2(f c1'2)bd 11337.86 # ,Vc/2 5668.93 # 12324.0 > 5668.9 Stirrups Required Vs (Vu-= 4)Vc) N/A # s1=A„fy d/VS N/A in. S2= d/2 5.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/15/14 Page 30 CONCRETE BEAM DESIGN Beam Designation 2CB-8 Beam Size 12" x 14" Dead Load (#/ft) 2200 Live Load (#/ft) 690 Wind Load (#/ft) 0 0 Wul= 1.2 (DL)+ 1.6 (LL) 3744 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 3744 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 2985 #/ft WU4 ( ) ( ) #/ft DL + 1.0 WL 1980 # ft Span (ft) 13.75 ft Mu =Wu L 2/9 78650.0 ft-# Beam Width 12 in. o.wo Effective Depth 11.5 in. • boob ...•�. .. boob •boob. .. . ••boob Coefficient of Resistance Mu/ (Dbd2 0.6608 • w Reinforcement Ratio p 0.0124 •�•��• �•'•" .oboe boob .o..e. .. . ...,�... Steel Area pbd 1.7112 in.2 3-#7 B...aearl"o o •,o• •••.'o • • boob.. boob.. Vu=Wu L/2 25740.0 # o e ••"" .e . boob Design Shear @ V from support 22152.0 # ••�• (PVc= 4)2(f'cl/2)bd 11337.86 # 4)Vc/2 5668.93 # 22152.0 > 5668.9 Stirrups Required q VS= (Vu- ,4)Vc)/ 4) 14418.9 # s1-A„fYd/VS 10.5 in. �I S2= d/2 5.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/15/14 Page 3 CONCRETE BEAM DESIGN Beam Designation 2CB-9 Beam Size 16" x 14" Dead Load (#/ft) 1850 Live Load (#/ft) 515 Wind Load (#/ft) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 3044 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 3044 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 2478 #/ft WU4=0.9 (DL)+ 1.0 (WL) 1665 #/ft Span (ft) 18.00 ft Mu=WU L2/9 109584.0 ft-# Beam Width 16 in. .... Effective Depth 11.5 in. `••••• ••••:' Coefficient of Resistance MU/ 4)bd2 0.6905 ;,.•.; Reinforcement Ratio p 0.013 "" • ` 2 '..• i �..� ..,... Steel Area pbd 2.392 in. 4-#�$ar�• .� Vu =Wu L/2 27396.0 # '..•`; ` .... ;"": Design Shear @ V from support 24478.8 # ••'• 4)Vc= (D2(f'c1/2)bd 15117.14 # 4)Vc/2 7558.57 # 24478.8 > 7558.6 Stirrups Required Vs= (VU- 4)Vc)/ (D 12482.3 # s1=A„fyd/VS 12.2 in. S2= d/2 5.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN Beam Designation 2CB-10 Above Garage Beam Size 8" x 20" Dead Load (#/ft) 1750 Live Load, L(#/ft) 250 Live Load, Lr(#/ft) 400 Wind Load (#/ft) 400 -850 Wul= 1.2 (DL)+ 1.6 (L) +0.5 (Lr) 2700 #/ft WU2= 1.2 (DL) + 1.6 (Lr)+ L 2990 #/ft WU3 = 1.2 (DL)+ 1.0 (WL)+ 1.0 (L) +0.5 (Lr) 2950 #/ft Wu4=0.9 (DL) + 1.0 (WL) 725 #/ft Span (ft) 15.0 ft M U=W U L2/9 74750.0 ft-# 0000 Beam Width 8 in. ••":' Effective Depth 17.5 in. •••� ' .' •• 0000.. 0000.. .. 0000.. . 0000.. 2 Coefficient of Resistance Mu/ (Dbd 0.4068 0000.. . 0000 . 0000. Reinforcement Ratio p 0.0073 ° 0000.• • • • • • •• 0000.• 0000.. • ' Steel Area pbd 1.022 in.2 247 Bbrs' : • • •" . 0000.. • • .....• •••• � 0000 • Vu =Wu L/2 22425.0 # 0•90 Design Shear @ 'd'from support 18064.6 # (DVc= (P2(f'c1/2)bd 11502.17 # 4)Vc/2 5751.09 # 18064.6 > 5751.1 Stirrups Required VS= (VU- wj/ 4) 8749.9 # s1=A„fyd/VS 26.4 in. 52= d/2 8.75 in. #3 Stirrups @ 8 in O.C. Project: Turk Residence Date: 1/15/14 Page 33 CONCRETE BEAM DESIGN Beam Designation 2CB-11 Above Outdoor Dining Beam Size g" x 12" Dead Load (#/ft) 300 Live Load (#/ft) 200 Wind Load (#/ft) 200 -600 Wu1= 1.2 (DL) + 1.6 (LL) 680 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 780 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 660 #/ft Wu4=0.9 (DL) + 1.0 (WL) -330 #/ft Span (ft) 18.00 ft MU =WU L2/8 31590.0 ft-# Beam Width 8 in. 0000 Effective Depth 9.5 in. 0.00;• • • • . ... • 00 0:041, Coefficient of Resistance Mu/ (Dbd2 0.5834 000;0 • ...... .... . . Reinforcement Ratio p 0.0108 . . •0.000 ..... .. . ..... Steel Area pbd 0.8208 in.2 246 ' '0 ••0�� Vu=Wu L/2 7020.0 # 0.00•• Design Shear @ V from support 6402.5 # 0.00 cWc= 4)2(f',1/2)bd 6244.04 # (DVc/2 3122.02 # 6402.5 > 3122.0 Stirrups Required VS= (VU- (DVC)/ N/A # s1=A�fyd/VS N/A in. S2= d/2 4.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/15/14 Page " A CONCRETE BEAM DESIGN Beam Designation 2CB-11 Above Outdoor Dining Beam Size 8" x 12" Dead Load (#/ft) 450 Live Load (#/ft) 400 Wind Load (#/ft) 400 -1000 Wus= 1.2 (DL)+ 1.6 (LL) 1180 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 1380 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 1140 #/ft WU4=0.9 (DL) + 1.0 (WL) -595 #/ft Span (ft) 10.00 ft MU =WU L2/8 17250.0 ft-# Beam Width 8 in. sees Effective Depth 9.5 in. ...... Coefficient of Resistance MU/ 4bd2 0.3186 •••�•� • ...... ...... Reinforcement Ratio p 0.0056 •••• • goes • 00:00: : sees Steel Area pbd 0.4256 in.2 2-#6 Bats** • 0 on Vu =Wu L/2 6900.0 # e • .. . 0000 Design Shear @ 'd'from support 5807.5 # ..:. �,Vc= (�2(f'cV2)bd 6244.04 # ,�DVc/2 3122.02 # 5807.5 > 3122.0 Stirrups Required VS= (VU- "J/ (D N/A # s1=A„fyd/VS N/A in. S2= d/2 4.8 in. #3 Stirrups @ 5 In O.C. 1 Project: Turk Residence Date: 1/15/14 Page 35 CONCRETE BEAM DESIGN Beam Designation 2CB-12 Above Outdoor Dining Beam Size 8" x 12" Dead Load (#/ft) 450 Live Load (#/ft) 400 Wind Load (#/ft) 400 -1000 WU1= 1.2 (DL)+ 1.6 (LL) 1180 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 1380 #/ft WU3= 1.2 (DL)+ 1.0 (WL) +0.5 (LL) 1140 #/ft Wua=0.9 (DL)+ 1.0 (WL) -595 #/ft Span (ft) 9.00 ft Mu=Wu L2/8 13972.5 ft-# Beam Width 8 in. Effective Depth 9.5 in. •.e e 0*0 ' ' • 2 ...... .. : ....:. Coefficient of Resistance MU/ 4)bd 0.2580 . ...... ...... Reinforcement Ratio p 0.0045 ' .e . ..... Steel Area pbd 0.342 in.2 245 Bers•e 0.00 Vu=Wu L/2 6210.0 # Design Shear @ 'd'from support 5117.5 # 4Vc= D2(f'c1/2)bd 6244.04 # 4)Vc/2 3122.02 # 5117.5 > 3122.0 Stirrups Required Vs= (VU- 4'Vc)/ D N/A # s1=A„fy d/VS N/A in. s2= d/2 4.8 1n. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/15/14 Page ( CONCRETE BEAM DESIGN Beam Designation 2CB-15 Above Garage Door Beam Size 8" x 28.75" Dead Load (#/ft) 400 Live Load (#/ft) 200 Wind load (#/ft) 200 -600 WU1= 1.2 (DL)+ 1.6 (LL) 800 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 900 #/ft Wu3= 1.2 (DL) + 1.0 (WL) +0.5 (LL) 780 #/ft Wu4=0.9 (DL) + 1.0 (WL) -240 #/ft Span (ft) 12.00 ft M u=W U L2/8 16200.0 ft-# Beam Width 8 in. #••• Effective Depth 26 in. . . 0000 000000 6 • .. 0000 • 2 .09 .. .. 0600.0 Coefficient of Resistance Mu/ bbd 0.0399 9 0 . 000000 0000.. Reinforcement Ratio p 0.0033 •0000 0 ' .0090. 0000 . 0000. 0000.. :0. •.9 . 60 909 2 • • •..• 6.9..9 Steel Area pbd 0.6864 in. 2-#6 Bars• 0 0000.. 0 •= 49 . 00.0.0 Vu Wu L/2 0000.. 5400.0 # 00000. .. 0000 Design Shear @ V from support 3450.0 # 4941:. ,:DVc= (D2(f',"2)bd 17088.94 # 0?'Vc/2 8544.47 # 3450.0 < 8544.5 Stirrups not Required VS= (VU- (bVc) N/A # s1=A„fy d/VS N/A in. S2= d/2 13.0 in. #3 Stirrups @ 12 in O.C. Project: Turk Residence Date: 1/15/14 Page CONCRETE BEAM DESIGN 4 Beam Designation 2CB-17 Above Garage Beam Size 8" x 24" Dead Load (#/ft) 2500 Live Load, L(#/ft) 250 Live Load, Lr(#/ft) 630 Wind load (#/ft) 630 -1500 Wui= 1.2 (DL)+ 1.6 (L)+0.5 (Lr) 3715 #/ft WU2= 1.2 (DL)+ 1.6 (Lr)+ L 4258 #/ft WU3= 1.2 (DL)+ 1.0 (WL) + 1.0 (L)+0.5 (Lr) 4195 #/ft Wua=0.9 (DL)+ 1.0 (WL) 750 #/ft Span (ft) 14.67 ft M U=W U L2/9 101771.9 ft-# Beam Width 8 in. •....' ...... Effective Depth 21.5 in. ••• ' •00 0 ...... 2 ...... Coefficient of Resistance Mu/ bbd 0.3669 •••• • Reinforcement Ratio p 0.0065 .. ..... 2 . .... •• Steel Area pbd 1.118 in. 2-#jars; ...... ...... .. .... • Vu =Wu L/2 31225.4 # ..:. Design Shear @ 'd'from support 23596.5 # (bVc= 4)2(f'c1l2)bd 14131.24 # ftc/2 7065.62 # 23596.5 > 7065.6 Stirrups Required VS= (VU- 4)Vc)/ (D 12620.3 # s1=A„fy d/VS 22.5 in. S2= d /2 10.75 in. #3 Stirrups @ 10 in O.C. Project: Turk Residence Date: 1/14/14 Page 31, CONCRETE BEAM DESIGN Beam Designation RCB-1 Beam Size 8" x 12" Dead Load (#/ft) 620 Live Load (#/ft) 600 Wind Load (#/ft) 600 -1500 WU1= 1.2 (DL) + 1.6 (LL) 1704 #/ft Wu2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 2004 #/ft WU3= 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 1644 #/ft Wu4=0.9 (DL)+ 1.0 (WL) -942 #/ft Span (ft) 4.00 ft M U=Wu L2/8 4008.0 ft-# Beam Width 8 in. Effective Depth 9.5 in. 44069 . . .... ...... Coefficient of Resistance MU/ ,�Dbd2 0.0740 •• • ...... ...... Reinforcement Ratio p 0.0033 •••• ' ...... .. . ..... Steel Area pbd 0.2508 in.2 245 Bars-* . . . . ...... Vu =Wu L/2 4008.0 # Design Shear @ V from support 2421.5 # �• • Oc= (D2(f'c1/2)bd 6244.04 # 4)Vc/2 3122.02 # 2421.5 < 3122.0 Stirrups not Required Vs= (VU- ftc)/ ID N/A # s1=A„fyd/VS N/A in. S2=d/2 4.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/14/14 Page CONCRETE BEAM DESIGN Beam Designation RCB-2 Beam Size 8" x 12" Dead Load (#/ft) 620 Live Load (#/ft) 600 Wind Load (#/ft) 600 -1500 Wul= 1.2 (DL)+ 1.6 (LL) 1704 #/ft Wu2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 2004 #/ft WU3= 1.2 (DL)+ 1.0 (WL) +0.5 (LL) 1644 #/ft Wu4=0.9 (DL)+ 1.0 (WL) -942 #/ft Span (ft) 7.00 ft Mu =WU L2/8 12274.5 ft-# Beam Width 8 in. 0000 Effective Depth 9.5 in. 606699 Coefficient of Resistance MU/ (Pbd2 0.2267 """ �• ...... ...... Reinforcement Ratio p 0.004 •••• • . . ...... ..... ...... .. . ..... Steel Area pbd 0.304 in.2 245 B'rs•• ••••:' . . . . ...... Vu =Wu L/2 7014.0 # g ••�� Design Shear @ V from support 5427.5 # • 4)Vc= 4)2(f'c1/2)bd 6244.04 # ,:DVc/2 3122.02 # 5427.5 > 3122.0 Stirrups Required VS= (VU- 4Vc)/ 4) N/A # s1=A„fyd/VS N/A in. S2= d/2 4.8 in. #3 Stirrups @ 5 in O.C. Project: Turk Residence Date: 1/14/14 Page CONCRETE BEAM DESIGN Beam Designation RCB-3 Beam Size 8" x 19" Dead Load (#/ft) 660 Live Load (#/ft) 600 Wind Load (#/ft) 600 -1500 Wui= 1.2 DL + 1.6 LL 1752 # ft Wu2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 2052 #/ft Wu3= 1.2 (DL)+ 1.0(WL) +0.5 (LL) 1692 #/ft WU4=0.9 (DL)+ 1.0 (WL) -906 #/ft Span (ft) 4.00 ft MU =WU L2/8 4104.0 ft-# Beam Width 8 in. 0000 Effective Depth 16.5 in. 0000 0000.. .. . 0 ... • 2 ...... '..' Coefficient of Resistance Mu/ 4)bd 0.0251 0::::o 0000g 0000.. Reinforcement Ratio p 0.0033 0000 • Steel Area pbd 0.4356 in.2 245 Bers•� ...... . . 0000.. Vu =Wu L/2 4104.0 # • • ��•�:• • � .. .... • Design Shear @ 'd'from support 1282.5 # ..:. 4)Vc= D2(f'c"2)bd 10844.91 # 4)Vc/2 5422.45 # 1282.5 < 5422.5 Stirrups not Required VS= (VU- "J N/A # s1=A„fy d/VS N/A in. S2 = d/2 8.3 in. #3 Stirrups @ 8 in O.C. Project: Turk Residence Date: 1/16/14 Page A( Masonry Wall Design Wall Location: Typical Masonry Wall, First Level f'm 1500 psi Span 11.0 ft Tributary Area 50 ft' Wind Pressure -51 psf Load -51 #/ft M =W L2/8 -771.375 ft-# Wall Reinforcing #5 @ 40" bars AS 0.093 in.2/ft n = ES/Em 20 p =AS/bd 0.00203 n p 0.0407 k= [(np)2+ 2np]1/2- np 0.2474 �••• . . 0000 0000.. . • j = 1- k/3 0.9175 0••. ••• 2/k j 8.8091 666.60 .. 0406.9 o G 000000 4 060660 Goes . . 0000.. 0000. fm= M /bd2 (2/kj) 468.11 psi • .e6.6. .. .e... Fm = 1.33 fm/3 665.0 psi 665.0 > 468.11 OK 0 0000 . .. 0000.. 0 00 • ; • 4 066406 0000.. f,= M /AS j d 28472.4 psi .. 0000 :••••0 FS= 1.33 (0.4)fy 31920 psi 31920 > 28472.4 OK 60:6 Project: Turk Residence Date: 1/16/14 Page t2/ Masonry Wall Design Wall Location: Typical Masonry Wall,2nd Level f'm 1500 psi Span 10.0 ft Tributary Area 33 ft2 Wind Pressure -55.3 psf Load -55.3 #/ft M =W L2/8 -691.25 ft-# Wall Reinforcing #5 @ 48" bars As 0.0775 in.2/ft n = Es/ Em 20 p =As/bd 0.0017 np 0.0339 k= [(np)2+ 2n P]1/2- np 0.2287 j = 1- k/3 0.9238 ' 2/k j 9.4672 ...... fm= M /bd2(2/kj) 450.83 psi "" • • ...... .. . ..... Fm = 1.33 f m/3 665.0 psi 665.0 > 450.83 OK ..'••' •••� ••••;• . . • fs= M/As j d 30410.6 psi :....: FS= 1.33 (0.4)fy 31920 psi 31920 > 30410.6 OK ..:. Project: Turk Residence Date: 4/28/14 Page 4,j Masonry Pier Design Pier Location: 2'-0" Masonry Pier East Wall Pier Width 24" 24 in. Effective Depth 3.81" 3.81 in. ft 1500 psi Tributary Width 5.0 ft Span 11.0 ft Tributary Area 55 ft' Wind Pressure -45.0 psf Load -225 #/ft M =W L2/8 -3403.13 ft-# Pier Reinforcing 345 bar AS 0.93 in.2 n = Es/ Em 20 �••• woo*:* . � � ��• p =As/bd 001017 . . . ... • np 0.2034 ••°"' 009090 0000.. k= [(n P)2+ 2np]1/2- np 0.4661 :0000: j = 1- k/3 0.8446 •0000• '00.09 ••90• 0000.. .. • 00.90 .. .. . 2/k j 5.0805 0 ' .. 0000.. ...... . . . . :000:* 0000.. fm= M /bd2(2/kj) 595.53 psi • Fm = 1.33 f'm/3 665.0 psi 665.0 > 595.53 OK '0 .... fS= M /Asjd 13645.1 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 13645.1 OK Project: Turk Residence Date: 4/28/14 Page 44 Masonry Pier Design Pier Location: 3'-0" CMU Pier West Wall Pier Width 36" 36 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 6.0 ft Span 11.0 ft Tributary Area 66 ft2 Wind Pressure -45.0 psf Load -270 #/ft M =W L2/8 -4083.75 ft-# Pier Reinforcing 345 bar AS 0.93 in.2 n = Es/Em 20 t•�.•Y p =As/bd 0.00678 *to 0.00'• ,8888 8.88.. .. • •Y 6 • np 0.1356 Y 6 • 8888.. 880.60 • • • k= I(np)2+ 2np]1�2- np 0.402508.8.• 8888 •••••• ..• j = 1- k/3 0.8658 00'00 •. . o . 2/k j 5.7384 60.66• •. . •6..• go 08 •.666• • • • • • 0000•• fm = M /bd2 :000:9 (2/kj) 538.12 psi • • Fm= 1.33 f'm/3 665.0 psi 665.0 > 538.12 OK •• • 8888 f,= M/AS j d 15973.7 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 15973.7 OK Project: Turk Residence Date: 4/28/14 Page 4 15 Masonry Pier Design Pier Location: 3'-0" Masonry Pier South Wall Pier Width 36" 36 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 6.0 ft Span 10.0 ft Tributary Area 60 ft2 Wind Pressure -45.0 psf Load -270 #/ft M =W L2/8 -3375 ft-# Pier Reinforcing 245 bar As 0.62 in.2 n = E,/Em 20 A bd 0.00452 � ••� •••• ••••�• p = s/ .. . ••• • np 0.0904 •00:00 '..' : 0000:. 000.00 • :.•••: k= [(np)2+ 2np]1/2- np 0.3443 00.0 • • • •00000 .0000 j = 1- k/3 0.8852 "" • • 2/kj 6.5617 •• •0 • w• 0000:• • • • • • • • • 0000•• 2 i0•••• (2/kj) 508.53 psi • • fm= M /bd • • • • 0000.• Fm= 1.33 f m/3 665.0 psi 665.0 > 508.53 OK " �w��• • fs= M /AS j d 19367.9 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 19367.9 OK Project: Turk Residence Date: 4/28/14 Page 40 Masonry Pier Design Pier Location: 4'-0" CMU Pier North Wall Pier Width 48" 48 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 9.33 ft Span 11.0 ft Tributary Area 102.663 ft' Wind Pressure -42.8 psf Load -399.452 #/ft M =W L2/8 -6041.72 ft-# Pier Reinforcing 345 bar AS 0.93 in.2 n = Es/ Em 20 ...... p =As/bd 0.00509 ' '•• • ...... .. . ...... n p 0.1017 k= [(np)2+ 2np]1/2- np 0.3606 .... • .... . ..... j = 1- k/3 0.8798 ...... .. . ..... 2/k j 6.3036 " " '• •��• . . . . ...... fm= M / bd2 (2/kj) 655.90 psi :••••: Fm = 1.33 Pm/3 665.0 psi 665.0 > 655.90 OK •• • f,= M /AS j d 23257.1 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 23257.1 OK Project: Turk Residence Date: 4/28/14 Page 4"' Masonry Pier Design Pier Location: 3'-8" Masonry Pier South Wall,2nd Floor Pier Width 44" 44 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 6.67 ft Span 9.0 ft Tributary Area 60.003 ft2 Wind Pressure -45.0 psf Load -300.015 #/ft M = W L2/8 -3037.65 ft-# Pier Reinforcing 245 bar AS 0.62 in.2 0000 n = Es/ Em 20 •0000'000 00:. p =As/bd 0.0037 0..0 00 000.0. .. n p 0.0740 0000.. 0000.. k= [(n P)2+2np]1/2- np 0.3177 .000 000.. 0000 0. 0000. j = 1- k/3 0.8941 2/ k j 7.0408 •• •• •••••• 0000.. . . . . 0000.. 0000.. fm= M /bd2 (2/kj) 401.83 psi ' .. 0000 Fm = 1.33 f m/3 665.0 psi 665.0 > 401.83 OK •• • f,= M/As j d 17259.1 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 17259.1 OK zt45Y (a (Z 4340 C7 7) ' .. .00 • • ! • Pyr - � � t (92.o� �b •...•• � • Pte.!•• • • • • 1 f . • • • ......yyy • ///� •.• .• • 4-0000-0: • •. . 0000 0 I -112 sS (� I � P Sol, 2-/ x zzco(, 51cj *see*: Z4�j So -7 7(-, 0 000 0 :06666 0*9* 4, 7 I FYrr J,I r i Pte- c� p &"2f `7 -3/" ,.e . . .... ...... ...... .. . ...... 69 6r7 15, (o 3 4 0,6,66 Y 4N;� s0;7 .?mss ` . •.•.•. X . 4 C2 -i'- to V(A 4 2-16 *- V0000 WOO fua�,," I�f 0 00 0000 Tumke5i,::i6ce 5 z c OIL 1 f/2, b 4' ZO 7 c ® Z96 # 9 ZOC)70 0000 000 .. • .. . . 0 0000.. .. . 00000. 0000.. o Ao .9000. (SO :::::' ::::: 14 0. •. 0 -7 2�7 0000.. V2 b `rte •••• • � � I`` - . `'`gym TV F Goof **000* v00 0 0 Go Goof:* 0- k. 0 2, 0 0000 •00*0: Z3307 0 0 :00000 :0:00 o 0 0 -o Z' 00 Go 0 •:0 Go 00:0: 00 00 :009:6 000000 0 3t 0 a 0 ..••.. -& , -- CP -7& '* Tum __ �� 0046, Idq6( V G (Q IC167 �v Psi Fv 7 v 4-3`7Z416 10107 4 • 6606to 0 0. : 0 .9:06 0* 00*000 000000 0 :0000: 0 0 00000 06:000 0000*0 . 0 loo 00 0000* e 00 : 7 4, > 0 0 0 0006 00 0 0 000000 000000 0 00 0 0000 99 0 ze 6066: # I Z�t I -- 1 ,4- pl;'t (6to r w� �d c A.¢ a 14 R -L oo VAV 1-7 S7cy'lc7 . . ...... l'?7 . 71. It ay > FV 1 560 o a 0000 (64— 00 0 oj *go 0 Ac2z *00:00 06" : go**:* 1000000 0 6+ 40 000:7 ('4 � e-;� 00*00 00 se•00 0 *000:0 0 0 gooey, I, TABLE 2306.3.1—continued ALLOWABLE SHEAR(POUNDS PER FOOT)FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH,OR SOUTHERN PINES FOR WIND LOADINGh BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Fastener qpmlrig(inches)at diaphragm boundaries(all MINIMUM i cases)at continuous panel edges parallel to load NOMINAL WIDTH (Cases 3,4),and at all panel edges(Cases 5,Sp Fasteners spaced 6"max.at supported adgesb i OF VHAMImG MEMBERSAT 6 4 i 21/20 20 COMMON MINIMUM MINIMUM I ADJOINING NAIL SIZE FASTENER NOMINAL I PANEL Fastener spacing(inches)at other panel edges OR STAPLE' PENETRATION PANEL EDGES AND (Cases 1,2,3 and 4)b LENGTH IN FRAMING THICKNESS BOUNDARIES- case 1 All other PANFL GRADE AND GAGE (inches) (inch) (inches) 6 4 3 (No unblocked edges or configurations continuous joints parallel to load) (Cases 2,3,4,5 and 6) /216 2 160, 210 315 360 140 105 Gage 3 180 1 235 355 400 160 120 8d(2),/ 255 340 505 2 3 2 575 230 170 3 285 380 570 645 255 190 11/2 16 1 2 165 225 335 1 380 150 j 110 Gage 3 190 250 375 425 165 125 Sheathing, I single floor 8d(2'/,"x 3/, 2 270 360 530 600 240 180 and other 0.13111) i grades 3 300 400 600 675 265 200 covered in DOC PS I I Odd(Y x 11/2 1'/ 2 290 385 575 655 255 190 and PS 2 0.148") 32 3 325 430 650 735 290 215 (continued) 1'/216 2 160 210 315 360 140 105 Gage I — 3 180 235 355 405 160 120 10d d(3"x 2 320 425 1 640 73 285 1 215 'j i 0.148") 1/2 ��720 3 360 1 480 820 320 240 19/32 2 175 235 350 0/4 16 400 155 115 Gage 3: :290 1 .265 395 450 175 130 0* (continued) rra INA • :0 0:• 0.0 J. •:0 • . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . .. . ... . .. . .. ... . .. . . . .. ... .. . ... . . . . .. . .. . . . . . ... .. ADDITIONAL STRUCTURAL CALCULATIONS 1275 NE 941H STREET MIAMI SHORES VILLAGE,FL TABLE OF CONTENTS Subject Pales Roof Truss Reactions Al —A8 Pile Calculations A9—Al2 Wall Calculations A13 Grade Beams A14—A16 NOWs for Truss Connectors &Fasteners (2-sided) 10 pages David B. Roge , P. . Licensed Engineer#54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F. 1.866.295.3579 WWW.TRIO-DESIGN.NET ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . . . .. . . . . . . 000 . . . . . . . . . . . . . ... . .. . . .. . . . . . . . ... .. . .. . . .. . . . . ... . .. ... . . . . . ... . . .. r • • • • • • • • A 4v • • • •.• H O • . . • • • • • m 70) . rq_z 0 = 11612:, (Z-) hOtl` 2-e:;n -( Cr 2) 4 3 d 3,S; -7 D E TA L 20 TnA" 5 fm Art pqu,q6/ r( = 2v a � . . . . . . . . .. . �t • • • w .• .•• t• T T T T T cos,¢ (O�Pmcr— F) 1,6-7) +, cd&X'Y,/,7) f Z2,4,,1 -e- fi 6 �� -7(z)l,6s) G(40ur�.�oCe AF2 = ISOS* ,,too o� c l®- d .. .. . . . .. .. . � 7 ZC—S (30' -0 3 . . . . oo) . . . . .. . r T—M Z-7 �7M '• •.• • �. • •• �• • • • ! • • • voZ = S�� ZCZ) = zc2�� C � G) bot 6(t®)65) + 1(Z,4(17,(7)(c�,��) P, = 186`1 t = l Z7 Vf U,�f �� = 0.c(te os) =. q c�,'IkA 4rx- (FI) = t(t (Z)Ciq g5) _ (4610 �lLo �Ce ft = rA-� opt : -- lei 2 �,oao [505 Td-or Vt - (ids � H4 _ . . . . . . . . : : . . . . . . : .:. Z A .. ... .. Omx zZr a)(c I) - F-t O U.7) 6n'2c%-4zd 4Yr-C 6F?-) 30 3 f�S) D� L 26> TI-ZXe6 51� A 4(4o 4110 F2, 15;OSO 1003 (le> Y al V ! tloq-cis A 9 t24sW- .0 E, = qss . ... . ... . . .. T" sz` Cce .. .. . .. .. .. ok . ... . . . . ... Pie . . . • .• .. .• .. 0:0 . .:Ooo . ... .. . . . . . . :;FA no . •. . . -7 l0s,4- F) 90, 7 2,) 1 C,(,4- e) d = (oS,�{- C!3 s zS)�5� Z�Z� t l��.¢�t Z�z5)t`��r o¢) �Z?�C1�2�.67)_�.g�23•�� co 62 -YO.6,S) - key CFZ) ,5 62060.,155) = S (6 bl�-*AL2O7raAA5 p 4165,wx 6& t1p44� :� A 169" 4(e, H = ArGCo (e, 2- = I�oS 5 (61 Z c v �y Ica V = itc ,% . . ... . . . . ... d . • i .. •.. •. 0 0 1v5.4: Z (41. CZE D = 0514-�co�SXZat l Z) 4- l�l��s�u•�t?� -F (Ft)= DC--FA C- Zo Truer -5 � A-Il6U A-6(,e- P = 2cno# Art lout&66e. F; _ ISOS r��- i ' f- .� .E. s �� = o� 71 Cso 6 2 zccr-> (SOS P tm v 1 ds . . . . . . . . . . . . ... . . . . ... -7(6 b if i l Z -F� ... . . 2 Ile . . . . . • L Z 76-?Vw � e � r� 6 38Q S�146) 7(Z)( = Z� t� 3 l��Z5 t l� tC ZS t � � ,s� ) `� a t rva wl- ; T T 1 1, r T 11 1: A � g k lZ� 2-4 L -� ,I. W - (.5 (( 69,$) 755.6 /_ r V)z = ItO14 + � 1 ov wi • •• • •• •.• • w w� i1 •s • • T--- T4 • w3 = 5r,,,,2 W,q S CZ) - 7 G c-,w) -P = S+Wy C-FMM 2©` 6,- �-d,) et C 3¢.6 7) = L� 3-7 az#- f pll� = I COO* T 0, 6(1760) = A-Z Ilp-ty -s05-g'-*VW wt = a5s60,S) =+7761 (fyz* 2o` cs) Cf-lzvt 2,0' gY�Zef e�) �!4 o +?7-S (7)63 S) + 6475 (7) t l63¢/�,' 7) . .. . .. ... . A I �®-� e� D (, - ZS Z® = Som � C � .. . . . . . ... .. ZAJ FCC --- , L _ �o611Z3 Wa It b C -7 5 ( 20 ID(, 1z, 307iric a 37 f � ?� f 380 f r L J�) = �) 4- o(f101�) 4 eco 387 7) --oe 715 C&cw 3-90 f¢l i Pct. . . . . . . . .. . . . . . . . . . . . . . . . .. . .. ... . � - _ 2614- iA� (Ye 6int.of Ozj Ir,,-?) -Z zc.SZ4,4� 2 d a D = > 1 ,S ! ,S � � C � et 7 G 367 u,= q76 + + 39 7 0,243 Ptle, t 12) W51% L4.0 C C2 �-� C � 720. ��e� r � m t!Z2, , . L =- 40("'�K) 4- 4-00%) l pile, 60aj ZC2-ttc; + 47,756 -t-CIIZZ4- 4601' 397) U15 . f;C;)PI -� iN % 5 5 l Dc Le L 40 c5f rte : D c = 13 (is) -L- L 40 65) =c - QCs) = Pile (,vq"6ts P =rc5c2f 64-0+ 465 f 1160 t 3g7, fogs (170 046>f 2CO)] to + wi4 (12,CP71 � :� ed ZAJ F-69d;r-- -5 0�12,) 7 3>1 L 40 ('510 z- 300t� 5�- D t lb,G(15%) + 1045(5) -- 731 IW* lglo-1307) t075 (6a5f300t5dt) to - 5100 140 �// /�q1 •• • 2 • •• .. ,•• . . 000 0 416 00) 67 +0, 795 C6?R f4co 2co _ s CII) Tall .. .. . . . .. .. . 41. . . . . . . . . . �- . . l hew 'o-r a _ alp 1(1561 nI ) 54elalt, Iva-ff5 K&'ylwz&fl loqj 65�4, At rift6G64 — �c� ^ 7 �l a� r - .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... Project: Turk Residence Date:.9/9/14 . . . . . . . . . . pigeil-� . .. . .. ... . CONCRETE BEAM DESIGN .. . . . .. ... .. . ... . . .. . Beam Designation GB-x R�re§.Fi 4e Beam Size 16" x 24' = Dead Load (#/ft) 1800 Live Load (#/ft) 480 Wind Load (#/ft) 0 0 Wui= 1.2 (DL)+ 1.6 (LL) 2928 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 2928 #/ft WU3= 1.2 (DL)+ 1.0(WL)+0.5 (LL) 2400 #/ft WU4=0.9 (DL)+ 1.0(WL) 1620 #/ft Span (ft) 17.50 ft MU=Wu L2/9 99633.3 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.2076 Reinforcement Ratiop 0.0036 Steel Area pbd 1.152 in.2 247 Bars Vu=Wu L/2 25620.0 # Design Shear @ 'd'from support 20740.0 # ,�DVc= 4)2(f'c1/2)bd 26290.68 # ,Vc/2 13145.34 # 20740.0 > 13145.3 Stirrups Required VS= (VU- (DVC)/ (D N/A # s1=A„fyd/Vs N/A in. S2= d/2 10.0 in. #3 Stirrups @ 10 in O.C. . ... . . ... % .. . . . % .. . . . . . . . . . . . . . ... . . . . ... Project: Turk Residence Date:.9/9/14 . . . . . . . . .i . . . . . . . . . . .p. e �� . .. . .. ... . CONCRETE BEAM DESIGN .. . . . .. ... .. . . . . .. . Beam Designation GB-3 ..: Beir.T4ftaCb .. . . . . . ... .. Beam Size 20" x 24" Dead Load (#/ft) 4000 Live Load (#/ft) 250 Wind Load (#/ft) 0 0 Wul= 1.2 (DL) + 1.6 (LL) 5200 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 5200 #/ft WU3 = 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 4925 #/ft WUa= 1.4(DL) 5600 #/ft Span (ft) 3.00 ft MU=Wu L2/8 5850.0 ft-# Beam Width 20 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.0098 Reinforcement Ratio p 0.0033 Steel Area pbd 1.32 in.2 346 Bars Vu =Wu L/2 8400.0 # Design Shear @ V from support -266.7 # 4)Vc= cb2(f 1cu)bd 32863.35 # 4Vc/2 16431.68 # -266.7 < 16431.7 Stirrups not Required VS= (VU- �DVc)/ (D N/A # s1=A„fyd/VS N/A in. S2= d/2 10.0 in. #3 Stirrups @ 10 in O.C. . . ... . . . ... i, &Of4�(&CQ- 00 00 00 lop 0100 f r7t de- AeAAt,6p .4-0 . 0 000 00. . . . . . 0:0. . . . . . . . . . � = �. ��Cc cam) _��.��•: � :. .:. .. . . 3�� 3y (6 (014 = c�(,IP06 3, ®,off ,4s - 0, ain.3 ori 3 rA Z 2 iaxz 253 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . S I M 2�U59 2 . . . . . . . . . . . . . . .. . Used for FloridaiNtaN Wvt4e 1Rrb0cf-approval # . .. . .. ... . F .. lo.14 .:3:. . . . . . . .. . . .. 00 . . . ... .. Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON STRONG-TIE COMPANY, INC ••• • • • ••• • • . .. .. . . . .+ .. . . . . . . . . . . . V: ... . . . • ••• • . ® Ja..Apyvrgdh nbio& p; FBS C4 fjO.75ff +•. +•• ••• 4745 Sutton Parc Court,Suite 402 Jacksonville, FL 3222419041821-5200 . .. . . • • ••• • •.• !. • .. ... . . . 000 1 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or Imply approval by a local building authority. The engineer, In review of the data submitted, finds that, in his opinion,the product, material, system, or method of construction specifically Identified In this report conforms with or is a suitable alternate to that specified In the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Amason,an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson,and is in no way acting, nor attempting to act,as an approved evaluation entity. Neither Jeffrey P.Amason, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with,or meet the intent of,the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1.CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Amason and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie . . --• ... .. .. - . - - • .. .. . . . . . . . - . - - - . ... - - . - 0% Embedded Truss Anchors 0 0 0 META12, META11, tIE:17416, rf E:/t11. IOEW(t YETA22, META24, META40, HETA12, HETA19; IJETA$0, FVW4;HET.440,-M9TAL12, HETAL16, HETAL20, HHETA12, HHETA16, NNETA20, HH'ETA24,'PiHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36,-MST�CM40,USTCU60-. Girder Tiedowns :.: :. FGTR, FGTRE, FGTRh1L;FM3RI1R:'- Wood to Masonry Hangers " - ' ' - - "' 0- LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3.SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%x2Y4"Titen Masonry Screws for a masonry wall, or%x13/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/x2%4"Titen Masonry Screws for a masonry wall, or%x19/"Titan Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson '/X 1Y2"SDS screws(provided with the part), and fastens to the wall with either'/4x2Y4" Titen Masonry Screws for a masonry wall, or%x 1%"Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %X 1 W SDS screws(provided with the part), and fastens to the wall with %x2%4"Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie . OV . . .. OV . . .. .. . .. .. . . . . . . . . . . ... . . . . ... . . fastener schedule, dirrtensjons arld allowable Joad§are shown in Table 1. See Figure 3 for additional detailSotthc9RQ V-- ... . .. . . .. . . 4.5 META,HETA, METAL,HHEU ESnbedd'e'd Tfuss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss-agchorp tkeg4q gstpgleply wood truss with 10dxlY2 nails or to a multiple-ply truss wit rl6d tt)r lgVrrn$il§.�;r4ey are embedded in the masonry or concrete wall to a depft knd!Gtt* OnVb OdO&Jt a anchor(4"for META, HETA, and HETAL, and 51/16"for HETAL). The strap portion of the anchor is 1'/"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1%n common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1Y2" nails. They are embedded in the masonry or concrete wall to a depth of 4Y2 inches. The strap portion of the anchor is 1'/9"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1%4"wide for use on 1 W and larger members. They are installed with 10d common nails to the wood and either %x2'/4"Titen Masonry Screws to masonry, or%x13/"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either'/4x2Y4" Titen Masonry Screws to masonry, or%xIY4"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder be down that can be used in new construction or retrofit applications to be down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong-Tie . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTIZ fhs1e4s to h&truss witT;Si jp fon Strong-Tie SDS%<"wood screws, and fastens to tF;e masonry®r.co,grete VjV witJ Simpson Strong-Tie%Z" diameter Titan HD fasteners,which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss Vp4r4lel to t41s*4R'Th'e'FGTRHL and FGTRHR are designed with the flat dimengioR80Ke LtrF�_a9A 45 degree angle to the truss for anchorage of hip trusses. ug F:GZ'FtefrsQ4a4marvufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder be down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws(which are provided)to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be Y2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed '/:"drill and a 9/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi(228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm)for the LGUM, and 0.173" (4.39 mm)for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Fyb (psi) Pennyweight inch 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . V: ... . . • • ••• • • 5.4 Concrete/Masonqf. Concrete ant Masonry cLesign specifications shall be the stricter of the spedificSflons by thb 4ngi*et qP record, the Florida Building Code minimum standards, the f6IIWoff *0n j, 8r asVoteb i!i the report: 90 0 Material ••Spqgi ca' n Minimum Compressive Strength Concrete fc : : : .: .' 2500 psi Masonry, f m • ASTM M47. 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proporUons) 6. INSTALLATION Installation.shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845 H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674,02-3802, 6/4/02,6/8/02, 7/24/02,2/8104 02-3861 04-4675 META F1 02-3674,02-3802 6/4/02,6/8/02 META F2 02-3674, 02-3802, 6/4/02,6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803, 02-3862, 6/10/02,7/26/02,2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02,7/26/02, HHETA Uplift 02-3676, 02-3863, 6/4/02, 7/29/02,2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02,7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02,2/8/04 04-4676 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie . • ••• . . . •.. • • ..• . • . • ..• Product Test Number Date Tested HETAL F2 D 3/28194 DETAL Uplift • • • •3/28508 DETAL F1 5D79$, 0789: ': 4/1M,3/27/08 DETAL F2 096, 079F–"F---W-5/0-9, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 92/1902 LTA1 F2 01?- t 2/1%02 MSTAM24 Uplift D23 9 • • • .5/J7f02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222 M224 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate< 1.0 10. CODE REFERENCES Florida Buildina Code, Buildina 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie ... • . • •:0 • . . .. .. . . .. .. . . . . . . . . . . ... . . . . ... . . Florida Building Code,Residential.2007 Edition , R101.2.1 . : :' .SCOW R4407 :' HVHZ:Mbsonn R4408 H\MZ Steel R4409 HVHZ Wood .. ... .. . . . .. . .. . . . . ... . 11.ALLOWABLE LOADS: '.. ..: : : : : '00 The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads Model Ga Length Southern 160 (in.) Tnas/Rafter CMU Concrete Pine/Douglas Fir- Spruce-Pine-Fir (Tften) (Then) Larch MTSM16 16 16 7-10d 4-'/4x2'/4 4-%x19/ 875 755 MTSM20 16 20 7-10d 4-%x2% 4-%x19/ 875 755 HTSM16 14 16 8-10d 4-%x2% 4-%x19/4 1175 1010 HTSM20 14 20 10-10d 4-'/4x2'/4 4-%x19/4 1175 1010 HM9 18 - 4-SDSY4XI% 5-Y4x2% 5-%x1% 805 690 HGAM10--- 14 - 4-SDSY4X1'/ 4-%x2% 4-%4x2% 850 850 Notes: 1. Loads include a 60%load duration Increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further Increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 W must be used when framing angors are Installed on each side of the joist or truss. HGAM10 x a p - t@IA9 a t i F t U J y''Vi i h •�' i Ii1flM0ra Wier notch m Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS • • oo go O 's of 6V • • '• . • • • Fow Let"LoadsrdMoNo. Ga H "Sly so.Pine Tis 2 U3 F, Fz So.Piste strt �,m Fasteners Load Fasteners META12 8 7-10dx1 4 • ,6d•� 1450 340 725 META14 10 7-1041$ 344) "• 4-16d 1450 340 725 META16 12 7-?(Z-1 19; 1450 6-16d 1450 340 725 META18 14 7-10dx1% 1450 6-16d 1450 340 725 META20 18 16 6-10dx1'h 1270 5-16d 1245 340 725 7-10dx1'h 1450 6-16d 1450 340 725 META22 18 7-10dx1'h 1450 6-16d 1450 340 725 META24 20 7-10dx1% 1450 6-16d 1450 340 725 META40 36 7-10dx1 h 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'h 1520 7-16d 1780 340 725 HETA16 12 9-10dx1% 1810 8-16d 1810 340 725 HETA20 16 16 8-10dx1'h 1735 7-16d 1780 340 725 9-10dxl% 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'h 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'h 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1'h 1565 7-16d 1820 3408 815 HHETA16 12 10-10dx1% 2235 9-16d 2235 3408 815 HHETA20 14 16 9-10dxl% 2010 8-16d 2080 3408 815 10-10dx1% 2235 9-16d 2235 1 3408 815 HHETA24 20 10-10dx1'h 2235 9-16d 2235 3408 815 HHETA40 36 10-10dxl% 2235 9-16d 2235 3408 815 HETAL12 7 10-10dx1'h 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dxl% 1810 13-16d 1 1810 1 415 1 1100 LTA1 18 3'/8 12-10dx1 1420 1 12-10dx1% 1 1420 1 485 1 1425 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further Increases are permitted. Reduce loads where other loads govem. 2. Five nails must be installed Into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed In the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx 1%"fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be Increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. mon"tamr �.�,` irot�ronm �P3r�r s� d'4E r' +Fe e: Typical META Installed with TSS Figure 4 Figure 5 PteAAETAIHETAIHHETA Typical Installation Typical LTA1 T Ical Installation - - -- -- Simpson Strong-Tic II • .. •. . . .0 •. .. ••• • • • • ••• • • ALLOWABLE LOADS • F•STE•••T R- t;B EMBEDDED TRUSS ANCHORS i ••w '•• '•Upii[t'I,garo .' Lateral Loads Model No. Oty. Application 1 Ply Southam 2 or 3 Ply Southern Fi F2 . .w.".Tiuss. w Pine Truss (parallel (perpen. 0 F • , rs Load to wall) to wall) DETAL20 1 CMU '648-404%.o%.o %tld '.• - - 200CP 1370 Concrete 18-10dx1% 2480. - - 2000 1505 META 2 CMU 10-10dx1%s 1985 14-16d 1900 1210 1160 Concrete 10-10dxl% 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dx1% 2035 12-16d 2500 1225 1520 Concrete 10-10dx l% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dx1% 2035 14-16d 1 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum Pc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat 5. Lateral loads for META, HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3°apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib.may result in deflection up to 5/m*in the F,direction. rt Typical installation with two N ETAs 05 ftww •�o •�♦.♦• m,• l Figure 6 DETAL and Double METAIHETAIHHETA Application Page 9 of 13 Simpson Strong-Tie • • ••• • • • • ••• • • • • • • . . . . TABCE•4• • • • MASONRY STRAPS ALt. E Lt�A 'FASMERS AND DIMENSIONS Dimensions Simpson Stm TisESinker 61`!5P SPF Model No. Ga. inches Then 160 < 160 W L CMI! Load Nails Load MSTAM24 18 1% 24 5-%4x2%4• ' $/4 1500 9-10d 1500 MSTAM36 16 1% 36 8-%4x2'/4 8-'/4x1$/ 0d 1870 11-10d 1870 MSTCM40 16 3 40%4 14-'/4x2%4 14-'/x1$/ 4220 26-16d Sinker 4220 MSTCM60 16 3 59'/ 14-%4x2%4 14-'/4x1'/ Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum edge distance is 1%°for Titan Masonry Screws. 3. Minimum fm=1500 psi and minimum fo=2500 psi. 4. Products shall be installed such that the Titan screws are not exposed to moisture. �° 4E C O o ' D �e e s a' AW i S m o 40y.` at+ O e . O O O O ,• 'Tx,6t... Typical MSUM36 Msrawo Installa6oa. Typical MSTCM60 installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie TABLE 5 FGTIJ S ES ISEMABLEPLOADS AND FASTENERS r :" ii • • Allowable Madel No. Qty. ' ' TOV10Aarul�'i To Tn s Uplift Load Concrete Wall (100) FGTR 1 •� 18SDS1/4x3 50008 2• n:Hb ixt": : 36SDS1/4x3 9400 FGTRHUR 1 2-Titen HD%x5" 18-SDS1/4x3 3850 FGTRE 1 2-Then HD%x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 Each 4-Titen HD Vx5" 36-SDS1/4x3 50008 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titan HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. Two FGTRs KiTRHL f FGTR FM x .4 TRUSS SHOULD BE SET F R p y* BACK I; FORE FGTRHLTOPVIEW Figure 8 FGTR/FGTREIFGTRHL/FGRHR Typical Installation Page 1 I of 13 Simpson Strong-Tie . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . . . . . . . . . ... . . . . ... TABLE 6—LGUM AND HGUM AL60WABLE LQADS FASTENERS AND DIMENSIONS Diami islom(in.) i w �.i F tsi.i ' i i.i Allow"Loads U Model Na. Ga D • •j ••• • lift Download ERILVUPSULSI. W H B Then HD SDS Stews (1160) CMIJ Comte 1i5J12 POW LGUM 26-2 12 3 /is 5 4 4-e •x °• 4 ' x U; . 1430 5595 LGUM 28-2 12 3'/ie 7 4 6-Vee°x 4° 6-Y4°x2'/° 1 2435 8250 LGUM 210-2 12 3'/16 9 4 8-W x 4° I 8-Y4 x2W 1 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5 Y. 4 4-%°x 4° 4-Y4 x2'/° 1430 1 5610 LGUM 28-3 12 5% 7% 4 6-%°x 4° 6-Y4°x2%° 2435 1 8290 LGUM 210-3 12 5% 9% 4 8-%°-V 8-Y4°x2W 1 3575 1 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 1 6 /is 1 5 /16 1 4 4-e'x 4° 4-Y4 x2%° 1 1430 5625 LGUM 28-4 12 6 /js 7 /is 4 6-W x 4° 6-Y4°x2I° 1 2435 8335 LGUM 210-4 12 6 /js 9 /is 4 8-%°x 4° 8-Y4 x2%° 1 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-%°x 4° 4-Y4 x2Y2° 1430 5600 LGUM 48 12 3% 6% 4 6-e"x 4° 6-Y4°x2'/° 2435 1 8260 LGUM 410 12 3% 8% 4 8-e"x 4° 8-Y4 x2W 3575 1 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8-%°x 5° 24-Wx2W 10085 14965 16015 HGUM5.50 7 5% 11 5% 8-%°x 5° 24-Y4°x2'2° 10125 14940 16015 HGUM7.00 7 7 to 5% 8-W x 5° 24-Y4 x2W 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-W x 5° 24-Y4°x2W 10415 14740 16015 HGUM9.00 7 9 5'% 8-W x 5° 1 24-Y4°x2W 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fm=1500 psi and fc=2500 psi. ` N �� s M �• i tt i. ', �♦ •i. ,.�, Co o= ass. W---._,y,,.-..r'� -�,,. ....s9]•- .rye �,��.-J' `'4 �`.� r LM RM TWAM UM b"ton Tv1W M3iii l ltaAn Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie ••• • • • • ••• • • 1Z.IDENTIFICATION Each connector courted bjr thij rdpbrt:slialt bid nped with the manufacturer's name and/or trademark apd� prodditnsgie. •• • .. ... .. . . . .. ZIP xr{�}srxtuifl { Jax , Inc. ro ' J �f. •c. P.E. 14 Are, R. Page 13 of 13 Simpson Strong-Tie . . ... . . . ... IN 11,IXUATIOr SERVICE Most Widety Accepted and Trusteci lClaggi E%j36uWan*&e4rt ESR-1056 • • • • • •• • •• 6:0 Reissued March 1, 2012 This report is subject to renewal in two years. wwv1 tcc4wCo1g:1 {8D0}.42�-6587 (562) 699-0543 A Subsidiary of the International Code Council® •• • • • • • ••• •• DIVISION:04 00 00—MASONRY accordance with ASTM B 633, Service Condition SC1, Section:04 0519.16—Masonry Anchors Type III; or a mechanically deposited coating of zinc in accordance with ASTM B 695,Class 55,Type I. REPORT HOLDER: Titan HD screw anchors are available with nominally 3/8-, SIMPSON STRONG-TIE COMPANY,INC. 1/2-, 5/a-, and 3/44nch (9.5, 12.7, 15.9 and 19.1 mm)shank 5956 WEST LAS G- IE C BOULEVARD diameters, and with various lengths for multiple 5956 WEST LA CALIFORNIA ULEN58embedments as noted in the tables in this report. Refer to PLE925.5099 Figure 1 for an illustration of a typical screw anchor. www.simosonanchors.com 3.1.2 Grout-filled Concrete Masonry:When prism tests are required, the compressive strength of masonry, f m, at EVALUATION SUBJECT: 28 days shall be a minimum of 1,500 psi(10.3 MPa). Fully grouted masonry walls shall be constructed from the SIMPSON STRONG-TIE TITEN HD SCREW ANCHORS following materials: 3.1.2.1 Concrete Masonry Units (CMOs): CMUs shall 1.0 EVALUATION SCOPE be minimum Grade N,Type 11, lightweight,medium-weight, Compliance with the following codes: or normal-weight conforming to ASTM C 90 or UBC Code® 2009 IBC Standard 21-4.The minimum allowable nominal size of the ■ 2009 International Building ( ) CMU shall be 8 inches (203 mm) wide by 8 inches (203 ■ 2009 Intemational Residential Code®(2009 IRC) mm)high by 16 inches(406 mm)long(i.e.,8x8x16). ■ 2006 International Building Code®(2006 IBC) 3.1.2.2 Grout: Grout shall comply with IBC Section ■ 2006 International Residential Code®(2006 IRC) 2103.12(2009 and 2006 IBC)or 2103.10(2003 and 2000 IBC), IRC Section R609.1.1, or UBC Section 2103.4, as ■ 2003 International Building Code®(2003 IBC) applicable. Alternatively, the grout shall have a minimum ■ 2003 International Residential Code®(2003 IRC) compressive strength when tested In accordance with ■ 2000 International Building Code®(2000 IBC) ASTM C 1019 equal to its specified strength, but not less than 2,000 psi(13.8 MPa). ■ 2000 International Residential Code®(2000 IRC) 3.1.2.3 Mortar. Mortar shall be Type M or S in ■ 1997 Uniform Building Code-(UBC) compliance with IBC Section 2103.8(2009 and 2006 IBC Property evaluated: or 2103.7(2003 and 2000 IBC), IRC Section R607,or UBC Structural Section 2103.3 and UBC Standard 21-15,as applicable. 2.0 USES 3.2 Design: 3.2.1 General: Anchors described in this report are The Titan HD screw anchor is for installation in predrilled assigned allowable tension and shear loads for designs holes in fully grouted concrete masonry wall construction. based on allowable stress design (working stress design). The Titan HD screw anchors are alternatives to cast-In- Use of the anchors to resist vibratory and moving loads, place anchors described in Section 2107 of the IBC(TMS such as those produced by reciprocating engines, cranes 402) and UBC Section 2107.1.5 for concrete masonry and vehicles,is beyond the scope of this report. construction. 3.2.2 Design of Anchors Installed In Fully Grouted The anchors are permitted to be used in structures CMU Masonry: Allowable tension and shear loads for regulated by the IRC, provided an engineered design is anchors installed in the face of fully grouted uncracked submitted in accordance with IRC Section R301.1.3(2009, CMU masonry are noted in Table 1A for structures 2006 and 2003 IRC)or Section R301.1.1.2(2000 IRC). complying with the IBC or IRC,and Table 1 B for structures 3.0 DESCRIPTION complying with the UBC.The allowable tension and shear loads are for anchors installed in the grouted cells, the 3.1 Materials: center web of CMU units, and horizontal mortared bed 3.1.1 Titan HD Screw Anchor: The Titan HD screw joints of fully grouted CMU masonry construction. anchor is a carbon steel threaded anchor with a hex- Allowable loads for anchors installed in the vertical head washer head. The screw anchor is manufactured from joint or the end flanges of the CMU units are outside the heat-treated steel complying with SAE J403 Grade 101321, scope of this report. Edge and end distances,and spacing and has either an electrodeposited coating of zinc in requirements for anchors installed in the face of fully ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed jgsmk as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as ` to any finding or other matter in this report or as to any product covered by the report ,mo Copyright C 2012 Page 1 of 6 r ESR-1056 I Most 14 d Accepted and Trusted •:• : _! _•_ •!• Page Q of 6 grouted CMU masonry, as shown in Figure 2,are noted in distances. The speciaC in*ctol sAAC inalmd and verify Tables 1A and 1B. Allowable load reduction factors for that anchor installatioRZtmIplies With this•&IdationIreport ar;Mols installed at reduced edge distances, and reduced and Simpson Strong-Tie Company's published installation spacing,are noted in Tables 2 and 3. instructions. . . Allowable tension and shear loads for 1/2-inch and 5/i- 5.0 CONDITIONS CIF•QSE;• • ;•• ; ; • ;• inch(12.7 mm and 15.9 mm)anchors installed in the top of The Titen HD Screw Asehors%eschAd in*#4s 1r@Port fully grouted concrete masonry (CMU grouted cores and comply with, or are suitable alternatives to what is CMU webs), are noted in Table 4A for anchors installed in specified in, the codes listed in Section 1.0 of this report, structures complying with the IBC or IRC,and Table 4B for subject to the followinttprialtignq:•; ••• ; ; ••• anchors installed in structures complying with the UBC. 5.1 Anchors are id@AIfied•and irastalled ui accardance Allowable loads for anchors installed in the face of fully with this report•ead.4 :na'i UNdurki OuWlshed grouted CMU masonry walls subjected to combined shear installation instructions. and tension forces shall be determined by the following 5.2 Anchors installed in the face or the top of fully grouted equation: CMU masonry to resist dead, live, wind, and G sl + lye/ 5 1.0 earthquake load applications shall be in accordance r yr with Sections 3.2.1 and 3.2.2. where: 5.3 Grouted Masonry under IBC or IRC: The anchors Ps = Applied service tension load. described in the evaluation report are capable of resisting seismic and wind loads. When using the Pt = Allowable service tension load. basic load combinations in accordance with IBC Vs = Applied service shear load. Section 1605.3.1,allowable loads are not permitted to Vt = Allowable service shear load. be increased for seismic or wind loading.When using the alternative basic load combinations in IBC Section 4.0 INSTALLATION 1605.3.2 that include seismic or wind loads, the 4.1 General: allowable shear and tension loads for anchors are permitted to be increased by 331/3 percent, or the Titen HD screw anchors shall be installed by drilling a pilot alternative basic load combinations may be multiplied hole into the substrate using a handheld electro-pneumatic by a factor of 0.75. rotary hammer drill with a carbide-tipped drill bit conforming to ANSI B212.15-1994. The pilot hole shall 5.4 Grouted Masonry under the UBC: When using the have the same diameter as the nominal diameter of the basic load combinations in accordance with UBC anchor. The hole is drilled to the specified embedment Section 1612.3.1,allowable loads are not permitted to depth plus 1/2 inch (12.7 mm). Dust and debris in the hole be increased for wind or seismic loading.When using shall be removed by using oil-free compressed air. The the alternative basic load combinations in UBC Titan HD screw anchor shall be installed into the hole to Section 1612.3.2 that include wind or seismic loads, the required embedment using a socket wrench or the allowable shear and tension loads for anchors are powered impact wrench. permitted to be increased by 331/3 percent. 4.1.1 Installation in Fully Grouted CMU Masonry: 5.5 Fatigue and Shock Loading: Since an ICC-ES Anchors installed in the face of fully grouted CMU acceptance criteria is evaluating data to determine the construction shall be limited to the face shell of the CMU performance of screw anchors subjected to fatigue or unit (center web and grouted cores) and the horizontal shock loading is unavailable at this time, the use of mortared bed joints, as indicated by the shaded areas in these anchors under these conditions is beyond the Figure 2.Anchors installed in a T-joint,the mortared head scope of this report. joint, or the end webs of a CMU unit, as indicated in the 5.6 Fire-resistive Constnucrion: Where not otherwise non-shaded areas in Figure 2,are outside the scope of this prohibited by the applicable code, anchors are report. permitted for use with fire-resistance-rated For anchors installed in the top of fully grouted concrete construction provided that at least one of the following masonry (CMU grouted cores and CMU webs), anchor conditions is fulfilled. location shall comply with the minimum edge and end ■ Anchors are used to resist wind or seismic fords distances noted in Tables 4A and 4B and shown in Figure only. 3.Anchors installed in the mortared head joint are outside ■ Anchors that support fire-resistance-rated the scope of this report. construction or gravity load—bearing structural 4.2 Installation with Special Inspection (When elements are within a fire-resistance-rated Required): envelope or a fire-resistance-rated membrane,are protected by approved fire-resistance-rated Continuous special inspection shall be provided when materials, or have been evaluated for resistance required by the tables in this evaluation report. Special to fire exposure in accordance with recognized Inspection under the IBC and IRC shall conform to IBC standards. Section 1704; under the UBC, special inspection shall be in accordance with UBC Section 1701. ■ Anchors are used to support nonstructural For fasteners installed with special inspection, the elements. following items, as applicable, shall be inspected:fastener 5.7 Cracked Masonry: Since an ICC-ES acceptance type and dimensions; masonry unit type and compliance criteria for evaluating the performance of screw with ASTM C 90;grout and mortar compressive strengths, anchors in cracked masonry is unavailable at this and(when required)masonry prism compressive strength; time, the use of anchors is limited to installation in drill bit size and compliance with ANSI B212.15-1994; and uncracked masonry. Cracking occurs when ft> fr due fastener embedment, spacing, and edge (and end) to service loads or deformations. ESR-1956 L A"4!L91X 4cceptejlApd Trusted Page 3 of 6 Of NO V 5.8 gknchirs rare instellid in jubstrates in holes predrilled 6.1.1 Anchors installed in the face of fully grouted CMU with sarbde-tipped•masenry:drill bits complying with masonry wall construction: Effects of edge distance on ANSI 8212.15-1994, and having the same diameter tension and shear performance(Test Series 4, 5, 13, and as the nominal diameter of the anchor. 14 of AC106), and seismic performance tests(Section 4.6 5.j;C.JctjlaUory:Qer0o*JstrptiA j that tre applied loads are of AC106). jesvitan ttepllowfble lolds deigcribed in this report, 6.1.2 Anchors installed in the top of fully grouted CMU • shed be sebmitied to•!he bailding official. The masonry wall construction with a minimum 13/44nch (44 calculations shall be prepared by a registered design mm) edge distance: Effects on tension and shear professional where required by the statues of the performance(Test Series 4 and 13 of AC106),and seismic 4di1sckt6njA a4* thb' foj9Wis to be constructed. performance tests(Section 4.6 of AC106). 5.10 S I3nJ)eVtiJr?..wJen regtjred, shall be provided 7.0 IDENTIFICATION In aceordanee with 6s"m 4Q. Titan HD screw anchor packaging is marked with the 5.11 Anchors are limited to dry,interior use. Simpson Strong-Tie Company name; product name(Titan 5.12 The Titan HD screw anchors are manufactured by HD); anchor diameter and length; the name or logo of the Simpson Strong-Tie Company under a quality control inspection agency (CEL Consulting); and the evaluation program with inspections by CEL Consulting report number(ESR-1056). In addition, the o symbol and (AA-639) anchor length (in inches) is stamped on the head of each 6.0 EVIDENCE SUBMITTED screw anchor. 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry (AC106), dated June 2006 (editorially revised December 2007), including the following optional tests: FIGURE 1—TYPICAL TITEN HD SCREW ANCHOR TABLE 1A—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' ALLOWABLE LOADS BASED ON ANCHORS ANCHOR LOCA7ION4(in) INSTALLED AT DISTANCES Z CRITICALEDGE DISTANCE,c.*AND SPACING,s., ANCHOR DRILL MIN. 3 (Ibf) DIA? BIT DIA. EMBED. (in.) (in.) (in.) Edge Distance Spacing Critical, Minimum, Critical, Minimum, Tension Shear 3/3 3/e 23/4 12 4 6 3 480 870 '/p 1/2 31/2 12 4 8 4 690 1,385 % % 4'/2 12 1 4 10 1 5 1,060 2,085 3/4 3/4 5'/2 12 1 4 12 6 1,600 3,000 For S1:1 inch=25.4 mm,1 psi=6.89 kPa,1 Ibf=4.48 N. 'Anchors shall be installed a minimum of 04 inches from vertical head joints and T joints.Refer to Figure 2 for permitted and prohibited anchor Installation locations. 2The drill bit diameter shall be equal to the nominal diameter of the anchor.Anchor installation shall comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. 4Crldcal and minimum edge distances,c�,*and c„•„respectively,shall comply with this table.Refer to Figure 2.Critical and minimum spacing,s„* and s„.„respectively,shall comply with this table.Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances,and to Table 3 for anchors installed between critical and minimum spacing. sTabulated loads are for anchors installed in fully grouted masonry wall construction,consisting of Grade N,Type II,lightweight,medium-weight, or normal-weight, dosed-end, concrete masonry units(CMUs) conforming to ASTM C 90. Masonry shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with IBC Section 2103.12(2009 and 2006 IBC)or 2103.10(2003 and 2000 IBC)or IRC Section R609.1.1 as applicable.Mortar shall be Type M or S in compliance with IBC Section 2103.8(2009 and 2006 IBC or 2103.7 (2003 and 2000 IBC)or IRC Section R607,as applicable.The specified compressive strength of masonry,Pm,at 28 days shall be a minimum of 1,500 psi. BTabulated allowable loads are based on a safety factor of 5.0 and are based on special inspection being provided during anchor installation. Special inspection requirements shall comply with Section 4.2 of this report. 'For wind or earthquake loading conditions,allowable loads may be adjusted in accordance with Section 5.3. ESR-1056 I Most Widely Accepted and Trusted ••_ _ _ _Pagg 4 of 6 • •• •. • • : •• •. EOOE DWANCE • • • ••• • • • SAL OM OWANCE .:• : : : i 000 i i ion t�TAM) WTAUAWN IN Tt0 AW FORMWM AtlbwA R • •ACRY • • • •• • • • • • • • • •• • •• • • •• • • • ••• •• • •• • • • • • • • • • ••C•• r&E • • • • •• (We LtlAO TASLE) fN$TALLA Feder NIMAM LOAD CAPAWY NO MtA"TXM NNTMW /l'OF HEAD i09iT FIGURE 2—TITEN HD SCREW ANCHOR INSTALLED IN THE FACE OF GROUT-FILLED CMU (CONCRETE MASONRY UNIT)WALL CONSTRUCTION(Refer to Tables 1,2,and 3) TABLE 10—UBC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT a DISTANCES 2 CRITICAL EDGE DISTANCE,cfp AND ANCHOR LOCATION (In) SPACING,s t°" ANCHOR DRILL MIN. 3 (Ibf) DIA' BIT DIA. EMBED. (in.) (in.) (in.) Edge Distance Spacing Tension Critical, Minimum, Critical, Minimum, Installed with Installed without Shears c" c,,,u, s�?* s„I„ Speciallnspectiod Speciallnspecdon" 3/" 3/8 23/4 12 4 6 3 600 300 1,085 1/2 1/2 31/2 12 4 8 4 860 430 1,730 5/8 "/" 4'/2 12 4 10 5 1,325 665 2,605 3/4 3/4 5'/2 12 4 12 6 1 2,000 1,000 3,750 For SI:1 inch=25.4 mm,1 psi=6.89 kPa,1 Ibf=4.48 N. 'Anchors shall be installed a minimum of 11/4 inches from vertical head joints and T joints.Refer to Figure 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter shall be equal to the nominal diameter of the anchor.Anchor Installation shall comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. °Critical and minimum edge distances,c.,ft and c„*„respectively,shall comply with this table. Refer to Figure 2.Critical and minimum spacing, sm,and s,.%,respectively,shall comply with this table.Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances,and to Table 3 for anchors installed between critical and minimum spacing. "Tabulated loads are for anchors Installed in fully grouted masonry wall construction,consisting of Grade N,Type 11,lightweight,medium-weight, or normal-weight, closed-end,concrete masonry units(CMUs)conforming to UBC Standard 21-4. Masonry shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with UBC Section 2103.4.Mortar shall be Type M or S in compliance with UBC Section 2103.3 and UBC Standard 21-15.The specified compressive strength of masonry,Pm,at 28 days shall be a minimum of 1,500 ?sI. For wind or earthquake loading conditions,allowable loads may be adjusted In accordance with Section 5.4. 'These allowable tension loads are based on a factor of safety of 4.0 and special inspection being provided during anchor installation.Special inspection requirements shall comply with Section 4.2 of this report. "These reduced allowable tension loads are applicable for angors installed without special Inspection and are based on a factor of safety of 8.0. "These allowable shear loads are based on a factor of safety of 4.0 and anchor installation with or without special inspection. ESR-1256 1•MpSLTLe/y jcceptedepd Trusted Page 5 of 6 TABLQ 2-+d�Al;RE�D�ICT�JN FACTORS FOR TITEN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL "1tM f XI$UM$)Qg DISTANCES(Anchors Installed In the Face of Grout-filled CMU Masonry)'A3 LOAD REDUCTION FACTORS FOR ANCHORS INSTALLED AT: MII�I�UM• Critical Edge Distance,c., Minimum Edge Distance,c,,, , ,, ANCHOR&AME�'E* : EMBEDMEIT 61) : i DEFCM * Shear Load Acting: Tension or Shear Load Tension Load Towards Away from Parallel to an Edge an Edge an Edge •��34 i •�• i • i*21/"•06 1.0 1.0 0.58 0.89 0.77 • ' • • • • • 3% • 1.0 1.0 0.38 0.79 0.48 •w s� • • • • ••fin/i• 1.0 0.83 0.30 0.58 0.46 314 1 5'/2 1.0 0.66 0.21 0.38 0.44 For SI:1 inch=25.4 mm. 'The load reduction factors in this table are applicable to the allowable loads shown in Tables 1A and 1 B. 2Reduction factors are cumulative. Multiple reduction factors for more than one spacing or edge distance are calculated separately and multiplled. 3Load reduction factors for anchors loaded in tension or shear with edge distances between critical and minimum are obtained by linear interpolation. TABLE 3-LOAD REDUCTION FACTORS FOR TITEN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL AND MINIMUM SPACING(Anchors Installed in the Face of Grout-filled CMU Masonry)'&3 ANCHOR MINIMUM LOAD REDUCTION FACTORS FOR ANCHORS INSTALLED AT: DIAMETER EMBEDMENT Critical Spacing,sm Minimum Spacing,s,,,,,, (in) DEPTH (in) Tension or Shear Load Tension Load Shear Load 3/3 2314 1.0 0.87 0.62 '/z 3'/2 1.0 0.69 0.62 618 4'/2 1.0 0.59 0.62 3/4 51/2 1.0 0.50 0.62 For SI:1 inch=25.4 mm. 'The load reduction factors in thisble applicable to are app cable to the allowable loads shown in Tables 1A and 1B. 2Reduction factors are cumulative. Multiple reduction factors for more than one spacing or edge distance are calculated separately and multi lied. a p Load reduction factors for anchors loaded in tension or shear with spacing between critical and minimum are obtained by linear interpolation. TABLE 4A-IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN TOP OF GROUT-FILLED CMU MASONRY' ANCHOR LOCATION (in) IBC AND IRC ALLOWABLE LOADS3m(lbf) MINIMUM ANCHOR DRILL Shear DIA. BIT EMBEDMENT DEPTH Minimum Edge Minimum End Minimum Parallel Perpendicular (in) DIA.(in) Distance Distance Spacing Tension (in) to Edge of to Edge of Masonry Wail Masonry Wall % '/2 4'/z 1314 8 8 570 585 160 6/e 6/e 4'/2 13/4 10 10 570 675 160 For SI:1 Inch=25.4 mm,1 pound=4.45 N,1 psi=6.89 kPa. 'The allowable tension and shear loads in Table 4A are applicable when anchors are installed in structures regulated by the IRC or IBC. zMinimum edge and end distances are measured from the anchor centerline to the edge and end of the CMU masonry wall,respectively. Refer to Figure 3.Minimum spacing Is measured from center-to-center of two anchors.Anchors Installed In the mortared head joint are outside the scope of this report. 3The allowable loads In Table 4A are for anchors resisting dead,live,wind,and earthquake load applications.For short-term loading due to wind and earthquake forces,the allowable loads may be adjusted In accordance with Section 5.3. 4Tabulated loads are for anchors installed in fully grouted masonry wall construction consisting of Grade N,Type ,lllightweight,medium- weight,or normal-weight concrete masonry units(CMOs)conforming to ASTM C 90.Allowable minimum nominal dimensions of the CMU shall be 8 inches wide by 8 inches high by 16 Inches long(8"x8"x16").Masonry wall constructlon shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with IBC Section 2103.12(2009 and 2006 IBC)or 2103.10(2003 and 2000 IBC) or IRC Section R609.1.1,as applicable.Mortar shall be Type M or S in compliance with IBC Section 2103.8(2009 or 2006 IBC)or 2103.7 (2003 and 2000 IBC)or IRC Section R607.1,as applicable,and have a minimum compressive strength of 1,500 psi.The specified compressive strength of masonry,fm,at 28 days shalt be a minimum of 1,500 psi. 6Allowable tension and shear loads are based on a safety factor of 5.0,and are based on anchor Installagons with special inspection.Refer to Section 4.2 of this report for special Inspection requirements. ESR-1056 1 Most Widely Accepted and Trusted ��- • 10 --6 •PaLe 6 of 6 • as •• • • w •• 1 TABLE 48--UBC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN qP Sfs'RI!WA8 W4:OR$ ; • ; INSTALLED IN TOP OF GROUT-FILLED CMU MASONR*' • • • • " • • ANCHOR LOCATIO. '(in) UBC ALLOWABLE LOADe(lbf) DRILL Tension i i• ••• •••Shea'• • • ANCHOR BIT MIN. DIA DIA. EMBED. Minimum Installed • " • • •• • • Minimum End Minimum Installbiltheut l;eralle= • • • (in) (in) Edge Distance Spacing with S�ectai••• to fte o1 Perpendicular to (in) Distance Special s Inspection' Masonry Edge of Masonry Inspection 4'/2 13/4 8 8 715 359 • •• .110 •• i i �dO 8/3 6/3 4'/2 13/4 10 10 715 351 • itDO For SI:1 inch=25.4 mm,1 pound=4.45 N,1 psi=6.89 kPa. 'The allowable tension and shear loads in Table 4B are applicable for anchors installed in structures regulated by the UBC. 2Minimum edge and end distances are measured from the anchor centerline to the edge and and of the CMU masonry wall, respectively. Refer to Figure 3.Minimum spacing is measured from center-to-center of two anchors.Moors installed in the mortared head joint are outside the supe of this report. 3The allowable loads in Table 4B are for anchors resisting dead,live,wind,and earthquake load applications. For short-term loading due to wind and earthquake fords,the allowable loads may be adjusted in accordance with Section 5.4. 4 Tabulated loads are for anchors installed in fully grouted masonry wall construction consisting of Grade N,Type II, lightweight, medtum- weight,or normal-weight concrete masonry units(CMOs)conforming to UBC Standard 21-4.Allowable minimum nominal dimensions of the CMU shall be 8 inches wide by 8 Inches high by 16 inches long (8"x8"x16"). Masonry shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with UBC Section 2103.4. Mortar shall be Type M or S in compliance with UBC Section 2103.3 and UBC Standard 21-15.The specified compressive strength of masonry,Pm,at 28 days shall be a minimum of 1,500 psi. °Allowable shear loads are based on a safety factor of 4.0.Special inspection for anchor installation is not required. BAllowable tension loads in the column entitled"Installed with Special Inspection'are based on a safety factor of 4.0.Special inspection shall be provided during anchor installation,and shall comply with the requirements described in Section 4.2 of this report. 'Allowable tension loads in the column entitled"Installed without Special Inspection"are based on a safety factor of 8.0.Special inspection for anchor installation is not required for anchors assigned these reduced allowable tension loads. 1314' Edge a � oa .a►• �• - • Ri Cho I Oa d, q . sv .: a FIGURE 3—EDGE AND END DISTANCES FOR THE TITEN HD ANCHOR INSTALLED IN THE TOP OF CMU MASONRY WALL CONSTRUCTION St10R$S .... a,.� 'ami Shores Village iming Department LORLDA 10050 N.E.2nd Avenue copy Miami Shores, Florida'33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by III J:Lm Turk to perform special inspector services under the Florida Building Code at the ._1275 NE 94th Street project on the below listed structures as of 09/23/2014 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: cX SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>36 LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122A(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) [3C SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. Wissam S. Naamani. P.E. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. 1,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel 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 Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed En ineerlArchitect Name Wissam S. Naamani, P.E. tpm Dynatech Engineering Corp. No%IIIIIIIr/� s �0 Address 750 _West 84th Street. Hialeah J�'43a '�® DATE: September 23, 2014 Phone No. (305) 828-7499 _ ^/o. 396 � c84 e Created on 6/10/2009 p,' STgT�Ofi %s K ®'VAL EOG' .... p�.M Miami Shores Village Building Department RIDA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by to perform special inspector services under theM6: 18 Building Code at the 0K f�L lfiUCE project on the below listed structures as of I (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: RLI-- L4E—151 ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>36 LONG OR T HIGH 2319.17.2.4.2(84409.8.17.2.4.2) )► SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.4) JS( SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) o SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.&1(R4404A.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note.Only the marked boxes apply. The following Individual(s)employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel 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 Village Building Department Inspector.All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/ hiteet Q Name AV IrD be PW4 5 ,Af om A` 1710060U mis AVE. Sere 2?.O :!;0UVY 54&5 B ACC I FL 33160 DATE: Phone No. Created on 6110/2009 Miami Shores Village Building Department App► xa 2 is 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No. pz� PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL F-1 PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION JkHOP CONTRACTOR DRAWINGS JOB ADDRESS: 12— —15 Q6 e?jq " ` City Miami Shores County: Miami Dade Zia: �C) Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: j FFE: OWNER:Name(Fee Simple Titleholder): 7_1_YY u I� Phone#: �05 7 of 11412— Address: City: State: Zi : Q Tenant/Lessee Name: Phone#: Email: �, p r / CONTRACTOR:Company Name: �-� rlA ' Phone#: 3()5- 2 lb l0 8 0-7 Address: City: ) �a'Y) ` State: Zip:• rr33J � lr l l� Qualifier Name: & o �l✓�`P Z Phone#:, 0J- 2-1( 1�+� � n l r l - State Certification or Registration#: !'1 I2;l2`Q� 3 )certificate of Competency#: n - DESIGNER:Architect/Engineer: I C+o C I� �f L) C JL Phone#: '31) Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ AlterationID New ❑ Repair/Replace ❑ Demolition Description of Work: S bop d ra W I nUE ::17�uA's Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ �'( Q1 Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ q Revised02/24/2014) or rw Bonding Company's Name(if applicable) Bonding Company's Address City State Zip 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 Signature —e"�///'A OWNER or AGENT CONTRACTOR The foregoing instrument was ?acknowledged before me this The fTill ng instrument was/acknowledged before me this day of. ��t ! ,20 ,by day of �l+ 1 — 20 l .by who is personally known to k ff-hYQ2— who is personally known to me or who has produced jp� as me or who has produced D� as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign Sign: Print: Vpe—&A"t Feg LA N----' Print: Ls kuLf�'Z�s JenNfw Seal: JMWGr Laird Seal: NOTARY PUBLIC STATE OF FLORIDA NOTARY PUBLIC COMWFF1WM STATE FLORIDA *************** �e** ires ��`******************************' res 8/24/2018 APPROVED BY Plans Examiner Zoning AJti Structural Review Clerk (Revised02/24/2014) P.1 CERTIFICATE OF LIABILITY INSURANCE 4DATE JUM /752/7/2�Dlrr"r' 015 THIS CERTIFICATE IS rim UED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES N AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFTE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE ORODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the cerl Ificate holder Is an ADDITIONAL INSURED,the pollcyges)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate bolder In lieu 3f such endorsement(s). PRODUCER CONTACT Ilfari. FiBk. NAME: rnternational Insurance Center, Inc. PHONE . (305)279-5446 FAx(AA goIAC. (305)279-4043 7990 819' 117 Averse ADDRees,maria@iic.cc Suite 209 INSAFFORDING COVERAGE NA1Cs Miami. FL 33183 UNsuRERA:Scott:sdale Insurance Company INSURED INSURI9R B- Ness Carmel LLC, DBA: Ness INOURERC: 15456 SW 117 Lang INSURERD: INSURER E- Miami FL 33196 INBURERF• COVERAGES CERTIFICATE NUMBER:CL152901044 REVISION NUMBER- THIS 15 70 CERTIFY THA THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHST MNG ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE :S !UED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONor IONS OF SUCH POLICIES,LIMITS SHOWN MAY HAVE SEEN REDUCED BY PAID CLAIMS. 1NSR TYPE OF INS CE PO POLI Y EXP LSIITg WVUPOLICY NUMBER GENERALLIABILITY EACH OCCURRENCE S 1,004,000 S COMMERCIAL 0:-NM L LIABILITY DANPREKM T Ee ENT9 encs $ 100,000 A CLAJM844ADE OCCUR BS2160812 /4/201$ /0/2016 -MED EI(P(Any onepe+aon $ 5,000 PERSONAL SADV INJURY S 1 000,000 GENERAL AGGREGATE $ 2,000,000 OENLAdGREGAT:LIMIT al.IE9 PER: PRODUCTS-COMP/OP AGG $ 2,000,000 X POL!CY P30 LOC $ AUTOMOBILE LIABILITY MBQNED IN L:M ANY AUTO eOOLY INJURY(Por poman) $ ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Par soddeat) $ HIRED AUTOS AUT QED P�ARTY DAMAGE $ UMBRELLA UAB OCCUR EACH OCCURRENCE $ E)cess um C AIMS-MADE AGGREGATE $ DED RETE 5 WORKERS COMPENSATIO $ AND EMPLOVERV UASI 1NC 711- DTH' OFFICERMANY Q BEOR PEXCYIN LUARTNEF D 7 CUnVE E] MIA EL.EACH ACCIDENT is (Marrdateryln NHI Nyes daemLalafdar E.L.DISEASE-FIAEMPLOYEE$ DE PTK1N OF OP RATA NS Oebw E.L.DISEASE-POLICY LIMIT I S OESCRmTM OP OPERATIONS! OCATIONS 1 VEHICLES(Attach ACORD 161,Additional Remarks Schedule.If more spocs b regtared) License # CHC12524 8 CERTIFICATE HOLDER CANCELLATION (305)756-8972 8H0ULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami. Shores village ACCORDANCE WITH THE FOUCY PROVISIONS. Rui.lding Der.artment 1.0050 NE 2 31ve AUTHORIZEDPMRESENTATNE Miami Shorea , FL 33138 Edward Cabassa/Cr 25(2010105) IFjgw5 0 1908 2010 ACORD CORPORATION. All rights reserved. INCm9SMntnlfa\n1 Tisa Arun 1 nare,n aef,i L-n ft nrs ranie4nrm/msrrrc of j%rno 1 i l • • ••• • • • • • see MIAM�QADE • Q • MIAMI-DADE COUNTY • • ;RODI;CT L-ONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY AFFAIR4(PMA) ; ••• 11105 M6 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION ' " • ••• •:ViamC Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE NOA •• • • „ www.miamidade.¢ov/pera Eagle Roofing Products LLC ITY 1575East C.R. 470 • Sumterville,FL 33585 SCOPE: This NOA is beingissued under the applicable rules and regulations governing peonsrionViterials. The Pp g g gdocumentation submitted has been reviewed and accepted by Miami-Dade Coun oduct Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(Att). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Bel Air,Bel Air Double Eagle,Ponderosa,Ponderosa Double Eagle,Golden Eagle Low Profile Concrete Tiles LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This revises NOA# 11-0321.02 and consists of pages 1 through 10. The submitted documentation was reviewed by Alex Tigera. r v NOA o N Date: 30.04 /05/16 MMa�;counlTr Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 1 of 10 •►Q: DIVISION OF •• Environmental Health Florida Health r Miami-Dade County*01 OSTDS/Well Division 11805 SW 26th Street•Miami,FL 33175 Inspector ��c'�►-�drz �'1')i��,` Date Address i a 75 N E: qy st OSTDS# n P I 15127q-tJ Comments: SIG swS$m Cor-rs +rucJ-1U-1 a Signature • • 0 000 ROOFING ASSEMBLY APPROVAL 0 •• •; • Category: Roofing •• :•: : ••; Sub Category: Roofing Tiles *00 Material: Concrete .. . . . .. ... 1. SCOPE: .. This approves a new roofing system using "Low Profile Concrete Tile" as manufactured by Eagle Roofing Products LLC in Sumterville, FL and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION: Manufactured by Test Product Applicant Dimensions Specifications Description Bel Air Concrete Tile L= 17" TAS 112 Flat profile concrete roof tile equipped with two W= 12 '/4" nail holes. For adhesive set,direct deck or Thickness= '/2" battened nail-on applications. Bel Air Double Eagle L= 17" TAS 112 Flat profile concrete roof tile equipped with two Concrete Tile W= 12 '/4" nail holes. For adhesive set,direct deck or Thickness= '/2" battened nail-on applications. Ponderosa Concrete Tile L= 17" TAS 112 Flat profile concrete roof tile with slate finish W= 12 '/4" equipped with two nail holes. For adhesive set, Thickness= '/z" direct deck or battened nail-on applications. Ponderosa Double Eagle L= 17" TAS 112 Flat profile concrete roof tile with shake finish Concrete Tile W= 12 '/4" equipped with two nail holes. For adhesive set, Thickness='/2" direct deck or battened nail-on applications. Golden Eagle Concrete L= 17" TAS 112 Flat profile concrete roof tile brushed finish Tile W= 12 '/4" equipped with two nail holes. For adhesive set, Thickness='/2" direct deck or battened nail-on applications. Trim Pieces I=varies TAS 112 Accessory trim,clay roof pieces for use at hips, w=varies rakes,ridges and valley terminations. varying thickness Manufactured for each tile profile. NOA No.:12-0430.04 �IAMMAD C. Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 2 of 10 .. .. . .. .: ... 2.1 EVIDENCE SUBMITTED: ••• ••• •; ; Test A¢ency Test Identifier iAt1Y�ne/lk port: : Date PRI Asphalt Technologies ERPF-001-02-01 TAS 112 Aug. 2006 Redland Technologies 7161-03 Staxic Lrpljft.?gt01% ;•• .. Dec. 1991 Appendix III ••T.W 182: ;• •• ..' . . . . ; Redland Technologies 7161-03 Static Oplift f estfn j '•• •• Dec. 1991 Appendix III TAS 102(A) Redland Technologies 7161-03 Wind Tunnel Testing Dec. 1991 Appendix II TAS 108(Nail-On) Redland Technologies P0402 Withdrawal Resistance Testing of screw vs. Sept. 1993 smooth shank nails Redland Technologies Letter Dated Aug. 1, Wind Tunnel Testing Aug. 1994 1994 TAS 108(Nail-On) Redland Technologies P09647-01 Wind Tunnel Testing Aug. 1994 TAS 108(Mortar Set) The Center for Applied 94-084 Static Uplift Testing May 1994 Engineering,Inc. TAS 101 (Mortar Set) The Center for Applied 25-7094-(2, 5,&8) Static Uplift Testing Oct. 1994 Engineering,Inc. TAS 102 The Center for Applied 25-7183-(5 thru 6) Static Uplift Testing Feb. 1995 Engineering,Inc. TAS 102 The Center for Applied 25-7214-(1, 5 , &8) Static Uplift Testing March, 1995 Engineering, Inc. TAS 102 The Center for Applied 25-7487-2 Static Uplift Testing Dec. 1995 Engineering, Inc. TAS 102 The Center for Applied 25-7496-(1 &4) Static Uplift Testing Dec. 1995 Engineering, Inc. TAS 102 The Center for Applied 25-7804-6 Static Uplift Testing Sep. 1996 Engineering,Inc. TAS 102 Celotex Corporation Testing 520109-1 Static Uplift Testing Dec. 1998 Service 520111-4 TAS 101 Celotex Corporation Testing 520191-1 Static Uplift Testing March 1999 Service TAS 101 Walker Engineering,Inc. Calculations Aerodynamic Multiplier Sep. 2006 Walker Engineering,Inc. Calculations Restoring Moments Due to Gravity Sep. 2006 NOA No.:12-0430.04 FW\DECOUNTY Eg iration Date: 10/05/16 CMIAM ....• • P Approval D ate: 08/02/12 Page 3 of 10 3. LIMITATIONS: ••• • 3.1 Fire classification is not part of this acceptance. ••• ••• ••. ••; 3.2 For mortar or adhesive set tile applications, a static field uplift test in accordance with TWI 06?nay required, refer to applicable building code. 3.3 Applicant shall retain the services of a Miami-Dade County CertiflVd%%burgtmy to.pa�lZrrn•Quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be subatt1d:oxhi lgiJd*ng Cone Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Eagle Roofing Products LLC Bel Air, Bel Air Double Eagle, Ponderosa, Golden Eagle, Ponderosa Double Eagle Flat Concrete Roof Tiles and its components shall be installed in strict compliance with Roofing Application Standard RAS 118,RAS 119 and RAS 120. 4.2 Data For Attachment Calculations Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile Weight-W (lbf) Length-I (ft) Width-w (ft) Bel Air, Bel Air Double Eagle, 11.4 1.42 1.03 Ponderosa, Golden Eagle, Ponderosa Double Eagle Flat Tile Table 2: Aerodynamic Multipliers -A (ft) Tile Profile It (ft ) (ft ) Batten Application Direct Deck Application Bel Air, Bel Air Double Eagle, 0.301 0.278 Ponderosa, Golden Eagle, Ponderosa Double Eagle Flat Tile NOA No.:12-0430.04 MIAMI•DADE COUNTY ...� � Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 4 of 10 • ... .. .. . . . .. .. . . . . . . . . . . . • 0 0 0 .:. Table 3: Restoring Moments due to r, r�v�ty�- 01tlt-IIfl Tile 3":12" 4":12" 5":12',0 „ •� "T4" ••¢reaterthan Profile 000 7":12" Bel Air, Bel Air Battens Direct Battens Direct Battens Direst Battens. DVVFt fattens Direct Double Eagle, Deck Deck D;tk Clack • Deck Ponderosa, 7.48 7.71 7.37 7.59 7.22 7,44 :70Q5 1.27 � 6.86 7.07 Golden Eagle, Ponderosa Double Eagle Flat Tile Table 4: Attachment Resistance Expressed as a Moment - Mf(ft-lbf) for Nail-On Systems Tile Fastener Type Direct Deck Direct Deck Battens Profile (min 15/32" plywood) (min. 19/32" plywood) Bel Air, Bel 2-10d Ring Shank Nails 30.9 38.1 17.2 Air Double 1-10d Smooth or Screw 7.3 9.8 4.9 Eagle, Shank Nail Ponderosa, 2-10d Smooth or Screw 14.0 18.8 7.4 Golden Shank Nails Eagle, 1 #8 Screw 30.8 30.8 18.2 Ponderosa 2#8 Screw 51.7 51.7 24.4 Double 1-10d Smooth or Screw 24.3 24.3 24.2 Eagle Flat Shank Nail Field Clip) Tile 1-10d Smooth or Screw 19.0 19.0 22.1 Shank Nail Eave Clip) 2-10d Smooth or Screw 35.5 35.5 34.8 Shank Nails Field Clip) 2-10d Smooth or Screw 31.9 31.9 32.2 Shank Nails Eave Clip) 2-10d Ring Shank Nails 50.3 65.5 48.3 1. Installation with a 4" tile headlap and fasterners are located a min. of 2'/" from head of tile. NOA No.:12-0430.04 WMLAMI-DADE COUNTY Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 5 of 10 .. .. . . . .. .. . . . . . . . . . . . Table 5: Attachment Resistance Expressect ap a'IVlomeht Wf4ft 1120 • for Two Patty Adhesive Set Sygtetips •� Tile Tile Application Minimum Attachment Profile 0. 0 0 Resistance Bel Air, Bel Air Double Eagle, Adhesive •• ;•; ; '. 31.3 Ponderosa, Golden Eagle, Ponderosa ..' : : ••• ; ; g•o •o• Double Eagle Flat Tile 1 See manufactures component approval for installation requirements. 2 Flexible Products Company TileBond Average weight per patty 13.9 grams. 3M TM 2-Component Foam Roof Tile Adhesive AH-160 Average weight per patty 8 grams. Table 6: Attachment Resistance Expressed as a Moment - Mf(ft-Ibf) for Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Bel Air, Bel Air Double Eagle, 3M 2-Component Foam Roof Tile Adhesive AH-160 118.9 Ponderosa, Golden Eagle, 31VI2-Component Foam Roof Tile Adhesive AH-160 40.4 Ponderosa Double Eagle Flat Tile 3 Large paddy placement of 45 grams of Pol Pro T"" 4 Medium paddy placement of 24 grams of Pol Pro TM Table 7: Attachment Resistance Expressed as a Moment - Mf(ft-Ibf) for Mortar Set Systems Tile Tile Attachment Profile Application Resistance Bel Air, Bel Air Double Eagle, Ponderosa, Golden Mortar Set5 43.9 Eagle, Ponderosa Double Eagle Flat Tile 5 Tile-Tite Roof Tile Mortar. NOA No.:12-0430.04 M�arn•oonecouNnr Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 6 of 10 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... 5. LABELING : • • All tiles shall bear the imprint or identifiable njartcing p thj Manu jacturor's 6;ne or logo (See Detail Below), or following statement: "Miami-Dade'County Proc"ct CoAft Approved". •• ••• 0•• . .. .MMOMMOOMM864,N)i . . . mmmoft EAiiLEY FLORIDA BEL AIR,BEL AIR DOUBLE EAGLE,PONDEROSA,GOLDEN EAGLE,PONDEROSA DOUBLE EAGLE CONCRETE ROOF TILE LABEL,SUMTERVILLE PLANT (LOCATED ON UNDERSIDE OF TILE) 6. BUILDING PERMIT REQUIREMENTS: 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 this Notice of Acceptance. 6.1.2 Any other documents required by Building Official or Applicable building code in order to properly evaluate the installation of this system. NOA No.:12-0430.04 Mw►hi•aanE C=OUNTYExpiration Date: 10/05/16 Approval Date: 08/02/12 Page 7 of 10 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... PROFILE Digjj yiNG •• ••• . . . . . . . . . . . . . . . .. . . .. . ... . .. . .. ... . 7" 121•, BEL AIR 17" 12'i�u BEL AIR DOUBLE EAGLE NOA No.:12-0430.04 r�uuhi•aaDe C=OUNTYExpiration Date: 10/05/16 Approval Date: 08/02/12 Page 8 of 10 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... 40 i 17" 12'x" PONDEROSA 7 • 12- n PONDEROSA DOUBLE EAGLE NOA No.:12-0430.04 r IAMI•oaoe COUNTY Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 9 of 10 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . . .::. . . . . . ... . . . . ... . . . . . . . . .. . . . . . . . . . . . . . . . .. . .. ... . .. ... .. 17 12',x" w ,► GOLDEN EAGLE END OF THIS ACCEPTANCE NOA No.:12-0430.04 hnAMI•DADE CO" Expiration Date: 10/05/16 Approval Date: 08/02/12 Page 10 of 10 MIAME MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY AFFAIRS(PERA) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami,Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/pera 3M Company 3M Center Building 0220-05-E-06 St.Paul,MN. 55144-1000 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County PERA-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 3MTM 2-Component Foam Roof Tile Adhesive AH-160 LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city, state and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site al Jh jjegt:es.t of the Bolding Official. . . . . : . . This renews and revises NOA# 11-0124.04 and•consi;ts•of'pw�e; l AwAgh 7. The submitted documentation was reviewed b�•Al&Agettl. •• • NOA No.: 12-0228.18 • Expiration Date: 05/10/17 Muar�FAPPR Courmr Approval Date: 05/10/12 ••• ... Page 1 of 7 . .. .. . . . .. .. ... . . . ... . . ROOFING COMPONENT APPROVAL: Category: Roofing Sub Category: Roof tile adhesive Materials: Polyurethane SCOPE: This approves 3MTM 2-Component Foam Roof Tile Adhesive AH-160 as manufactured by 3M Company as described in Section 2 of this Notice of Acceptance.For the locations where the design pressure requirements,as determined by applicable building code,does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low,and high profile roof tiles system using 2-Component Foam Roof Tile Adhesive AH-160. Where the attachment calculations are done as a moment based system for single patty placement,and as an uplift based system for double patty systems PRODUCTS MANUFACTURED BY APPLICANT: Product Dimensions Test Product Description Specifications 3MTM 2-Component Foam N/A TAS 101 Two component polyurethane foam adhesive Roof Tile Adhesive AH- 160 Foam Dispenser RTF 1000 N/A Dispensing Equipment ProPack® 30& 100 N/A Dispensing Equipment PRODUCTS MANUFACTURED BY OTHERS: Any Miami-Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list moment resistance values with the use of 2-Component Foam Roof Tile Adhesive AH-160 roof tile adhesive. MANUFACTURING LOCATION: 1. Tomball,TX. PHYSICAL PROPERTIES: Proper Test Results Density ASTM D 1622 1.6 lbs./ft.3 Compressive Strength ASTM D 1621 18 PSI Parallel to rise 12 PSI Perpendicular to rise Tensile Strength ASTM D 1623 28 PSI Parallel to rise Water Absorption ASTM D 2127 0.08 Lbs./Fe Moisture Vapor Transmission ASTM E 96 3.1 Perm/Inch Dimensional Stability ASTM D 2126. . +p.0.7%.Volume Change @-40'F.,2 weeks • •; :4.4/0 Volume Change @158'F., 100%Humidity,2 . . Closed Cell Content ASTM D 2856 86% . ... .. . .. . ... . .. . . .. . . .. . . . . . . . . NOA No.: 12-0228.18 ' � Expiration Date: 05/10/17 MIAMI•DAD;couNTY Approval Date:05/10/12 ••• ••• Page 2of7 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Note: The physical properties listed above are presented as typical average values as determined by accepted ASTM test methods and are subject to normal manufacturing variation. EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date Center for Applied Engineering 494-060 TAS 101 04/08/94 257818-1PA TAS 101 12/16/96 25-7438-3 SSTD 11-93 10/25/95 25-7438-4 25-7438-7 SSTD 11-93 11/02/95 25-7492 SSTD 11-93 12/12/95 Miles Laboratories NB-589-631 ASTM D 1623 02/01/94 Polymers Division Ramtech Laboratories, Inc. 9637-92 ASTM E 108 04/30/93 Southwest Research Institute 01-6743-011 ASTM E 108 11/16/94 01-6739-062b[l] ASTM E 84 01/16/95 Trinity Engineering 7050.02.96-1 TAS 114 03/14/96 Celotex Corp. Testing Services 528454-2-1 TAS 101 10/23/98 528454-9-1 528454-10-1 520109-1 TAS 101 12/28/98 520109-2 520109-3 520109-6 520109-7 520191-1 TAS 101 03/02/99 520109-2-1 LIMITATIONS: 1. Fire classification is not part of this acceptance. Refer to the Prepared Roof Tile Assembly for fire rating. 2. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 shall solely be used with flat, low, &high tile profiles. 3. Minimum underlayment shall be in compliance with the Roofing Application Standard RAS 120. 4. Roof Tile manufactures acquiring acceptance for the use of 3MTM 2-Component Foam Roof Tile Adhesive AH- 160 roof tile adhesive with their tile assemblies shall test in accordance with TAS 101. 5. Roof Tile manufactures acquiring acceptance for the use of HANDI-STICK roof tile adhesive with their tile assemblies shall test in accordance with TAS 101 with section 10.4 as modified herein. F ' W 2 •• ... . . . . . .. F'= .. . . .. . . . . ... . MS .. ... .. . . . .. . ... .. . .. . ... . .. . . .. . . :. : 0,0 0 : NOA No.: 12-0228.18 taiaai•�ne couNrr Expiration Date: 05/10/17 .�Fj ,, l Approval Date: 05/10/12 • Page 3 of 7 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . INSTALLATION: 1. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of 3MTM 2-Component Foam Roof Tile Adhesive AH-160. 2. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of 3MTM 2-Component Foam Roof Tile Adhesive AH-160 shall provide sufficient attachment resistance,expressed as an uplift based system,to meet or exceed the uplift resistance determined in compliance with Miami-Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA. 3. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 and its components shall be installed in accordance with Roofing Application Standard RAS 120, and 3M Company's 3MTM 2-Component Foam Roof Tile Adhesive AH- 160 Operating Instruction and Maintenance Booklet. 4. Installation must be by a Factory Trained'Qualified Applicator'approved and licensed by 3M Company. 3M Company shall supply a list of approved applicators to the authority having jurisdiction. 5. Calibration of the Foam Dispenser RTF 1000 dispensing equipment is required before application of any adhesive. The mix ratio between the "A" component and the "B" component shall be maintained between 1.0-1.15 (A): 1.0 (B). The dispense timer shall beset to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings shall be,approved. 6. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 shall be applied with Foam Dispenser RTF 1000 or ProPack® 30& 100 dispensing equipment only. 7. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 shall not be exposed permanently to sunlight. 8. Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes after 3MTM 2- Component Foam Roof Tile Adhesive AH-160 has been dispensed. 9. 3MTM 2-Component Foam Roof Tile Adhesive AH-160 placement and minimum patty weight shall be in accordance with the'Placement Details'herein. Each generic tile profile requires the specific placement noted herein. Table 1: Adhesive Placement For Each Generic Tile Profile Tile Profile Placement Detail Single Paddy Weight Two Paddy Weight per Min. (grams) paddy Min. (grams) Flat,Low, High Profiles 41 35 N/A High Profile(2 Piece Barrel) 41 17/side on cap and 34/ an N/A Flat,Low,High Profiles 42 24 N/A Flat,Low, High Profiles 43 8 .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... .. . .. . ... . .. . . .. . . . .. . . . . . . . . NOA No.: 12-0228.18 ' Expiration Date: 05/10/17 MIAMMDAD;COUNTY Approval Date: 05/10/12 a ••• ... Page 4of7 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . LABELING: All 3MTM 2-Component Foam Roof Tile Adhesive AH-160 containers shall comply with the Standard Conditions listed herein. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or applicable building code in order to properly evaluate the installation of this system. ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY Nail through plastic cement Paddy(Beneath Tile) Nall through plastic cement Paddy(Beneath Tile) Underlayment Underlayment 1 1 101n in 10 In. 2 In Eave Course o Fascia Eave Course Fascia Weephole Eave course only: Eave course only: Eave closure ClosureKeep adhesive approx. Keep adhesive approx. Drip edge I Eave 4 in.up from weepholes 4 in.up from weepholes Nail through plastic cement Paddy(Beneath Tile) onal M1 for 1)Place enough adhesive to achieve 17 to 23 h a Undedaym nt square Inches in contact with the pan Ole P applications Nail through PI stic cement 2)Tum covers upside down.Place adhesive 112 in. - To 1 in.From outside edge of cover file. Then install the Ole. o Underlayment 10 in. Eave Course o o Eave Closure Remov Eave course only: top portion Sheathing Keep adhesive approx.4 in.up Fascia of the eave from vreepholes course cover tile. Abut to second course of Optional pan tiles.Ensure eave end of Point up hbrtar pan and cover tiles are •• ••• •Hugh at safe line.* • on longitudinal • • • . . . • • • edges of Ole '• • •14e cl�sur� .• Aghole Fascia 8o • •(nlartar`hovar) • . • . .. . . . . . . . . NOA No.: 12-0228.18 Expiration Date: 05/10/17 �ffnggxrtlahtMo�we jaj Approval Date: 05/10/12 ... ... Page 5 of 7 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY Nail through plastic cement Paddy(Beneath Tile) Nail through plastic cement Paddy(Beneath Tile) UnderlaymeM1 Underlayme ° M 1 7m�' 2in. ° 7 In. ° Eave Course Fascia Fascia Weephole Eave Course Eave closure Eave Closure Drip edge Nail through plastic cement Paddy(Beneath Tile) Undedayment 7 in in. Eave Closure Eave Course Fascia • :. : : : : NOA No.: 12-0228.18 Expiration Date: 05/10/17 MIAMHDAD;COUNTY Approval Date: 05/10/12 ••• • . . . .•. . Page 6of7 . .. .. . . . .. .. ... . . . ... . . ADHESIVE PLACEMENT DETAIL 3 DOUBLE PATTY Nail through plastic cement Paddy Nail through plastic cement Single paddy under tile (between tile) Underlayment 9 paddy Single add between tile Paddy 2 in.x 7 in.medium (under tile) o size paddy eave course only SSingle paddy in• undertile r �n.x3in. I x 3 in. 4 in. . 2 in. Single Single paddy on 2 in. 4 in• Q paddy on �� ~� under- under- layment Q layment 0 Single paddy Fascia Eave course on top of tile Weephole Single paddy 2 in.X 7 in.medium Course Eave closure on top of file size paddy eave fascia course only Drip edge Nail through plastic cement Single paddy under the Single paddy between tile 1r�e 3 in.x 3 in. 4 in. Single/paddy on underlayment 2 in. Single paddy Eave Closure on top of the 2 in,x 7 in,medium Eave Course size paddy eave course only Fascia END OF THIS ACCEPTANCE .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. • • 000: :•: . :•: :•: NOA No.: 12-0228.18 • • Expiration Date: 05/10/17 CMLAAMIM-DADE C=OUNTY Date: 05/10/12 ••• • • • • ••• • • Page 7of7 • • • • • • • • • • • •• •• • • • •• •• ••• • • 0 ••• 0 0 MIAMFDIADE MIANn-DADS COUNTY 0M PRODUCT CONTROL SECTION 11805 SW 26 Street.Room 208 DEPARTMENT OF REGI.`LATORY AND ECONOMIC RESOURCES(RER) Miami.Florida 3317i-2.374 BOARD AND CODE.ADMINISTRATION DIVISION T(786).-,15-25901:(786)31525-99 NOTICE OF ACCEPTANCE (NOA) wicic.miamidade.eoc/cconom% GAF 1361 Alps Road Wayne,NJ 07470 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the Al IJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. It' this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material %0hin their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: : GAF Ruberoid"Modified Bitumen Roof System for Concrete Decks LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision of- change rchange in the materials, use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be avUHable•forjn;)ectiornate heieb site at the request of the Building Official. This NOA renews and revises NOg No!08-102 0. -2 ar+d consists of pages I through 43. The submitted documentatibfi w215?evittved•by iAe•L•*Acebo. ... . .. . . .. . • NOA No.: 13-0409.03 MIAMI-DADECOUNTY ' Expiration Date: 11/06/14 1-1 A I A ApproN-al Date: 09/26/13 ... .. Page 1 of 43 . .. .. . . . .. .. ... . . . ... . . ROOFING SYSTEM APPROVAL } Categorv: Roofing Sub-Categorv: Modified Bitumen s Material: APP/SBS f Deck Tvim Concrete Maximum Design Pressure -495 psf TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: 3 TABLE 1 Test Product l Product Dimensions S eci,1 fication Description 1 } GAFGLAS"'Ply 4 39.37" ASTM D2178 Type IV asphalt impregnated glass felt with (I meter) Wide asphalt coating. Tri-Ply*Ply 4 39.37' ASTM D2178 Type 1V asphalt impregnated glass felt with (1 meter) Wide asphalt coating. GAI=GLAS" flexPly"`6 39.37" ASTM D2178 Type VI asphalt impregnated glass fi It with (I meter) Wide asphalt coating. GAFGLASk"#75 Base Sheet 39.37" ASTM D4601 "Type 1I, Asphalt impregnated and coated (1 meter) Wide glass mat base sheet. Tri-Ply''#75 Base Sheet 39.37" ASTM D4601 Type It Asphalt impregnated and coated (I meter) Wide glass mat base sheet. GAFGLAS'"`480 Ultima" Base 39.37" ASTM D4601 "Type 11, Asphalt impregnated and coated, Sheet (1 motel.) Wide fiberglass base sheet. Weather Watch's XT 36"x 50' rolls ASTM D 1970, Mat surfaced modified, fiberglass 36"x 66.7' reinforced, bituminous sheet material for as rolls use a leak barrier underlayment. GAFGLASk'Stratavenf'`` 39.37" ASTM D4897 Fiberglass base sheet coated on both sides Eliminator" Perforated (I meter) Wide with asphalt. Surfaced on the bottom side Venting Base Sheet with mineral granules embedded in asphaltic coating with factory perforations. GAFGLAS"Stratavemt' 39.37" ASTM D4897 A nailable, fiberglass base sheet coated on Eliminator"' Perforated (I meter.) Wide both sides with asphalt. Surfaced on the. Nailable Venting Base Sheet bottom side %vith mineral granules embedded in asphaltic coating. GAFGLAS*'Mineral Surfaced 39.37" AS'- M 153909 Asphalt coated,glass fiber mat cap sheet Cap Sheet (I meter) Wide surfaced with mineral granules. Tri-Ply'"'Mineral Surfaced Cap 39.37" ASTM D3909 Asphalt coated,glass fiber mat cap sheet Sheet (1 meter)Wide surfaced with mineral granules. GAFGL.ASI''LnergyCap— BUR 39.37" ASTM D3909 Asphalt coated,glass fiber mat cap sheet Mineral Surface Cap Sheet (1 meter) Wide surfaced with mineral granules with factory applied EnergyCote" Ruberoid" S13S I-Ieat-Weld"`25 1 meter ASTM D6163 SBS modified asphalt base sheet reinforce (39.37") Wide with a glass fiber mat. Ruberoid'' SBS Heat-WeldT" 1 meter ASTM D6164 Non-Woven Polvester mat coated with Smooth •••( �'d7: 3JVicT�r ••' polymer modified asphalt and smooth • •• ••• surfaced. Ruberoid'" SBS ficat-Weld"••• ••? nl&;r••• AS'['11[-156164 Non-Woven Polyester mat coated with Granule (39.37")Wide polymer modified asphalt and surfaced with • ••• •• • •• • mineral granules. ••• •• •• NOA No.: 13-0409.03 . . . . . . . . . . . . . MIAMI•DADE COUNTY • ••• ••• ••• ••• Expiration Date: 11/06/14 Approval hate: 09/26/13 Page 2 of 43 . . . . . . . . . . . .. .. . . . .. .. •.. . . . •.. . . Test Product Product Dimensions Specification Description Ruberoid' SBS Heat-Weld" I meter ASTM D6164 Non-Woven Polyester mat coated with lire 170 FR (39.37") Wide retardant polymer modified asphalt and stn faced with mineral granules, Ruberoid"SBS Heat-Weld" 1 meter ASTM D6164 Non-Woven T'olycster mat coated with Plus (39.37") Wide polymer modified asphalt and surfaced with mineral granules. [ Ruberoida SBS Heat-Weld!" I meter ASTM D6164 Non-Woven Polyester mat coated with fire Plus FR (39.37")Wide retardant polymer modified asphalt and surfaced with mineral granules. Ruberoid' EnergyCap'" SBS 1 meter ASTM D6164 Non-Woven Polyester mat coated with fire Heat-WeIC Plus FR (39.37) Wide retardant polymer modified asphalt and surfaced with mineral granules and with factory applied EnergyCote. Ruberoid Torch Smooth 39.37" ASTM D6222 Non-Woven Polyester mat coated with APP (I meter)Wide modified asphalt and smooth surfaced. 'I ri-Plyk_TP-4 39.37" ASTM D6222 Non-Woven Polyester mat coated with APP (1 meter)Wide modified asphalt and smooth surfaced. Ruberoi& Torch 39.37" ASTM D6222 Non-Woven Polyester mat coated with APP Granule (1 meter) Wide modified asphalt and surfaced with mineral granules. Ruberoid" Torch 180 39.37" ASTM D6222 Non-Woven Polyester mat coated with ATT (1 meter) Wide modified asphalt and surfaced with mineral granules. RoofMatch' APP Modified 107 sq. ft. ASTM D6222 Non-Woven polyester mat coated with Granular (9.9 m2) polymer modified asphalt and surfaced with colored mineral granules. Tri-Ply`TP-4G 39.37" ASTM D6222 Non-Woven Polyester mat coated with APP (I meter) Wide modified asphalt and surfaced with mineral granules. Ruberoid" Torch FR 39.37' ASIN D6222 Nan-Woven polyester mat coated with fire (1 meter) Wide retardant polymer modified asphalt surfaced with mineral granules. Ruberoid'' EnergyCap"' 39.37" ASTM D6222 APP modified cap membrane with a torch Torch Plus FR (1 meter) Wide grade bottom surface and a mineral granular top surface coated with factory applied EnergyCote''. Ruberoid` EnergyCap'' 39.37" AS"fM D6222 APP modified cap membrane with a torch Torch Granule FR (1 meter)Wide grade bottom surface and a mineral granular top surface coated with factory applied EnergyCote"'. Ruberoid'20 39.37 ASTM D6163 SBS modified asphalt base sheet reinforce ••• (4 61"elert Wide - - .00 with a glass fiber mat. Ruberoid� 30 •. •;3tj.SJ"; hT;4D6163 Non-Woven fiberglass mat coated with ..• (J.r�ieCt�j WuR ; polymer modified asphalt and surfaced with mineral granules. . ... .. . .. . ... . .. . . .. . . • :SQA No.: 13-0309.03 . .. . . . . . . . . MIAMI-DADE COUNTY • Expiration Date: 11/06/14 "'• Approval Date: 09/26/13 ••• ... Page of 43 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . I Test Product Product Dimensions Specification Description Ruberoid*' 30 FR 39.37" ASTM D616') Non-Woven fiberglass mat coated with fire (1 meter)Wide retardant,polymer modified asphalt and surfaced with mineral granules. Ruberoid'` Mop Granule 39.37" ASTM D6164 Non-Woven polyester mat coated with f (1 meter)Wide polymer modified asphalt and surfaced with mineral granules. Tri-Plyy SBS Modified 39.37" ASTM D6164 Non-woven polyester mat coated with s Bitumen Membrane (I meter)Wide polymer modified asphalt and surfaced with mineral granules. Roof MatchT"SBS Modified 107 sq. ft. ASTM D6164 Non-Woven polyester mat coated with Granular (9.9 m2) polymer modified asphalt and surfaced with colored mineral granules. lntec Flex PRF 39.37" ASTM D6164 Non-woven polyester mat coated with z (1 meter) Wide polymer modified asphalt and surfaced with mineral granules. Ruberoid' Mop Smooth 39.37•' ASTM D6164 Non-Woven polyester mat coated with (I meter) Wide polymer-modified asphalt and smooth i surfaced. Ruberoid" Mop Smooth 1.5 39.37" ASTM D6164 Non-Woven polyester mat coated with (I meter) Wide polymer-modified asphalt and smooth surfaced. Ruberoid"Mop Plus Smooth 39.37" ASTM D6164 Non-Woven polyester mat coated with (1 meter) Wide polymer-modified asphalt and smooth surfaced. Ruberoid" Mop Plus 39.37" ASTM D6164 Non-woven polyester mat coated with i (1 meter) Wide polymer modified asphalt and surfaced with mineral granules. Ruberoid?'Mop FR 39.37'• ASTM D6164 Non-Woven Polyester stat coated with fire l (I meter) Wide retardant polymer modified asphalt and surfaced with mineral granules. Ruberoid" EnergyCap'� Mop 39.37" ASTM D6164 Non-Woven Polyester mat coated with fire FR (1 meter) Wide retardant,polymer modified asphalt and surfaced with mineral granules and with factory applied EnergyCote". Ruberoid" Mop 170 FR 39.37" ASTM D6164 Non-Woven polyester mat coated with fire (I meter) Wide retardant polymer modified asphalt and surfaced with mineral granules. Ruberoid" Dual Smooth 39.37'• ASTM D6162 Fiberglass/polyester/composite mat that is (I meter) Wide coated with SBS polymer-modified asphalt and is smooth-surfaced for use only as a base/ply sheet. Ruberoid" Dual FR 39.37" ASTM D6162 Non-woven polyester and fiberglass stat •• la•�tgcK ri W We . . .0 coated with fire retardant, polymer- . . . . •• •• •• modified asphalt and surfaced with mineral • • • • • • • • • granules. •• ••• •• • • • •• ••• • •• • • •• • • • NOA No.: 13-0409.03 Mwrtt•DADE courtrr • •• Expiration Date: 11/06/14 :approval Date: 09/26/13 ... ... Page 4 of 43 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Test Product Product Dimensions Specification Description RuberoidEnergyCapT"30 FR 39.37" ASTM D6163 Non-woven fiberglass plat.coated with lire SBS Membrane (l meter) Wide retardant, polymer modified asphalt and 2 surfaced with mineral granules and with factory applied Ener4gyCote'�. Matrix— 102 SIBS Membrane 5 gallons ASTM D3019 Cold Applied Modified SEES Asphalt Adhesive Adhesive. } Topcoats Elastomeric Roofing 1,5 or 55 ASTM D6083 An acrylic,water based elastomeric Membrane gallons membrane system used to protect various types of roofing surfaces. 1 Topcoat MB Plus 5 or 55 gallons Proprietary Water based, low VQC primer used to block asphalt bleed-through. Topcoat" 5 gal tons ASTM D6083 Solvent based sprayable thermoplastic 3. Surface Seal SB tubber sealant used to protect and restore } aged roof surfaces and to increase a roofs reflectivity. Matrix" 307 Premium Asphalt 3, 5, 55 ASTM D41 Asphalt concrete primer used to promote. Primer gallons adhesion of asphalt in built-up roofing. 1f 1 l i 4 I i •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• ••• • •• • • •• • • • • NOA No.: 13-0409.03 . .. . . . . • . . •MlI1M1•DADE COUNExpiration ation Date: 11/06/14 TY Approval Date: 09/26/13 .•. ... Page 5 of 43 . . . . . . . . . . . .. .. . . . .. .. ... . . . ..• • . APPROVED INSULATIONS: TAB1..1�.2 Product Name Product Description Manufacturer (With Current NOA) FnergyGuardT,1 Polyiso Insulation Polyisocyanurate foam insulation GAF FnergyGuard"Tapered Polyiso Polyisocyanurate foam insulation GAF insulation EnergyGuaj-C RA Polyiso Insulation Polyisocyanurate foam insulation GAF EnergyGuardTM RH Polyiso Insulation Polyisocyanurate foam insulation GAF RN Polyiso Insulation Polyisocyanurate foam insulation GAF EnergyGuardTy EnergyGuard"'Composite Polyiso Polyisocyanurate/wood fiberboard GAF Insulation or perlite composite Ener yGuardTRA Composite Polyiso Polyisocyanurate/wood be boand GA F ilslIdCl Or pet-lite Composite EnergyGuardT" Pet-lite Roof Insulation Pei-lite insulation board. GAF DensDeck Roof Board Gypsum board. Georgia-Pacific Gypsum LLC 'Roof board Gypsum board. Georgia-Pacific Gypsum LL.0DensDeck"Prime" StructodekHigh Density Fiber Board High Density Fiber Board Blue Ridge Fiber Board, Inc. Roof Insulation Securock"Gypsum-Fiber Roof Board Gypsum board. United States Gypsum Corp. APPROVED FASTENERS: TABt..1 3 Fastener Product Product Manufacture Number Name Description Dimensions (With Current NOA) I Drill-Tec"' 14 Fastener Insulation fastener and V,11-iOL1S GAF Base Ply fastener ? Drill-Tec" 3"Steel Plates Round Galvalunle";coated 3" GAF steel plates TM 2 ��Barbed Base sheet.fastener. GAF3 Drll l-1 ec m Steel Plate l 4 Drill-TecTV AccuTraci.Flat Square Galvalume plates. 311 GAP F Plate S DriIIJecT"Accu iiracA Lc Uare Calvaliawe dates. Y GAF 1 1 Recessed Plate• •• • i • • • • ` ` • NOA No.: 13-0409.03 ` •WMUkM1-DADEC0)=UNTYEx enation Date: 11/06/14 MIAMI•DADE COUiVTY I ••• e Approval Date: 09/26/13 ... ... Page 6 of 43 • •• •• • • • % •• ••• • • • ••• • • EVIDENCE SUBMITTED: Test Aaencylldentifier Naine Reim Date Factory Mutual Research Corp. FMRC 4470 0D0A8.AM 07/09/97 FMRC 4470 2B8A4.AM 07/02/97 r FMRC 4470 3005640 11/09/00 FMRC 4470 3006845 10/17/00 FMRC 4470 3005175 05/23/00 FMRC 4470 3005177 05/19/00 FMRC 4470 3007500 06/15/00 FMRC 4470 3008178 12/27/00 FMRC 4470 3010215 03/01/01 FMRC 4470 3009788 03/28/01 FMRC 4470 3017250 04/05/04 FMRC 4470 3032811 12/11/08 FMRC 4470 3042887 WWI I FMRC 4470 302 3458 07/18/06 FMRC 4470 3036980 08/14/09 FMRC 4470 3042905 01/10/12 1-MRC 4470 3046388 09/24/12 FMRC 4470 3028039 09/11/06 FMRC 4470 3035864 06/03/09 Independent Roof Testing& TAS 114-J No.00001 03/30/00 Consulting of South Florida TAS 114-J No.00002 03/30/00 Exterior Research & Design, LLC TAS 114 #4483.04.97-1 06/06/97 TAS 114 401881.09.03-2 03/24/08 rAS 114 #01881.11.03-2-R1 08/21/07 Trinity ERD ASTM D6163 #G6850.08.08 08/29/08 ASTM D6862 C8500SC.11.07 11/30/07 ASTM D4601 G34140.04.11-4 04/25111 ASTM D4879 (334140.04.11-5 04/25/11 ASTM D3939 G30250.02.10-3-Ri 02/15/11 ASTM D6164 66850.08.08-R 1 04/14/11 AS'FM D6222 630250.02.10-2 02/12/10 ASTM D6222 (36850.10.08 10/06/08 ASTM D6222 G6850.11.08 11/05/08 ASTM D6163 634140.04.11-2 04/29/11 ASTM D6164 631360.03.10 04/08/10 ASTM D6164 G33470.01.11 01/19/11 Underwriters Laboratories. Inc. UL 790 R1306 07/22/13 PRI Construction Technologies LLC. ASTM D2178 GAF-314-02-01 08/23/11 ASTM D2178 GAF-315-02-01 08/23/11 AS"I'M D6083 GAF-245-02-01 06/10/10 AS"I"M D6083 GAF-084-02-01 07/08/05 .. ... �S KQ6083 GAF-245-02-01 06/10/10 •.% % % �S:F* D6083 GAF-084-02-01 07/08/05 Momentum Technologies,•ipt. •„ %�� rViii�6162 AX04C9A 06/05/09 . ... .. . .. . • • • • • • • • • • • • NQA No.: 13-0409.03 • •• • • • • • • • • MIAM4DADECOUNrY • • • • • • Expiration Date: 11/06/14 Approval Date: 09/26/13 ••. • • • Or • Page7af43 CONCRETE DECK SYSTEM LIMITATIONS: 1. If mechanical attachment to the structural deck through the lightweight insulating concrete is proposed, a field withdrawal resistance testing shall be performed to cicternnine equivalent or enhanced fastener patterns and density. All testing and fastening design shall be in compliance with Testing Application Standard r TAS 105 and Roofing Application Standard RAS 117; calculations shall be signed and sealed by a Florida r; Registered Engineer,Architect,or Registered Roof Consultant. x GENERAL LIMITATIONS: I• Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVI'range and at a rate of 2040 lbs./sq., or mechanically attached using the fastening 3 pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4'x 4'maximum. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped. If no recovery board is used the base sheet shall be applied ( using spot mopping with approved asphalt, 12" diameter circles, 24" o.c.; or strip mopped 8" ribbons in three rows, one at each side lap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon i to allow cross ventilation. Asphalt application of either system shall be at a minimum rate of 12 lbs./sq. 4 Note: Spot attached systems shall be limited to a maximum design pressure of-45 psf. x 5. Fastener spacing for insulation attachment is based on a Minilrttun Characteristic Force(F')value of 275 K Ib£,as tested in compliance with Testing Application Standard TAS 105, if the fastener value,as field- tested,are below 275 lbf. insulation attachment shall not be acceptable. 6. Fastener spacing for mechanical attachment of anchor/base sheet or membrane attachment is based on a ` minimum fastener resistance value in conjunction with the maximum design value listed within a specific E system. Should the fastener resistance be less than that required.as determined by the Building Official,a revised fastener spacing,prepared,signed and sealed by a Florida Registered Engineer, Architect,or Registered Roof Consultant may be submitted. Said revised fastener spacing shall utilize the withdrawal resistance value taken from"Testing Application Standards TAS 105 and calculations in compliance with Roofing Application Standard RAS 117. € 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of these areas. Fastener densities shall be increased for both insulation and base sheet as calculated in compliance with Roofing Application Standard RAS 117 and/or RAS 137. Calculations prepared, signed and sealed by a Florida registered Professional Engineer, Registered Architect, or Registered Roof Consultant (When this limitation is specifically referred within this NOA,General Limitation#9 will not be applicable.) 8, All attachment and sizing of perimeter nailers,metal profile, and/or flashing termination designs shall conform to Roofing Application Standard RAS 11 I and applicable wind load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones(i.e. field, perimeters, and corners). Neither rational analysis,nor extrapolation shall be permitted for enhanced I fastening at enhanced pressure zones(i.e. perimeters,extended corners and corners).(When this limitation is specifically referred-,jthin4thivNO:tGc!nefalluimitation#7 will not be applicable.) 10. All products listed herein all lgw0'a1gL;1li;y eaara"ace audit in accordance with the l-lorida Building Code and Rule 9N-3 of the Florida A tinistrative doge.-- END OF THIS ACCEPTANCE . ... .. . .. . NOA No.: 13-0409.03 ' ' ' ' ' • n Ex ation bate: 11/06/14 MIAMI•DADE COUNTY n "' ► APproval bate: 09/26/13 .•• . . • • ••. . • Page 43 of 43 • • . • • • • • • • • • • • • • • •• •• • • • •• •• MZ. CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-Flashing As required by IRG code mm 4"x 4" LDI in 2„ 111 r Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry - Z-Flashing -Flashing Z-Fla hing Z-FIE shing Min.1/4" 6" 1. Min.1h' t Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension [no c FASTENER REQUIREMENTS" Blind Nailing is the preferred method of installation for HardiePlank®lap siding products.Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing(Please see JH Tech bulletin 17 for exemption when doing a repair).Pin-backed comers may be done for aesthetic purposes Only.Pin-backs shall be done with finish nails only,and are not a substitute for blind or face nailing. BLIND NAILING FACE NAILING Nails-Wood Framing Nails-Wood Framing •Siding nail(0.09"shank x 0.221"HD x 2"long) •6d(0.113"shank x 0.267"HD x 2"long) •11 ga.roofing nail(0.121"shank x 0.371"HD x 1.25"long) •Siding nail(0.09"shank x 0.221"HD x 2"long) Screws-Steel Framing Screws-Steel Framing •Ribbed Wafer-head or equivalent(No.8 x 1 1/4"long •Ribbed Bugle-head or equivalent(No.8-18 x 1-5/8"long x x 0.375"HD)Screws must penetrate 3 threads into metal framing. 0.323"HD)Screws must penetrate 3 threads into metal framing. Nails-Steel Framing Nails-Steel Framing •ET&F Panelfast®nails or equivalent(0.10"shank x 0.313"HD x 1-1/2"long) •ET&F pin or equivalent(0.10"shank x 0.25"HD x 1-112"long) Nails must penetrate minimum 1/4"into metal framing. Nails must penetrate minimum 1/4"into metal framing. OSB minimum 7/16" OSB minimum 7/16" •11 ga.roofing nail(0.121"shank x 0.371"HD x 1.75"long) •Siding nail(0.09"shank x 0.221"HD x 1-112"long)* •Ribbed Wafer-head or equivalent(No.8 x 1 5/8"long x 0.375"HD). FASTENER REQUIREMENTS continued on following page HS11117-P214 1/13 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD RECEIVED ESTIMATED ENERGY PERFORMANCE INDEX'S = 7 SEP 0 2 2014 The lower the EnergyPerformance Index,the more efficient the home. 1275 NE 94th Street, Miami Shores, FL, 33138- 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 3998.00 ft' b.N/A R= f? 3. Number of units,If multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4 d.WA R= ft 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=30.0 2390.00 ft' 6. Conditioned floor area(ftl) 4190 b.WA R= ft' 7. Windows"* Description Area c.N/A R= ft' a. U-Factor Sgl,U=0.95 931.25 ft' 11.Ducts R a.Sup:1st Floor,Ret:1st Floor,AH:1st Floor 6 12020 SHGC: SHGC=0.50 b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 110 b. U-Factor. N/A ft' SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft' a.Central Unit 59.0 SEER:16.00 SHGC: b.Central Unit 34.0 SEER:16.00 d. U-Factor. N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Strip Heat 27.0 COP:1.00 Area Weighted Average Overhang Depth: 6.219 ft. b.Electric Strip Heat 17.0 COP:1.00 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14.Hot water systems a.Electric Cap:120 gallons a.Slab-On-Grade Edge Insulation R=0.0 2360.00 ftp EF:0.81 b.Floor Over Other Space R=0.0 1813.00 ft2 c.WA R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has comped with the Flo 'da Energy Efficiency Code for Building Construction through the abov energy saving f atures which will be installed(or exceeded) O in this home before final ins ction. Otherwise a new EPL Display Card will be completed �% S r.� '°4 . Db�on installed Code co pliant features. �� -�• Q Signature: Date: Address of New Home: City/FL Zip: r COb *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Turk Residence Builder Name: Street: 1275 NE 94th Street Permit Office. City, State, Zip: Miami Shores,FL, 33138- Permit Number. Owner: Jurisdiction: Design Location: FL, Miami 1. New construction or existing New(From Pians) 9. Wall Types(3998.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block- Int Insul, Exterior R=4.1 3998.00 ft' b.WA R= f 2 3. Number of units,if multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 4 d.WA R= fP 5. is this a worst case? No 10. Ceiling Types (2390.0 sgft.) Insulation Area a. Under Attic(Vented) R=30.0 2390.00 f? 6. Conditioned floor area above grade (1`12) 4190 b.N/A R= ft' Conditioned floor area below grade(1`12) 0 c.N/A R= fN 11.Ducts R ft' 7. Windows(931.3 sgft.) Description Area a.Sup:1st Floor, Ret: 1st Floor,AH:1st Floor 6 120 a. U-Factor. Sgl, U=0.95 931.25 ftz b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 110 SHGC: SHGC--0.50 b. U-Factor. N/A fP 12. Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 59.0 SEER:16.00 b.Central Unit 34.0 SEER:16.00 c. U-Factor N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Strip Heat 27.0 COP:1.00 SHGC: b. Electric Strip Heat 17.0 COP:1.00 Area Weighted Average Overhang Depth: 6.219 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems 8. Floor Types (4173.0 sgft.) Insulation Area a. Electric Cap: 120 gallons EF:0.810 a. Slab-On-Grade Edge Insulation R=0.0 2360.00 fN b. Conservation features b. Floor Over Other Space R=0.0 1813.00 ft' None c.WA R= f? 15. Credits Patel Glass/FloorArea: 0.222 otal Proposed Modified Loads: 83.15 PASS Total Nanclard Reference Loads: 111.10 I hereby certify that the pi sand specifications vered by Review of the plans and 0 this calculation are in co pliancewith the Florid Energy specifications covered by this fi fly, Code. calculation indicates compliance with the Florida Energy Code. :E PREPARED BY: Before construction is completed DATE: Ile L this building will be inspected for t? compliance with Section 553.908 I hereby certify that this building,as designed,is in compliance Florida Statutes. with the Florida Energy Code. bti WE OWNER/AGENT- BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 5/23/2014 3:35 PM EnergyGauge®USA- FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title. Turk Residence Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 4190 Lot# Owner. Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1275 NE 94th Street Permit Office: Cross Ventilation: No County: Miami-Dade Jurisdiction: Whole House Fan: No City, State,Zip: Miami Shores , Family Type: Single-family FL, 33138- New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI_INTL AP 1 51 90 70 75 149.5 56 Loan BLOCKS Number Name Area Volume 1 Block1 2360 23600 2 Block2 1830 16470 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 2360 23600 Yes 6 1 1 Yes Yes Yes 2 2nd Floor 1830 16470 No 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatlo 1st Floor 264 ft 0 2360 f? — 0.2 0 0.8 2 Floor Over Other Space 2nd Floor _ — 1813 fN 0 0.2 0 0.8 ROOF Roof Gable Roof Solar SA Emttt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Barrel file 2487 fN 392 ft2 Medium 0.96 No 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2360 W N N 5/23/2014 3:35 PM EnergyGauge®USA- FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 CEILING #. Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 1st Floor 30 560 ft' 0.11 Wood 2 Under Attic(Vented) 2nd Floor 30 1830 ft' 0.11 Wood WALLS y Omt Adjacent Space Cavity Width Height Sheathing Framing Solar Below To W211 TWO R-Alali w Ft In Ft In Area R--Value Fraction Absor c,rade% 1 N Exterior Concrete Block- Int Insul 1st Floor 4.1 54 0 10 0 540.0 ft' 0 0 0.5 0 2 S Exterior Concrete Block- Int Insul 1st Floor 4.1 33 0 10 0 330.0 ft' 0 0 0.5 0 3 E Exterior Concrete Block- Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft' 0 0 0.5 0 4 W Exterior Concrete Block- Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft' 0 0 0.5 0 5 N Exterior Concrete Block- Int Insul2nd Floor 4.1 55 0 9 0 495.0 ft' 0 0 0.5 0 6 S Exterior Concrete Block- Int Insul2nd Floor 4.1 55 0 9 0 495.0 ft' 0 0 0.5 0 7 E Exterior Concrete Block-Int Insul2nd Floor 4.1 41 0 9 0 369.0 ft' 0 0 0.5 0 8 W Exterior Concrete Block-Int Insul2nd Floor 4.1 41 0 9 0 369.0 ft' 0 0 0.5 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated 1st Floor Metal .65 6 6 8 52 ft' WINDOWS Orientation sham is the entered, Proposed orientation. Walt Overhang V Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 0.95 0.5 320.0 ft' 11 ft 0 in 1 ft 0 in None None 2 S 2 Metal Single (Tinted) Yes 0.95 0.5 67.5 ft' 2 ft 0 in 2 ft 0 in None None 3 E 3 Metal Single (Tinted) Yes 0.95 0.5 90.0 ft' 1 ft 6 In 0 ft 0 in Drapes/blinds None 4 W 4 Metal Single (Tinted) Yes 0.95 0.5 145.8 ft' 9 ft 6 in 2 ft 0 in None None 5 N 5 Metal Single (Tinted) Yes 0.95 0.5 163.3 ft' 2 it 0 in 2 ft 0 in None None 6 S 6 Metal Single (Tinted) Yes 0.95 0.5 62.5 ft' 2 ft 0 in 2 ft 0 In None None 7 E 7 Metal Single (Tinted) Yes 0.95 0.5 35.4 ft' 2 It 0 in 2 It 0 in None None 8 W 8 Metal Single (Tinted) Yes 0.95 0.5 46.7 ft' 2 ft 0 in 2 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Watt Insulation 1 484 ft' 40 ft' 40 ft 8 ft 0.39 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 3297.1 181.01 340.41 .2548 4.9371 5/23/2014 3:35 PM EnergyGauge@ USA- FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 27 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 17 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 16 59 kBtu/hr 1770 cfm 0.75 1 sys#1 2 Central Unit None SEER: 16 34 kBtu/hr 1020 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.81 120 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft' DUCTS —Supply— —Return— Air CFM 25 CFM25 HVAC# v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 1st Floor 6 120 ft' 1st Floor 20 fN Default Leakage 1st Floor (Default) (Default) 1 1 2 2nd Floor 6 110 ft' 2nd Floor 20 fN Default Leakage 2nd Floor (Default) (Default) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: cooling Jan Fab D(l Mar Apr May Dec Ve ting 0C Jan X Feb X Mar c Apr X May Jun Jul C Aug OSe p Occtt X Nov Nov X DeetJun Jul [X]Aug Sep Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 5/23/2014 3:35 PM EnergyGauge®USA- FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 r FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional-Regulations Residential Whole Building Performance Method ADDRESS: 1275 NE 94th Street PERMIT* Miami Shores, FL, 33138- MANDATORY REQUIREMENTS SUMMARY-See Individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed,weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283.Windows and doors=0.30 cfm/sq.ft.Testing or visual inspection required. Fireplaces: J gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system.Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental J electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts,air handlers,filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers.Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric)or shutoff(gas).,Circulating system pipes insulated to=R-2 +accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy. Off/timer switch required.Gas heaters minimum J thermal efficiency=78%(82%after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached.Minimum efficiencies per Tables 503.2.3.Equipment efficiency verification required.Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 5/23/2014 3:35 PM EnergyGauge@ USA- FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 Building Input Summary Report PROJECT Title: Turk Residence Bedrooms: 4 Address Type: Street Address Building Type: User Bathrooms: 0 Lot# Owner: Conditioned Area: 4190 sq.ft. Block/SubDivision: #of Units: 1 Total Stories: 2 PlatBook: Builder Name: Worst Case: No Street: 1275 NE 94th Street Permit Office: Rotate Angle: 0 County: Miami-Dade Jurisdiction: Cross Ventilation: No City,State,Zip: Miami Shores, Family Type: Single-family Whole House Fan: No FL, 33138- New/6dsting: New(From Plans) Terrain: Suburban Year Construct: 2013 Shielding: Suburban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAMI INTL AP 51 90 70 75 149.5 56 Low UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $/Unit Electricity kWh Florida Average 0 0.1151 Natural Gas Therm Florida Average 0 1.7386 Fuel Oil Gallon EnergyGauge Default 0 1.1 Propane Gallon EnergyGauge Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Height Width Distance Epst Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft BLOCKS Number Name Area Volume 1 Block1 2360 23600 2 Block2 1830 16470 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated 1 1st Floor 2360 23600 Yes 6 1 Yes Yes Yes 2 2nd Floor 1830 16470 No 4 3 Yes Yes Yes 5/23/2014 3:36 PM EnergyGauge®/USRFSB v3.1 Page 1 of 6 Building Input Summary Report FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulation 1st Floor 264 ft 0 2360 ft' ____ 0.2 0 0.8 2 Floor Over Other Space 2nd Floor 1813 ft' 0 0.2 0 0.8 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Barrel file 2487 ft' 392 ft' Medium 0.96 No 0.9 No 0 18.4 ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2360 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Fraction Truss Type 1 Under Attic 0 1st Floor 30 560 ft° 0.11 Wood 2 Under Attic Q 2nd Floor 30 1830 fts 0.11 Wood WALLS Wall orientation below Is as entered. Actual orientation Is modified by rotate angle shown in"Project"section above. Adjacent Space Cavity Width H JPub Sheathing Framing Solar Below # Omt To Wall Type R-Value Ft In Ft Area R-Value Fraction Absor. Grade% 1 N Exterior Concrete Block-Int Insul 1 st Floor 4.1 54 0 10 0 540.0 ft' 0 0 0.5 0 2 S Exterior Concrete Block-Int Insul 1 st Floor 4.1 33 0 10 0 330.0 f12 0 0 0.5 0 3 E Exterior Concrete Block-Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft' 0 0 0.5 0 4 W Exterior Concrete Block-Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft= 0 0 0.5 0 5 N Exterior Concrete Block-Int Insul 2nd Floor 4.1 55 0 9 0 495.0 fN 0 0 0.5 0 6 S Exterior Concrete Block-Int Insul 2nd Floor 4.1 55 0 9 0 495.0 fts 0 0 0.5 0 7 E Exterior Concrete Block-Int Insul 2nd Floor 4.1 41 0 9 0 369.0 fN 0 0 0.5 0 8 W Exterior Concrete Block-Int Insul 2nd Floor 4.1 41 0 9 0 369.0 ft2 0 0 0.5 0 DOORS Width Height # Omt Door Type Space Storms U-Value Ft In Ft In Area 1 E Insulated 1st Floor Metal .65 6 6 8 52 fN 5/23/2014 3:36 PM EnergyGauge®/USRFSB v3.1 Page 2 of 6 Building Input Summary Report WINDOWS Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Single(Tinted) Yes 0.95 0.5 Y 320.0 ft' 11 It 0 In 1 ft 0 in None None 2 S 2 Metal Single(Tinted) Yes 0.95 0.5 Y 67.5 If 2 It 0 In 2 ft 0 in None None 3 E 3 Metal Single(Tinted) Yes 0.95 0.5 Y 90.0 ft' 1 ft 6 In 0 it 0 in Drapes/blinds None 4 W 4 Metal Single(Tinted) Yes 0.95 0.5 Y . 145.8 ft' 9 It 6 In 2 It 0 in None None 5 N 5 Metal Single(Tinted) Yes 0.95 0.5 Y 163.3 ft' 2 It 0 in 2 It 0 in None None 6 S 6 Metal Single(Tinted) Yes 0.95 0.5 Y 62.5 ft' 2 ft 0 in 2 ft 0 In None None 7 E 7 Metal Single(Tinted) Yes 0.95 0.5 Y 35.4 ft' 2 ft 0 in 2 ft 0 in None None 8 W 8 Metal Single(Tinted) Yes 0.95 0.5 Y 46.7 ft' 2 it 0 in 2 it 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 space(s) 1 Wholehouse Best Guess .0003 3297.1 181.01 340.41 .2548 4.9371 All GARAGE # Floor Area Roof Area Exposed Wali Perimeter Avg.Wall Height Exposed Wall Insulation 1 484 ft' 40 ft' 40 ft 8 it invalid MASS Mass Type Area Thickness Furniture Fraction Space No Added Mass 0 ft' 0 ft 0.3 1 st Floor No Added Mass 0 ft' 0 It 0.3 2nd Floor HEATING SYSTEM # System Type Subtype Efficiency Capacity ---Geothermal HeatPump-- - Ducts Block Entry Power Volt. Curr 1 Electric Strip Heat None COP:1 27 kBtu/hr 0 0 0 sys#1 1 2 Electric Strip Heat None COP:1 17 kBtu/hr 0 0 0 sys#2 2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts Block 1 Central Unit None SEER:16 59 kBtu/hr 1770 cfm 0.75 sys#1 1 2 Central Unit None SEER:16 34 kBtu/hr 1020 cfm 0.75 sys#2 2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Credits 1 Electric None Garage 0.81 120 gal 70 gal 120 deg None 5/23/2014 3:36 PM EnergyGauge®/USRFSB v3.1 Page 3 of 6 Building Input Summary Report SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume U-Value Surf Area Exch Eff Pumped Energy DUCTS DUCT Supply Return Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Number Leakage Type Handler TOT OUT QN RLF Heat Cool 1 1 st Floor 6 120 fN 1st Floor 20 ft' 1 Default Leakage 1 st Floor (Default)c(Default)c 1 1 2 2nd Floor 6 110 f12 2nd Floor 20 ft2 1 Default Leakage 2nd Floor Default c Default c 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling Jan Feb Mar Apr May D(l Jun Jul Aug Dq Sep PQ Oct Nov Dec Heating Jaen Feb Mar X Apr X may Jun X Jul PAU19 Sepp X Occtt 0X Nov 0 Decec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 5/23/2014 3:36 PM EnergyGauge®/USRFSB N3.1 Page 4 of 6 Building Input Summary Report APPLIANCES&LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans(Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 %Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 %Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 %Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 %Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 891 kWh/Yr Peak Value: 200 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 %Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 4116 kWh/Yr Peak Value: 1344 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 %Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 6590 kWh/Yr Peak Value: 1208 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 %Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 %Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 %Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 %Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts REFRIGERATORS ID Type Screen Location Quantity Vol FrZ.Vol Make Model Schedule kWhPerYr 1 Refrigerat-- Default New Bedroom 1 25.6 5 HERS201 691 CLOTHES WASHERS ID Type Screen Location Capacity Make Model Schedule LoadsPerYr 1 1 Main Default New Main 2.847 HERS201 (invalid) CLOTHES DRYERS ID Type Screen Location Capacity Fuel Type Make Model Schedule LoadsPerYr 1 Dryers Default New Main Electricity 5/23/2014 3:36 PM EnergyGauge®/USRFSB v3.1 Page 5 of 6 Building Input Summary Report DISHWASHERS ID Type Screen Location Capacity Vintage Make Model Schedule kWhPerYr 1 Dishwash Default New Main 12 2004 or N HERS201 372 RANGE OVEN ID Type Screen Location Type Fuel" Make Model Cooktop Oven 1 Ranges Default New Main CooktopOven Co Electric Electric FI Not Conve HARD WIRED LIGHTING ID Type Screen Location Total# Qualify Comp FI All Other FL bdBulbtype Schedule Watts per bulb 1 Hard-Wire Default Bedroom 20 2 0 2 Incandesc HERS201 60 MISC ELECTRICAL LOADS ID Type Screen Item Quantity Category Operating Location Schedule Off Standby 1 Misc Elec Simple Default 1 1 Main HERS201 1 5/23/2014 3:36 PM EnergyGauge®/USRFSB N3.1 Page 6 of 6 ENERGY PERFORM CE LEVEL (EPL) DISP CARD ESTIMATED EN G`` PERFORMANCE INDEX* = 75 The lower the ESTIMATED; gyPerformance Index, the more efficient the home. X`75 NE 94th Street, Miami Shores, FL, 33138- 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 3998.00 fts b.N/A R= ft 3. Number of units,If multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 4 d.N/A R= ft' 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=30.0 2390.00 ftz 6. Conditioned floor area(ftp 4190 b.N/A R= fN 7. Windows`* Description Area c.N/A R= ftz a. U-Factor. Sgl,U=0.95931.25 ft' 11.Ducts R ft' a.Sup:1st Floor,Ret:1st Floor,AH:1st Floor 6 120 SHGC: SHGC=0.50 b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 110 b. U-Factor. N/A ft' SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor NLA ft' a.Central Unit 59.0 SEER:16.00 SHGC: b.Central Unit 34.0 SEER:16.00 d. NIA ;3. SHGC: Heating systems kBtu/hr Efficiency SHGC: a.Electric Strip Heat 27.0 COP:1.00 Area Weighted Average Overhang Depth: 6.219 ft. b.Electric Strip Heat 17.0 COP:1 00 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14.Hot water systems a.Slab-On-Grade Edge Insulation R=0.0 2360.00 ft' a.Electric (CapDns:12 b.Floor Over Other Space R=0.0 1813.00 ftz c.N/A R= fP b. Conservation features 6••••6 None 600 9999 9999•• 15.Credits • 6 6 :• stat • • 966.6• 96 • 9999•• •9699• • • � •6•• •9.96• I certify that this homCn ith the �oridr Energy Efficiency Code for BuildingEsx� ..�..� Construction throughy savin features which will be installed(or exceeded) �+0 �'o 9.99 in this home before fOtherw. anew FPL Display Card will be completed " ", ' :�l;• i° .•�• based on installed Catures.D%W rSignature: �' '� Date: .6- .. Address of New Home: City/FL Zip: 6 <; Cpl >S *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Turk Residence Builder Name: Street: 1275 NE 94th Street Permit Office: City, State, Zip: Miami Shores.FL,33138- Permit Number Owner Jurisdiction: Design Location: FL, Miami 1. New construction or eAsting New(From Plans) 9. Wall Types(3998.0 sqft.) insulation Area 2. Single family or multiple family Single-family a. Concrete Block- Int Insui, Exterior R=4.1 3998.00 ft' b.N/A R= ftz 3. Number of units,If multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 4 d.N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (2390.0 sqft.) Insulation Area a. Under Attic(Vented) R=30.0 2390.00 ftz 6. Conditioned floor area above grade(1`12) 4190 b.N/A R= fY Conditioned floor area below grade (ft2) 0 c.WA R= ftz 11. Ducts R ft' 7. Windows(931.3 sqft.) Description Area a.Sup:1st Floor,Ret: 1st Floor,AH: 1st Floor 6 120 a. U-Factor Sgl, U=0.95 931.25 ftz b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 110 SHGC: SHGC=0.50 b. U-Factor. N/A ftz 12. Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 59.0 SEER:16.00 c. U-Factor. N/A ft' b.Central Unit 34.0 SEER:16.00 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. WA fta. Electric Strip Heat 27.0 COP:1.00 SHGC: b. Electric Strip Heat 17.0 COPA.00 Area Weighted Average Overhang Depth: 6.219 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems 8. Floor Types (4173.0 sqft.) Insulation Area a. Electric C12llons.810 a. Slab-On-Grade Edge Insulation R=0.0 2360.00 ft' b. Conservation features 0000 b. Floor Over Other Space R=0.0 1813.00 fts None • • •••••• sees • a.N/A R= fP 15. Credits '•.' i • •..Psi :• •• •0 ' Glass/Floor Area: 0.222 roposed Modified Loads: 83.64 "'••SASS • Total St a and Reference Loads: 111.10 .... . ;•••• I hereby certify that the ans and specifications cov ed by Review of the plans and . • • ® £ this calculation are in c mpliance with the Florida E ergy specifications covered by this • • t?�, '�: Code. calculation indicates compliance ; • xx, '°�.. with the Florida Energy Code. • crr .. °' ca ' PREPARED BY: Before construction is completed DATE: this building will be inspected for • . compliance with Section 553.908 1 hereby certify that this building,as desi , is in compliance Florida Statutes. with the Florida Energy Code. GSD W11.� OWNER/AGENT- BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 3/28/201410:52 AM EnergyGaugeg USA- FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 r t PROJECT 11Turk Residence Bedrooms 4 address Type: Street Addre Building Type: User Conditioned Area: 4190 Lot# Owner. Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1275 NE 94th Street Permit Office: Cross Ventilation: No County: Miami-Dade Jurisdiction: Whole House Fan: No City, State,Zip: Miami Shores , Family Type: Single-family FL, 33138- New/E)dsting: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI_INTL AP 1 51 90 70 75 149.5 56 Latin I BLOCKS Number Name Area Volume 1 Block1 2360 23600 2 BIoCk2 1830 16470 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 2360 23600 Yes 6 1 1 Yes Yes Yes 2 2nd Floor 1830 16470 No 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-lulus,�. Tile•Wod Carp(!•• • 1 Slab-On-Grade Edge Insulatio 1st Floor 264 ft 0 2360 ft' _••:••: 0.2-*•:a� 0.8 *00 •••:•• 2 Floor Over Other Space 2nd Floor 1813 ft2 0 •••• 0.: 0.$000 ROOF ��•�• •• •�� / Roof Gable Roof Solar SA • Tmitt Er>"(itt •beck PftdtT V # Type Materials Area Area Color Absor. Tested•�;•; Tested ° Insul. (degp • 1 Gable or shed Composition shingles 2487 ftz 392 ft' Medium 0.96 No ••••010 Ifo • 0 ;1$A ATTIC •�� V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2360 fN N N 3/28/201410:52 AM EnergyGauge®USA- FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 CEILING #. Ceiling Type ____ Sp-v� R-Value Area Framing Frac, Truss Type 1 Under Attic(Vented) 1st Floor 30 560 ft' 0.11 Wood 2 Under Attic(Vented) 2nd Floor 30 1830 ft' 0.11 Wood WALLS Adjacent S9 Omt To Wall Typepace Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Concrete Block-Int Insul 1st Floor 4.1 54 0 10 0 540.0 ft' 0 0 0.5 0 2 S Exterior Concrete Block- Int Insul 1st Floor 4.1 33 0 10 0 330.0 ft' 0 0 0.5 0 3 E Exterior Concrete Block- Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft' 0 0 0.5 0 4 W Exterior Concrete Block- IM Insul 1st Floor 4.1 70 0 10 0 700.0 ft' 0 0 0.5 0 5 N Exterior Concrete Block-Int Insul2nd Floor 4.1 55 0 9 0 495.0 ft' 0 0 0.5 0 6 S Exterior Concrete Block- Int Insul2nd Floor 4.1 55 0 9 0 495.0 ft' 0 0 0.5 0 7 E Exterior Concrete Block- Int Insul2nd Floor 4.1 41 0 9 0 369.0 ft' 0 0 0.5 0 8 W Exterior Concrete Block- Int Insul2nd Floor 4.1 41 0 9 0 369.0 ft' 0 0 0.5 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated 1st Floor Metal .65 6 6 8 52 ft' WINDOWS Orientation shown Is the entered Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 0.95 0.5 320.0 ft' 11 ft 0 in 1 ft 0 In None None 2 S 2 Metal Single (Tinted) Yes 0.95 0.5 67.5 ft' 2 ft 0 In 2 ft 0 in None None 3 E 3 Metal Single (Tinted) Yes 0.95 0.5 90.0 ft' 1 ft 6 in 0 f 0 In Drepsb16TIMs. None 4 W 4 Metal Single (Tinted) Yes 0.95 0.5 145.8 ft' 9 ft 6 in 2;"M*: Nore • None 5 N 5 Metal Single (Tinted) Yes 0.95 0.5 163.3 ft' 2 ft 0 in 2#KX:•• Isowe• : Nps.; 6 S 6 Metal Single (Tinted) Yes 0.95 0.5 62.5 ft' 2 ft 0 in 2 TMA • None• NJ"•• 7 E 7 Metal Single (Tinted) Yes 0.95 0.5 35.4 ft' 2 it 0 in 2Tt.Oig • N••io .:• None 8 W 8 Metal Single (Tinted) Yes 0.95 0.5 46.7 ft' 2 ft 0 in 24%is • tjqpe • NFO •• • • . • • -9 comes GARAGE �..�.� . �• # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wali Height ed W titz%;ftn ••••• 1 484 ' 40 ft' 40 ft 8 ft ••• i 0.39 •... 0.... ft INFILTRATION • # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 3297.1 181.01 340.41 .2548 4.9371 3128/201410:52 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM _ ffi cy Capacity i n Ca ac Block Ducts � "tem Type Subtype E _ _c a 1 Electric Strip Heat None COP:1 27 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 17 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 16 59 kBtu/hr 1770 cfm 0.75 1 sys#1 2 Central Unit None SEER: 16 34 kBtu/hr 1020 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.81 120 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS —Supply— —Retum— Air CFM 25 CFM25 HVAC# v # Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool 1 1st Floor 6 120 ft2 1st Floor 20 ft2 Default Leakage 1st Floor (Default) (Default) 1 1 2 2nd Floor 6 110 ft2 2nd Floor 20 1`12 Default Leakage 2nd Floor (Default) (Default) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling Jan 13A Feb Mar DQ Apr DQ May Jun DQ Jul PQ Aug DQ Sep Oct DQ �Noov Dec Heating X Jan X Feb Mar Apr X May Jun C Jul C Aug Lx] Sep Occtt axr XK Decec Venting [[�Xll Jan [[fix]] Feb Mar Jun [[�X])Jul [[�X]]Aug [xl Sep l�l Thermostat Schedule: HERS 2006 Reference Hours ••' : • ••• •' Schedule Type 1 2 3 4 5 6 7 8 69•••• 10 '.0 011; V.o�� 000 Cooling (WD) AM 78 78 78 78 78 78 78 78 X80 80 '80 Leo* PM 80 80 78 78 78 78 78 78 07"000 78 :00�60 i8 Cooling (WEH) AM 78 78 78 78 78 78 78 78 flf** 78 ' 78 m:-- PM 78 78 78 78 78 78 78 78 •1"••o 78 o• 748 i&••• Heating (WD) PM 68 68 68 68 68 68 68 68 •88••• 68 • � 66•0 Heating (W EH) AM 66 66 66 66 66 68 68 68 '68 ' 68 ;0 0 el!••• PM 68 68 68 68 68 68 68 68 •68 • 68 96 • •• • 0000 • • 00• 3!28/201410:52 AM EnergyGaugeO USA- FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1275 NE 94th Street PERMIT#: Miami Shores, FL, 33138- MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed,weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283.Windows and doors=0.30 cfm/sq.ft.Testing or visual inspection required. Fireplaces: gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system.Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts,air handlers,filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall r be considered ducts or plenum chambers, shall be constructed and J sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers.Comply with efficiencies in I Table 403.4.3.2. Provide switch or clearly marked circuit breaker J (electric)or shutoff(gas). Circulating system pipes insulated to= R-2 +accessible manual OFF switch. .'• • Mechanical 403.5 Homes designed to operate at positive pressure or with r ee ai!ical .. ventilation ventilation systems shall not exceed the minimum ASHRAE42level. �.. : .. 0:0 No make-up air from attics, crawispaces, garages or outdoe"jacent to pools or spas. •••• • Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepowe3r{I of=A. .. ..' &Spas HP shall have the capability of operating at two or more speeds.Spas • •• •• •.. and heated pools must have vapor-retardant covers or afel at&§over or r • other means proven to reduce heat loss except if 70%of'heat from ;•• J •• • site-recovered energy. Off/timer switch required.Gas her terS?Wnimurn ;• ••; thermal efficiency=78%(82%after 4/16/13). Heat pump pbbl hbaters •• • minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached.Minimum efficiencies per Tables 503.2.3.Equipment efficiency verification required.Special f equipment occasion cooling or heating capacity requires separate system or J variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 3!28!201410:52 AM EnergyGauge@ USA- FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 Building Input Summary Report PROJECT Title: Turk Residence Bedrooms: 4 Address Type: Street Address Building Type: User Bathrooms: 0 Lot# Owner: Conditioned Area: 4190 sq.ft. Block/SubDivision: #of Units: 1 Total Stories: 2 PlatBook: Builder Name: Worst Case: No Street: 1275 NE 94th Street Permit Office: Rotate Angle: 0 County: Miami-Dade Jurisdiction: Cross Ventilation: No City,State,Zip: Miami Shores, Family Type: Single-family Whole House Fan: No FL, 33138- New/Existing: New(From Plans) Terrain: Suburban Year Construct: 2013 Shielding: Suburban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAMI INTL AP 51 90 70 75 149.5 56 Lahr UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $/Unit Electricity kWh Florida Average 0 0.1151 Natural Gas Therm Florida Average 0 1.7386 Fuel Oil Gallon EnergyGauge Default 0 1.1 Propane Gallon EnergyGauge Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft ••••• Oft E None Oft Oft Oft Oft: 00" Oft 0000 0fta000: SE None Oft Oft Oft Oft •• • Oft • ••• Oft 0 S None Oft Oft Oft Oft•••••• Oft 99• 0 O1b9.96 SW None Oft Oft Oft Oft•••:•• Oft • Oft. W None Oft Oft Oft Oft 999• Oft• • 0100" NW None Oft Oft Oft Oft•99.9* Oft:060" Off..... 09.60• BLOCKS • •• • 0000• • 000*0 .. .. . .. ..... Number Name Area Volume • 9 0 ' . •••99 1 Blockl 2360 23600 • • • • 2 Block2 1830 16470 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated 1 1 st Floor 2360 23600 Yes 6 1 Yes Yes Yes 2 2nd Floor 1830 16470 No 4 3 Yes Yes Yes 3/28/201410:53 AM EnergyGauge®/USRFSB 0.1 Page 1 of 6 Building p Summary p Input Summa Report FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulation 1 at Floor 264 ft 0 2360 ft2 ____ 0.2 0 0.8 2 Floor Over Other Space 2nd Floor 1813 ft2 0 0.2 0 0.8 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 2487 ft2 392 1t2 Medium 0.96 No 0.9 No 0 18.4 ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 236011? N N CEILING # Calling Type Space R-Value Area Framing Fraction Truss Type 1 Under Attic Q 1st Floor 30 560 ft2 0.11 Wood 2 Under Attic Q 2nd Floor 30 1830 ft2 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation Is modified by rotate an le shown in"Pro eat"section above. Adjacent Space Cavity Width Height Sheathing Framing Solar Below # Omt o Walt Type R-Value Ft In Ft In Area R-Value Fraction Absor. Grade% 1 N Exterior Concrete Block-Int Insul 1 st Floor 4.1 54 0 10 0 540.0 ft2 0 0 0.5 0 2 S Exterior Concrete Block-Int Insul 1st Floor 4.1 33 0 10 0 330.0 ft2 0 0 0.5 0 3 E Exterior Concrete Block-Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft2 0 0 0.5 0 4 W Exterior Concrete Block-Int Insul 1st Floor 4.1 70 0 10 0 700.0 ft2 0 0 ,•0Y5 0 5 N Exterior Concrete Block-Int Insul 2nd Floor 4.1 55 0 9 0 495.0 ft2 0 •• 0 •••8e5 dvb- DOORS • 6 S Exterior Concrete Block-IM Insul 2nd Floor 4.1 55 0 9 0 495.0 ft2 '0' ' 0 •' idg 7 E Exterior Concrete Block-Int Insul 2nd Floor 4.1 41 0 9 0 369.0 f12 •� 0 X0.5 8 W Exterior Concrete Block-Int Insul 2nd Floor 4.1 41 0 9 0 369.0 ft2 a6•• 0 • Q5 ; ...... .. ' WidjfL Height # Omt Door Type Space Storms U-Value Ft • In:�: Ft In Are • 1 E Insulated 1 st Floor Metal .65 6 6 • 8 :••0:0 52 ft2. • • , 0000 .•i• 3/281201410:53 AM EnergyGauge®/USRFSB v3.1 Page 2 of 6 Building Input Summary Report WINDOWS Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Single(Tinted) Yes 0.95 0.5 Y 320.0 ft' 11 it 0 in 1 ft 0 in None None 2 S 2 Metal Single(Tinted) Yes 0.95 0.5 Y 67.5 ft' 2 ft 0 in 2 It 0 in None None 3 E 3 Metal Single(Tinted) Yes 0.95 0.5 Y 90.0 ft' 1 ft 6 in 0 it 0 in Drapes/blinds None 4 W 4 Metal Single(Tinted) Yes 0.95 0.5 Y 145.8 ftz 9 It 6 in 2 ft 0 in None None 5 N 5 Metal Single(Tinted) Yes 0.95 0.5 Y 163.3 ft' 2 ft 0 in 2 It 0 in None None 6 S 6 Metal Single(Tinted) Yes 0.95 0.5 Y 62.5 ft' 2 It 0 in 2 ft 0 in None None 7 E 7 Metal Single(Tinted) Yes 0.95 0.5 Y 35.4 ft' 2 It 0 in 2 It 0 in None None 8 W 8 Metal Single(Tinted) Yes 0.95 0.5 Y 46.7 ftz 2 ft 0 in 2 It 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 Space(s) 1 Wholehouse Best Guess .0003 3297.1 181.01 340.41 .2548 4.9371 All GARAGE # Floor Area Roof Area Exposed Wail Perimeter Avg.Wall Height Exposed Wall Insulation 1 484 ft' 40 ft' 40 it 8 ft invalid MASS Mass Type Area Thickness Furniture Fraction Space No Added Mass 0 ft' 0 It 0.3 1 st Floor No Added Mass 0 ftz 0 It 0.3 2nd Floor HEATING SYSTEM # System Type Subtype Efficiency Capacity -Geothermal HeatPump,,. Ducts j1ock. Entry Power ,/olt. Ohl.•••1 Electric Strip Heat None COPA 27 kBtu/hr 0••000 •2 Electric StriHeat None COP:1 17 kBtu/hr 0 • 0 sCOOLING SYSTEM 0000 .• •..••# System Type Subtype Efficiency Capacity Air FI HR D cts 1 Central Unit None SEER:16 59 kBtu/hr 1770 cfn••••10.75 i ••sys#1 ••Z•• • 2 Central Unit None SEER:16 34 kBtu/hr 1020 •• •0.75 •sysn 2• • • • 0000• HOT WATER SYSTEM • 0 00.00• • # System Type SubType Location EF Cap Use SetPnt• • Mdffs • 1 Electric None Garage 0.81 120 gal 70 gal 120 deg None 3/28/201410:53 AM EnergyGauge®/USRFSB v3.1 Page 3 of 6 Building Input Summary-Report SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume LI-Value Surf Area Exch Eff Pumped Energy DUCTS DUCT Supply Return Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Number Leakage Type Handler TOT OUT QN RLF Heat Cool 1 1 at Floor 6 120 ft' 1st Floor 20 ft2 1 Default Leakage 1 at Floor (Default)c(Default)c 1 1 2 2nd Floor 6 110 ft' 2nd Floor 20 ft' 1 Default Leakage 2nd Floor Default c Default c 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling [[XX]]Jan OF eb [[XX]]Mar PQ Apr [X]May [X]Jun [X]Jul [[XX]]Aug [[XX]]Sep [X]Oct [X]Nov [X]Dec Heating [X)Jan Feb 0 Mar [X]Apr N May M Jun (X]Jul [X]Au [X]Sep [X]Oct pC)Nov (X]Dec Ventin [[XX]]Jan Feb [[XX]]Mar [[X11 Apr [[xxJ)may [[Xx])Jun [[XX]]Jul [[XX]]Aug [[XX]]Sep [Pq Oct [[Xx])Nov [[XX])Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 66 68 68 68 66 66 0000 • • 0000 0000•• •• 0 • ••• • • 0000•• •••• • 0000•• • • 000000 • • • • 0000 • • • • 0•000•• • 0000• 0000 • 00000 00.00• 6• • 9.906 •• •• 6 •• 000000 00000• • •• • • • • 0669•8 0000•• • • • • • •• • 0000 • • ••9• 3/281201410:53 AM EnergyGauge®/USRFSB v3.1 Page 4 of 6 Building Input Summary Report APPLIANCES& LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans(Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 %Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 %Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 %Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 %Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 891 kWh/Yr Peak Value: 200 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 %Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 4116 kWh/Yr Peak Value: 1344 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 %Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 6590 kWh/Yr Peak Value: 1208 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 %Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 %Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 %Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 A% 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts ' ' • • 0000 0000 • Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.3•* :0.1 •e "0 0.1 • %Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 000••.•0.1 .A.1 • 0.0000 • Annual Use: 0 kWh/Yr Peak Value: 0 Watts 000:90 • . . • REFRIGERATORS 0000 ' ' ' 0000.. 0000 ID Type Screen Location Quantity Vol FrZ.Vol Make M&*P•••Sch IB • kWhFVVrft0 0 1 Refrigerat Default New 1st Floor 1 25.6 5 •,,,,, HERS201 , 691 , 2 Refrigerat Default New 1 st Floor 1 25.6 5 : :HERSE01 • 691 •••• - •0000• CLOTHES WASHERS . . ..•0 . •o a goes • Me I ID Type Screen Location Capacity Make Madel Schedule LoadsPerYr 1 1 Main Default New Main 2.847 HERS201 (invalid) CLOTHES DRYERS ID Type Screen Location Capacity Fuel Type Make Model Schedule LoadsPerYr 1 Dryers Default New Main Electricity 3/28/201410:53 AM EnergyGauge®/USRFSB v3.1 Page 5 of 6 Building Input Summary Report DISHWASHERS ID Type Screen Location Capacity Vintage Make Model Schedule kWhPerYr 1 Dishwash Default New Main 12 2004 or N HERS201 372 RANGE OVEN ID Type Screen Location Type Fueltype Make Model Cooktop Oven 1 Ranges Default New Main CooktopOven Co Electric Electric FI Not Conve HARD WIRED LIGHTING ID Type Screen Location Total# Qualify# Comp FI All Other FL bdBulbtype Schedule Watts per bulb 1 Hard-Wire Default 1st Floor 20 2 0 2 Incandesc HERS201 60 2 Hard-Wire Default 2nd Floor 20 2 0 2 Incandesc HERS201 60 MISC ELECTRICAL LOADS ID Type Screen Item Quantity Category Operating Location Schedule Off Standby 1 Misc Elec Simple Default 1 1 Main HERS201 1 •••••• •• • •••••• • • • 3/28/201410:53 AM EnergyGauge®/USRFSB v3.1 Page 6 of 6 Air System Sizing Summary for AC#1 Project Name:13-0910 Turk Residence 12/05/2013 Prepared by:ARPE Engineering,Inc. 01:15PM Air System Information Air System Name:.............................................................AC#1 Number of zones:.........................--------.....------------------...............1 Air System Type ..................................._.Single Zone CAV Floor Area.........................................................................2360.0 sqft Location............................................Miami Shores,Florida Sizing Calculation Information Calculation Months:...............................................Jan to Dec Calculation method:...............Transfer Function Method Central Cooling Coit Sizing Data Total coil load ........................................................................4.9 Tons Load occurs at*.............................................................Jul 1700 Total coil load .............................................._....._...............58.2 MBH OA DB/WB_.............................................................89.7177.7 F Sensible coil load:.............................................._..._...........45.0 MBH Entering DB/WB....................................................75.5163.6 F Coil airflow:...._.................................................---..........._...1995 CFM Leaving DB/WB:................................................_.....54.6153.5 F Sensibleheat raft........_....................-....._...................0.773 Coil ADP...............................................................................52.2 F Area per unit load..._................................_....._................486.5 sgftlfon Bypass Factor............................................................._.0.100 Load per unit area,..................................................... 24.7 BTU/(hr-sqft) Resulting RH:................................................_................._......52 % Design supply temp........................................_..._......._..54.0 F Central Heating Coil Sizing Data Max coil load..._..................................................................25.0 MBH Load occurs at:._.............._......................................_.Des Htg Coil airflow:.....................................----..------...................._...1995 CFM Ent DB/Lvg DB:....................................................._.70.0181.7 F Load per unit area........................_................................._.10.6 BTU/(hr-sqft) Supply Fan Sizing Data Actual max airflow:.---.......................................................1995 CFM Fan motor BHP...................................................................0.23 BHP Standard airflow:..................................................................1994 CFM Fan motor kW:......-..............................................................0.17 kW Actual max airflow per unit area:.....................................0.86 CFM/sqft Fan static:............................................._.................................0.40 in wg Outdoor Ventilation Air Data Design airflow:............................................................................_0 CFM Airflow per person:.------------------------------------..........................0.00 CFM/person Airflow per unit floor area:..................................................0.00 CFM/sgit Space Sizing Data Space Name Maximum Design Time of Peak Maximum Space Space Cooling Airflow Load Heating Floor CFMlsgft Sensible CFM LoadMBH Area MBH •••• Z-1 Ground Floor 45.2 1995 Jul 1700 25.2 2360.0 • 0.85 •••• •••••• • • s sees • sees•• • • • sees•• sees • • • • • s •sees• •s•• • •see• ses•s• •• • ss••• e• s• • •• •sees• • ••sees • • • • • • • • • • •cess• sees•• • Block Load 4.15 Page 1 of 1 i System Input Data Project Name:13-0910 Turk Residence 12/05/2013 Prepared by:ARPE Engineering.Inc. 01:16PM General Details: Air System Name:.................................: ....................AC#1 Air System Type:..-...................................Single Zone CAV Number of zones*.-..._................................................................1 SystemStartup:..............................................................-...........6 Duration of Operation:...............................................-..._.--...24 Central Cooling Coil Data: Used?:...._...............................................................................YES Supply Air Temperature:...---..................-.....-..................54.0 F Coil Bypass Factor*......................................_....................0.100 Central Heating Coll Data: Used?:.....-...............................................................................YES Supply Temperature:................................_......................110.0 F Supply Fan Data: Configuration.......................-..................................Draw-thru Fan Performance:.............._.._....-----------------------------------0.40 in wg Ceiling Return Air Plenum Data: Return Air Via:....--------------------------------------------Ducted Return Zones Included: Zone Names Z-1 Ground Floor Thermostats Data: Cooling T-stat:Occ..........................-................................75.0 F Cooling T-stat:Unocc......................................................85.0 F Heating T-stat:Occ---------------------------------------------------------70.0 F Heating T-stat:Unocc:........................................................60.0 F Safety Factors: Cooling Sensible Safety Factor:........................................-..0 % Cooling Latent Safety Factor_.........................................-....0 % Heating Safety Factor------------------------------------------------------0 % •.•• • •••• • ••••• • • • • • •••••• • Block Load 4.15 Page 1 of 1 Air System Sizing Summary for AC#2 Project Name:13-0910 Turk Residence 12/05/2013 Prepared by:ARPE Engineering,Inc. 01:44PM Air System Information Air System Name:.............................................................AC#2 Number of zones........................................................................1 Air System Type---------------------------------------Single Zone CAV Floor Area..........................................................................1380.0 sqft Location*............................................Miami Shores,Florida Sizing Calculation Information Calculation Months................................................Jan to Dec Calculation method..............Transfer Function Method Central Cooling Coli Sizing Data Total coil load:...........................................................----------...2.8 Tons Load occurs at:........................................-..................Jut 1700 Total coil load............................................................_..........33.0 MBH OA DB i WB:.._............................................................89.7177.7 F Sensible coil load ........................................-....................26.5 MBH Entering DB/WB............--.................._..................75.4163.2 F Coil airflow:............................................................................1173 CFM Leaving DB/WB:.......................................................54.5163.3 F Sensible heat ratio...--.-..................................................0.804 Coli ADP......._................................._................................_..52.1 F Area per unit load.................---.......................................501.3 sgft/Ton Bypass Factor..................................................................0.100 Load per unit area .-.................-..._.............._..._..........-.23.9 BTU/(hr-sgft) Resulting RH........._............................._..._....._.......................51 % Design supply temp.................................................54.0 F Central Heating Coil Sizing Data Max coil load .........._.-...............-........................................12.9 MBH Load occurs at:._................._..............._.......................Des Htg Coil airflow...........-........................................................._.1173 CFM Ent DB/Lvg DB.........................................................69.9180.1 F Load per unit area .............................................._................9.4 BTU/(hr-sgft) Supply Fan Sizing Data Actual max airflow:....................-----..................................1173 CFM Fan motor BHP....--------------------------------------------------------------0.14 BHP Standard airflow*..................................................................1172 CFM Fan motor kW,.......................................................................0.10 kW Actual max airflow per unit area................................----0.85 CFM/sgft Fan static................................................................................0.40 in wg Outdoor Ventilation Air Data Design airflow:............................................................................0 CFM Airflow per person................................................................0.00 CFM/person Airflow per unit floor area*..................................................0.00 CFM/sgft Space Sizing Data Space Name Maximum Design Time of Peak Maximum Space Space Cooling Airflow Load Heating Floor CFMlsgft Sensible CFM Load MBH Area MSH s e••• Z-2 Second Floor 26.6 1173 JUI 1600 13.2 1380.0 • 0.85 0006 •••eO• •• • • •00 • • • • • 0 O•e •• •O • 0000•• • 0000•9 • • • 0000•• 0000 • • • • • • Oe•O•• 0000 • Osseo •oe•*O 00 • ••e•• •• •• • •• •see•• e••e•• • • • • • • e • • • • 000000 • • • • • .• • 0000 • • 000 Block Load 4.15 Page 1 of 1 System Input Data Project Name:13-0910 Turk Residence 12/05/2013 Prepared by:ARPE Engineering,Inc. 01:45PM General Details: Air System Name..........................................................AC#2 Air System Type:.._..................................Single Zone CAV Number of zones........................................................................1 SystemStartup...........................................................................6 Duration of Operation............................................................24 Central Cooling Coll Data: Used?....................................................................................YES Supply Air Temperature:..._...............................................54.0 F Coil Bypass Factor_............_............................................0.100 Central Heating Coil Data: Used?,......................................................................................YES Supply Temperature..................._....................................110.0 F Supply Fan Data: Configuration.........................._...............................Draw-thru FanPerformance....................._.........._..............................0.40 In wg Ceiling Return Air Plenum Data: Return Air Via _..............................................Ducted Return Zones Included: Zone Names Z-2 Second Floor Thermostats Data: Cooling T-stat:Occ:....._.....................................................75.0 F Cooling T-stat:Unocc:........................................................85.0 F Heating T-stat:Occ:.............................................................70.0 F Heating T-stat:Unocc:........................................._....._...._.60.0 F Safety Factors: Cooling Sensible Safety Factor..........................................0 % Cooling Latent Safety Factor................................................0 % Heating Safety Factor......_.....................................................0 % ...• • •• •• • •• •••••• • • Block Load 4.15 Page 1 of 1 T 4035 S.W. 98th Avenue, Miami, Florida 33165. b�® 785,9 P.O. Box 650213/Miami, Florida 33165-0213 Tel. (305) 552-0141 /1-800 782-9284 Fax(305) 227-1797 Web Page:www.alflexexterminators.com/Email: alfiexQbellsouth.net Partial Treatment Notice Project Name:. 'r'' 'l Property Address:'��Z�/� 7� 6T Lot Block Model: /Ah ,/,�% R/��_ /�yamw FL ! Service order by: Permit#: o ,o Date: Time: 9 Applicator: yy�� . K Product UsaoZ;Cbd'd/n1hA1 94 Chemical Used: (acxive ingred' ,,n��t)yy �` Number of Gallons applied : Z® Percent Concentration: U�Cov� Area Treated : 2,70 Tamp: AJ Linear feet Treated Stage of Treatment: Horizontal/Interior Vertical This Is not valid without a company seal 1. The above noted structure has received the first of two or more required treatmets for the preve nL subterranean termites. .........�-�-�, 2. Upon completion of this treatment and payment of any balance due under this contract,AI-F wp p ' written confirmation that the treatment is completed and the associated limited warranty is 1 full ffedJ The limited warranty shall not be considered to be in effect until all required payment has n 7, This form is for inspection or construction draw purposes on . The perimeter of the above ur°e�o1E at final grade accordance with pesticide label and Florida Statue.Warranty and treatment certification will be issu n of final treatment. This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closing. NOTICE TO BUILDER: It is the responsibility of the builder to notify AL-Flex Exterminators should treatment be required for patios, driveways and entryways.Ai-Flex Exterminators must be notified at final grade of structure so final treatment can be completed warranty issued,and required paperwork for dosing submitted. THIS IS NOT A PROOF OF WARRANTY Studio A Engineering CA.27691 Shoring Engineers 10770 NW 66 St-#4M Donal,Rodde 33178 Tel.(788)385-2828 (305)640.9830 P-fell:paui_dneda@wWnew.com Fax.(305)640.3067 h0.'1 VWW.Studloaeng.com March 12,2015 VILLAGE OF MIAMI SHORES BUILDING DEPARTMENT 10050 NE 2'd Ave Miami Shores,Florida 33138 Project: Sharing ins for: TURK RESIDENCE 1275 NE 94*St Miami Shores,FL 33136 Dear Sirs: I Paul Pineda,P.E.,S.I.,having performed the shoring plans for the above project,hereby attest that 16 the best of my knowledge,belief and professional judgment the Shoring of the Beams,the way the contractor installed on the field, is safe even it is not exactly the way is shown in the plans. Should you ha any question or needed additional information,please do not hesitate to contact me. Respectfiill ubmitted, 03/12/15 PAUL PINEDA,PE 61808 Professional Engineer Florida Special Threshold Inspector#7026221 Page 1 of I STUDIO A ENGINEERING PAUL PINEDA,S.E.,P.E.61808 FLORIDA SPECIAL INSPECTOR 7026221 THRESHOLD INSPECTIONS 10770 NW 66 St-#401 Miami,Florida 33178 Tel.: (305)640 9850 Ph/Fax: (305)640 3067 Report# 1 City of Miami Shores Threshold Building Inspection Report Location of Project: TURK RESIDENCE 1275 NE 94 ST Miami Shores,FL 33138 Contractor: NESS CARMEL,LLC Inspection Conducted by: PAUL PINEDAIF. CADENA Weather Conditions: SUNNY Temperature: 88°F Precipitation:None STRUCTURAL: Shoring Inspection of Second Floor Level—Pour#1 Approved. /.61808 Inspector's Signature: PAUL PINEDA, FLORIDA SPECIAL INSPECTOR 7026221 Date: 03-10-15 SCOPE OF INSPEC"fION Tlds inspaovri b made on Floe bolsofAdbueftoccessible and visible.No attempt was made to uncover,remove or expose hidden arm V6 report dW pot Cor a ofaa�y !1<is ORIy an on report of the current and existing conditions of the property inspected.StudioAEnginceftoff Waft repiesemelveswilftfiftibr tl or"of the findings of this inspection report.This report is not an attempt to bid on any of the arm tgtd or Nplacooft Ltflinliht of ft*pot k tanned to the cost of the inspection report.This inspection report is the professional opinion of On the hoodkin.Pam fimcaion of any of the elements inspected is not guaranteed in any way by this report.Acceptance of this report do ataotiM t>p ffiofthess !saw opWM to MAJW propeft is gay in fair condition,based on the above noted comments,and assuming Hurt normal and proper constru*s a d(dr q0ft or maks wwe enplop W whoa hdden.This assumes that recommendations or c owments mate in this report are property per,p or dh by aWa lioerad .lry ou have any questions or need further assistance,please write us. Ilan tofhe On ofdw p adCfBiled list of deficiencies and/or needed repairs are beyond the scope of this inspeo6a.and ps swh an considlad putt arts waft nocemy Co 'S Sammy Training Program and follow OSHA rules for shoring and ACI-347.The guard taiturps ase rat atg& ftse.Corncaoor has to Mw WDA aft ritr pd railings installation and supervision.This inspection can only determine the visad GondWons ofdds p q"go do der dit kapgOon(03/10n5). This NVW is the comod opinion d this con*W only and does not bind any party to make any repairs or replacements.This report cep aoly in vWW &Mvft=dwnddMwWdownd pl>rla *Cover inaccessible areas or hidden dames.This report does not intend to rephase,=p=0dCQFft&&dW Casts 0f4firmd4bd0Mdft=K toed it h recommended that a property disclosure statement be obtained for your information 'tits bSpoom[sport is an boom of p offisional service and is the property of Studio A Engineering and is intended for ft hr's sole ow=d Any tion of dli np K orum by other parties without prior written permission is prohibited. -1 -;,V �lz —if ilt, ae •Z,4 1.6tt • i'O.11%itt in o(v fq FI i ffi, j ija fq cl& kn6;c^�1i).AvAlo D'.4r'A er A e'vw 4m -'r, VA-AW AVV W44* v' AM �Ao Ankv 1p "GEOTE6HNICAL MATERIAL TESTING ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES , ASBESTOS ROOF TESTING DYNATECH ENGINEERING CORP. Miami,August 26,2013 t; 17Y Mr. Jim Turk 2020 North Bayshore Drive, # 1710 Miami, FL 33137 COPY Re: Proposed Residence @ 1275 N.E. 94`" Street Miami, FL 33137 Dear Mr. Turk: Pursuant to your request,DYNATECH ENGINEERING CORP.(DEC)completed a Subsoil Investigation on August 26,2013,at the above referenced project. The purpose of our investigation was to help determine subsoil conditions relative to foundation design of the proposed structures. A total of(3) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 35' below existing ground surface at the locations shown on the attached sketch. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site: (refer to field boring logs for exact locations and soil conditions): ••1• Average Depth00000 •••••• From To Description •0•• ; '. 0'-0" 0'-6" Topsoil and grass `•"" 0'-6" 2'-6" Topsoil w/rock fragments '••• '••••• 2'-6" 3'-6" Brown sandy silt •••.. 3'-6" 6'-6" Gray silt ••�..� �.� ..:..' .. .. . .. ...... 6'-6" 8'-6" Peat 8'-6" 9'-0" Brown sand w/peat ` ...... ...... 9'-0" 9'-6" Brown sand • 9'-6" 26'-0" Tan sandy limerock " •••• •; 26'-0" 30'-0" Tan medium sand w/rock traces '••• 30'-0" 35'-0" Tan sandy limerock Groundwater table was measured immediately at the completion of each boring and was found at an average depth of 4'-0"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 grand elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions andhould be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwateand water proofing contractors shall be consulted for all work below the groundwater level. 750 West 84 Street,Hialeah,FL 33014-3618• Phone: (305) 828-7499• Fax: (305)828-9598 E-Mail: Dynatedh@bellsouth.net Page No. 2 1275 N.E. 941h Street, Miami, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposedstructures and slabs without detrimental settlement Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems shall consist of one of the following 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 25'or Refusal 4 Inches 5 Tons l Ton N/A Auger Cast Piles 25' BELS 12 Inches 25 Tons 12 Tons 1 Ton Auger Cast Piles 25' BELS 14 Inches 35 Tons 15 Tons 2 Tons Precast Concrete Piles 25' BELS 10"x 10" 17 Tons 5 Tons 1 Ton Precast Concrete Piles 25' BELS 12"x 12" 25 Tons 7 Tons 1 Ton Precast Concrete Piles 25' BELS 14"x 14" 35 Tons 10 Tons 2 Tons B.E.L.S.: Below Existing Land Surface Estimated Lateral Load for a pile Top Deflection of 1/4 inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed grade beam elevation and soil profile. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile 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 foundations shall be not tessthan tAeo ie average.. diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular pdi:;*A J mut in ao ME less that; 30 inches. • 000000 .... . ...... The installation of adjacent piles (located within 4 feet of each other) on the'S' L warkmg day is.»pt recommended. We recommend that adjacent piles not be installed until the Aoeial gro it�dile h2tsstt!• overnight. • The grout used in the pile installation shall develop a minimum compressive sttenAof 40WP91 at 2x days Large grout volumes,possibly twice(or more)of the theoretical pile volume,are expected fO?ptoper-augers cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. 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. 2 Page No. 3 1275 N.E. 94" Street, Miami, FL. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 110 pcf. Buoyant: 60 Pcf. - Angle of internal friction: 30' - Earth pressure coefficient Ka: 0.33;Kp: 3.0 - Angle of wall friction: 30'for steel piles,201 for concrete or brick walls; 15°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 entirely and replaced with compacted washed gravel such as pea rock or#57 stone. Fasten utility lines to underside of structural slabs to avoid settlements. Excavations shall not extend within 1 foot of the angle of repose next to existing footings or structures, unless underpinned. All excavation shoring must be designed and inspected by a Florida licensed professional engineer. All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety Act. 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 building, foundations. Verify all water,sewer,plumbing,sprinkler and drainage lines arer? Mly f igationing with ro leaks in the vicinity of the foundations. "" ` An arborist must be consulted prior to any land clearing to verify compliance 01h local WHO �• Detailed settlement analysis was beyond the scope of this report. However,wala a comp6gWthe fietd?(?V data obtained in this exploration with our experience with structures similar to those propogs ed for this rte. The estimated magnitude of these settlements is'/z to 1 inches. Due to the granylai iatureof the subsyrfa cel materials,the foundation settlements should occur as the loads are applied and should be viirwry 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. 3 Page No. 4 1275 N.E. 94`"Street, Miami,FL This report was prepared in compliance with the 2010 Florida Building Code. 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 that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase Il Environmental Site Assessments is recommended. 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 statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. 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 nea=fuliue. PINeA0000el frg% tp•• contact us if we may be of further service to you. ®®®�b��t B I f'I//d`� ••• • ®® Nt --" •tetSincerely yours; " , 00000• 0 0 0 0,, 00000 ® •• •P • c +i�.. 000040 Wiss dam, P-E ` 0 r •. DYNATECH ENGINEERING CORP. s�® ;'4 90 0 AV 60 Florida Reg.No. 39584 ®®s'�� ® ®�=�� ••• Special Inspector No. 757 ®/®j��%NA , �;;• • Certificate of Authorization No.: CA 5491 4 TEST BORING REPORT . . .... ...... ...... .. . ...... .... . ..... ...... .. . ..... .. .. . .. ...... . . . . ...... DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : MR.JIM TURK DATE: August 23, 2013 PROJECT : Proposed Residence @ HOLE NO.: B-1 ADDRESS : 1275 N.E. 94`" Street, Miami, FL. DRILLER: AS LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE HAMMIER DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N" SAMPLER 1 2 Hand H 2 3 0'-0"to 01.-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to 2'-6" BLACK FINE SAND W/ORGANIC STAIN 6 1 1 2 6 W/ROCK FRAGMENTS 1 1 7 8 1 1 2 9 2'-6"to 3'-6" BROWN SANDY SILT 10 1 2 4 10 2 7 11 3'-6"to 6'-6" GRAY SILT 12 6 6 14 12 8 10 13 6'-6"to 8'-6" PEAT 14 9 8 18 14 10 12 15 8'-6"to 9'-0" DARK BROWN MEDIUM SAND W/PEAT 16 13 10 21 16 TRACES I 1 10 17 18 9 10 18 18 ,� 8 992* 19 9 -0 to 9 -6 BROWN MEDIUM SAND 2020 .... ... .. . . 21 9'-6"to 18'-0" TAN SANDY LIMEROCK 21 0:0 . 000 .. 22 ..... 23 18'-0"to 25'-0" TAN VERY SANDY LIMEROCK 24.•• •.•00 24 • • ..... .. . ... . 25 25'-0"to 26'-0" TAN SANDY LIMEROCK 2r •• 7 • t• I'8'• ;• 26 :00:0 : 12 13 2726'-0"to 30'-0" TAN MEDIUM SAND W/ROCK TRACES 2$ :••0:4 •, 28 • • ... .. 29 30 30'-0"to 35'-0" TAN SANDY LIMEROCK 30 •'•• 31 32 32 33 34� 34 12 10 22 5 12 14 3 35 36 13 12 37 38 38 Water Level: 4' Below Surface Asa mutual protection to clients.the public turd ourselves,all reports are submitted as the confidential property of clieet and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pendirg on our written approval. H..:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 5 DYNATECH ENGINEERING CORP. 750 WEST 84T"STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : MR.JIM TURK DATE: August 23, 2013 PROJECT : Proposed Residence @ HOLE NO.: B-2 ADDRESS : 1275 N.E. 94`h Street, Miami, FL. DRILLER: AS LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE HAMMER DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N" SAMPLER 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to 1'-0" DARK BROWN MEDIUM SAND W/ROCK 6 1 1 2 6 TRACES 1 7 8 1 1 2 8 1 1 8 1'-0"to 2'-0" BROWNISH MEDIUM SAND 10 1 1 4 10 3 3 11 2'-0"to 2'-6" GRAY SILTY SAND 12 7 6 15 12 9 8 13 2'-6"to 6'-0" GRAY SILT 14 10 12 23 14 11 10 15 6'-0"to 9'-0" PEAT 16 13 11 21 16 10 9 17 9'-0"to 9'-6" DARK BROWN MEDIUM SAND W/PEAT 18 7 7 15 18 ,19 TRACES 8 ..$• 2)0 . 0000 0000. 20 •• ••• 21 9'-6"to 10'-0" BROWN MEDIUM SAND 2 • 2 0000. 2 000 0. 23 10'-0"to 18'-0" TAN SANDY LIMEROCK 00•• • 0000.. 24..0 ... . 24 00000 .. . ... . 25 18'-0"to 25'-0" TAN VERY SANDY LIMEROCK V •• 90 'r1 2 r• ;• 26 :4940:40 12 010 0 27 00 0000.. 28 25'-0"to 26'-0" TAN SANDY LIMEROCK 18 0 0000. .. 0000 29 30 0000 30 261-0"to 30'-0" TAN MEDIUM SAND W/ROCK 31 FRAGMENTS 32 32 33 30'-0"to 35'-0" TAN SANDY LIMEROCK 34 10 12 23 34 11 13 35 36 14 13 36 37 38 38 Water Level: 4' Below Surface Asa mutual protection to clients,the public ami ourselvek all reports are submitted as the confidential property of cliest and authmiretion for publication of statement conclusions or extracts from or regarding our reports is reserved penditg on our written approval. H :HAND AUGER;A.HOLLOW STEM AUGER;R:REFUSAL 6 DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : MR.JIM TURK DATE: August 23,2013 PROJECT : Proposed Residence @ HOLE NO.: B-3 ADDRESS : 1275 N.E. 94`h Street, Miami, FL. DRILLER: AS LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE HAMMER DEPTH DESCRIPTION OF MATERIALS No. BLOWS ON "N" SAMPLER 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 50'-6"to 1'-0" DARK BROWN MEDIUM SAND 6 2 1 1 8 1'-0"to 2'-0" BROWNISH SILTY SAND 8 1 1 2 9 10 1 1 3 10 2'-0"to 2'-6" GRAYISH SANDY SILT 2 3 11 12 6 6 14 12 2'-6"to 6'-6" GRAY SILT 8 9 13 14 9 7 16 14 6'-6"to 9'-0" PEAT 9 12 15 16 10 11 20 16 9'-0"to 9'-6" DARK BROWN MEDIUM SAND W/PEAT 9 8 17 TRACES 18 8 9 17 18 g ••Z• 19 20 9'-6"to 10'-0" BROWN MEDIUM SAND 2(Z •••• ••••�• 21 ••• 22 10'-0"to 18'-0" TAN SANDY LIMEROCK2�••' • 23 ... 24 18'-0"to 25'-0" TAN VERY SANDY LIMEROCK .. . ..: .' 25 2 6 ; •$•• 26•. ;. 26 25'-0"to 26'-0" TAN SANDY LIMEROCK0 12 to 27 •• 28 28 26'-0"to 30'-0" TAN MEDIUM SAND W/ROCK •••• 0000 �•• 29 • 30 FRAGMENTS 30 00:0••• 31 32 30'-0"to 35'-0" TAN SANDY LIMEROCK 32 33 34 34 15 16 30 35 14 14 36 36 12 13 37 38 38 Water Level: 41 Below Surface As a mutual protection to clients,the public and ourselves.all reports are submitted as the confidential property of client and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval H.. HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 7 SITE PLAN 0000 . . 0000 0000.. 0000.. 0000.. 0000 0000.. 06.. . .0690 .. . ..... .. .. 0 .. 99..00 0000.. . . . . . 000000 0000.. 600. B# . Boring Test Location At �J B3 . . .... ...... .... . ..... .. .. . .. ...... . . . . ...... NE 90 Street '..' : .... :••••: DYNATECH ENGINEERING CORP. Client: ICO UNIFORMS Scale:N.T.S. Project: 1275 North East 94h Street, Miami Shores,Florida 33138 Folio No.: 11-3205-010-0090 Date:August 26,2013 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 properly of clients,and 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 Particle Size Relative Density and Consistency Boulders > 12 in. - Cobble 3 in.to 1 in. Cone Penetration ' tends 1 tive Gravel 4.76 mm to Sin. Tests Penetration Density Sand 0.07 mm to 4.67 mm. �� lows/ftl Silt 0.005 mm.to 0.074 mm Sands 0-16 0-4 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm .... .' 81-120 21-30 Very Firmodic•• ....�. Over 120 31-50 Dense 5%- 10 °/a....Slightt SMt$or Cl y;. 10%.-30%••:•Silty or Clayey : Silts& 0-3 0-2 Very Loose 30%-50%0•••very IUV.orVeryXTayey Clay 4-9 3-4 Soft 0%-S% SlightPyTrue 10-17 5-8 Firm 6%- 10%*0.6*Trace: •0'• 18-31 9-15 Stiff 11%-20%....Little . 32-60 16-30 Very Stiff 21%-35°A ' tome• ....:. Over 60 31-50 Hard >35%Audi Rock Hardness Descrifltion Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with.fingers Very Hard Rock core rings when struck with hammer(cherts) Miami Shores Village Building Department I FE6 4 94 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 B Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2010 BUILDING Master Permit No.M-14-1:::"o1JE51 PERMIT APPLICATION Sub Permit No. OB'UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL F-1 PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION KTI(HOP Vs- �r N/",� CONTRACTOR DRAWINGS JOB ADDRESS: 127- /V ^G ' City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type:: Flood Zone: BFE: ( FIFE^: OWNER:Name(Fee Simple Titleholder): �/ 41 �(/��\ Phone#: cOs f''1 12- Address: City: State Zip: Tenant/Lessee Name: Phone#: Email: // 1 CONTRACTOR:Company Name: PISS ��f'"I-� ! Phone#:. o 2- Address: is qS t S W' l l Ler,ic City: A"A 1r)r, State: ` Zip: Qualifier Name: 1� J 11tQ((-X,e 6 �Z Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: e4V4/('Qya1 Specify color of color thru tile: Submittal Fee$ M�Permit Fee$ CCF$ CO/CC$ Scanning Fee$ 3• UCS Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ V. Bond$ TOTAL FEE NOW DUE$ _j, •CQI (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City i I State Zip 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 aroved o a einspection fee will be charged. Signature kA Signature LorONEAGENT CONTRACTThe foregoing instrnowledged before me this The foregoing instrument was acknowledged before me thisday of20 1by day of 20 by JPL1TVIQX ,`whho�ois personally known to i/r® �rd1 ,who is personally known to me or who has produced. yER u as me or who has produced identification and who did take an oath. identification and who did take an oath. NOTARY PU C: NOTARY PUBLIC: Sign: S' 4-00 Print: Notary Public State of Florida ano Sindia M Commission FF 082753 Seal: My Commission FF 158750 Seal: of Expires 01112!2018 er Expires 09!0312018 ************************************************************************************************************ APPROVED BY I3l w Plans Examiner Zoning 6SStructural Review Clerk (Revised02/24/2014) 1 Studio rin C.A.27691 Shoring Engineers 10770 NW 85 St-!1401 Dorm Florida 33178 Tel:(786)385-2523 (305)840-9850 E-mail.pout pineda@enginew.com Fax (305)640-3067 www.studloaeng.com REG]E FEB 2A 2015 BY: NESS CARMEL, LLC SHORING CALCULATIONS FOR: TURK RESIDENCE 1275 NE 4 St Miami,FL 33138 Calculations comply with: 2010 Florida Building Code-ACI 347- Specifications COPY r /4G +Tfd! NUMBER 61808 f ` OF f 0f V //PJJpJiPttlf it Ottttttt�`4� 02-23-15 FOR ALL SHEETS PAUL PINEDA,PE 61808 Professional Engineer Florida Special Inspector#7026221 JOB NUMBER: 1497 JOB NAME TURK RESIDENCE SLAB SHORING slab : 6.5 inch JOIST SIZE : depth: 3.5 inches width: 1.5 inches [1]2x4 STRINGER SIZE: depth: 3.5 inches width: 3 inches [2]2x4 Stringer Spacing 4.0 ft Clear Span = 3.75 ft Post-shore Spacing 3.0 ft Clear Span = 2.71 ft DEAD LOADS(DL): SLAB SELF WEIGHT: 79 psf FORMWORK 10 psf TOTAL DEAD LOADS: 89 psf LIVE LOADS (LQ: 50 psf 50 psf TOTAL LIVE LOADS: 50 psf TOTAL LOADS 139 psf a) PLYWOOD 3/4" : Using Joist @ 16 inches L = 1.33 ft M= wxL^2/8= 30.79#sxft f b= M/Sx = 896.71 psi < F b = 1930 psi (OK) b JOIST: W= 184.72 plf M= wxL"2/8= 324.71 #sxft f b= M/Sx = 1272.32 psi < F b = 1375 psi (OK) SHEAR ON JOIST(V): 369.44#s f = 3V/2bd= 105.56 psi < F = 175 psi (OK) c) STRINGER: W= 554.17 plf M= wxL^2/8= 508.11 #sxft f b= M/Sx = 995.47 psi < F b = 1375 psi (OK) SHEAR ON STRINGER(V): 831.25#s f v= 3V/2bd= 118.75 psi < F = 175 psi (OK) d) POST SHORE LOAD 1662.50 #s < P allow =2,880 Lbs(Hi-Load Post) h<= 12' JOB NUMBER: 1497 JOB NAME TURK RESIDENCE SLAB SHORING slab : 8.5 inch JOIST SIZE: depth: 3.5 inches width: 1.5 inches [1]2x4 STRINGER SIZE: depth: 3.5 inches width: 3 inches [2]2x4 Stringer Spacing 4.0 ft Clear Span = 3.75 ft Post-shore Spacing 3.0 ft Clear Span = 2.71 ft DEAD LOADS(DL): SLAB SELF WEIGHT: 103 psf FORMWORK 10 psf TOTAL DEAD LOADS: 113 psf LIVE LOADS (LQ: 50P sf 50 psf TOTAL LIVE LOADS: 50 psf TOTAL LOADS 163 psf a) PLYWOOD 3/4" : Using Joist @ 14 inches L = 1.17 ft M= wxL^2/8= 27.68#sxft f b= M/Sx = 806.30 psi < F b = 1930 psi (OK) b JOIST: W= 189.83 plf M= wxL"2/8= 333.68#sxft f b= M 1 Sx = 1307.48 psi < F b = 1375 psi (OK) SHEAR ON JOIST(V): 379.65 #s f v= 3V/2bd= 108.47 psi < F = 175 psi (OK) c) STRINGER: W= 650.83 plf M= w xL112/8= 596.74#s x ft f b= M/Sx = 1169.12 psi < F b = 1375 psi (OK) SHEAR ON STRINGER(V): 976.25 #s f v= 3V/2bd= 139.46 psi < F = 175 psi (OK) T SHORE LOAD 1952.50 #s < P allow =2,880 Lbs Hi-Load Post) d POS S ( h<= 12' JOB NUMBER: 1497 JOB NAME TURK RESIDENCE SLAB SHORING slab : 12 inch JOIST SIZE: depth: 3.5 inches width: 1.5 inches [1]2x4 STRINGER SIZE: depth: 3.5 inches width: 3 inches [2]2x4 Stringer Spacing 3.5 ft Clear Span = 3.25 ft Post-shore Spacing 3.0 ft Clear Span = 2.71 ft DEAD LOADS(134 SLAB SELF WEIGHT: 145 psf FORMWORK 10 psf TOTAL DEAD LOADS: 155 psf LIVE LOADS (LL): 50 psf 50 psf TOTAL LIVE LOADS: 50 psf TOTAL LOADS 205 psf a) PLYWOOD 3/4" : Using Joist @ 14 inches L = 1.17 ft M= wxL^2/8= 34.88#sxft f b= M/Sx = 1015.88 psi < F b = 1930 psi (OK) b) JOIST: W= 239.17 plf M= wxL^2/8= 315.77 #sxft f b= M/Sx = 1237.32 psi < F b = 1375 psi (OK) SHEAR ONJOIST(V): 418.54#s f v= 3V/2bd= 119.58 psi < F = 175 psi (OK} c) STRINGER: W= 717.50 plf M= w xL^2/8= 657.86#s x ft f b= M/Sx = 1288.88 psi < F b = 1375 psi (OK) SHEAR ON STRINGER(V): 1076.25 #s f v= 3V/2bd= 153.75 psi < F = 175 psi (OK) d) POST SHORE LOAD 2152.50 #s < P allow =2,880 Lbs(Hi-Load Post) h<= 12' JOB NUMBER: 1497 JOB NAME : TURK RESIDENCE UP TO 8 x 36 BEAM DIMENSIONS: depth: Winches width: 8 inches JOIST DIMENSIONS: depth: 3.5 inches (4") width: 1.5 inches (2") STRINGER DIMENSIONS: depth: 1.5 inches (4") width: 3.5 inches 2(2"x4") NUMBER OF JOIST: 2 and DEAD LOADS(DL): BEAM SELF WEIGHT: 300 plf TOTAL DEAD LOADS: 300 pif LIVE LOADS (LL): Tot " 50 psf x width 33 pif OVAI'CeA TOTAL LIVE LOADS: 33 pif TOTAL LOADS ON BEAM 333 pif SHr�e�s ne FLUX Posr a) PLYWOOD 3/4" W= 41.67 plf/inch L = 6.5 inch M= w xL^2/8= 220.05 #s x inch f b= M/Sx = 534.11 psi < F b =(Cd=1.25)x 1,545 psi= 1,930 psi(OK) b) JOIST: Stringer Spacing 4 ft Clear Span = 3.88 ft M= w xL^2/8= 625.65 #s x ft f b= M/Sx = 1225.77 psi < F b =(Cd=1.25)x 1,100 psi= 1,375 psi(OK) SHEAR ON JOIST(V): 322.92 #s f v= 3V/2bd= 92.26 psi < F =175 psi (OK) c) STRINGER: DIRECT BEARING Bearing Area: 12.25 sq-in Load 666.67 #s f c L 54.42 psi < F c L=565 psi (OK) d) POST SHORE LOAD 666.67 #s < P allow =2500 Lbs (OK) (h<= 14') JOB NUMBER: 1497 JOB NAME : TURK RESIDENCE UP TO 12 x 14 BEAM DIMENSIONS: depth: 14 inches width: 12 inches STRINGER&JOIST DIMENSIONS depth: 3.5 inches (4") width: 1.5 inches (2") NUMBER OF JOIST: 2 and DEAD LOADS(DL): BEAM SELF WEIGHT: 175 plf TOTAL DEAD LOADS: 175 pif LIVE LOADS (LL): "G>t 50 psf x width 50 pif TOTAL LIVE LOADS: 50 pif S T'£S L Pwr swan nee TOTAL LOADS ON BEAM 225 pif ELLI.S' fosr a) PLYWOOD 3/4" W= 18.75 plfrnch ru L = 10.5 inch M= w xL^2/8= 258.40 #s x inch f b= M/Sx = 627.18 psi < F b =(Cd=1.25)x 1,545 psi= 1,930 psi(OK) b) JOIST: Stringer Spacing 4 ft Clear Span = 3.88 ft M= w xL^2/8= 422.31 #s x ft f b= M/Sx = 827.39 psi < F b =(Cd=1.25)x 1,100 psi= 1,375 psi(OK) SHEAR ON JOIST(V): 217.97 #s f v= 3V/2bd= 62.28 psi < F =175 psi (OK) c) STRINGER: DIRECT BEARING Bearing Area : 2.25 sq-in Load 450.00 #s f c L 200.00 psi < F c L=565 psi (OK) d) POST SHORE LOAD 450.00#s < P allow =2500#s (OK) (h<=14') JOB NUMBER: 1497 JOB NAME : TURK RESIDENCE UP TO 16 x 14 BEAM DIMENSIONS: depth: 14 inches width: 16 inches STRINGER&JOIST DIMENSIONS depth: 3.5 inches (4") width: 1.5 inches (2") NUMBER OF JOIST: 2 and DEAD LOADS(DL): BEAM SELF WEIGHT: 233 pif TOTAL DEAD LOADS: 233 pif LIVE LOADS (LL): 50 psf x width 67 pif Al vivael- TOTAL LIVE LOADS: 67 pif S'7'£E L PWT- TOTAL LOADS ON BEAM 300 plf sywrx op- a) PLYWOOD 3/4" W= 18.75 pifrnch L = 14.50 inch M= w xL^2/8= 492.77 #s x inch f b= M/Sx = 1196.05 psi < F b =(Cd=1.25)x 1,545 psi= 1,930 psi(OK) b) JOIST: Stringer Spacing 4 ft Clear Span = 3.88 ft M= w xL^2/8= 563.09 #s x ft f b= M/Sx = 1103.19 psi < F b =(Cd=1.25)x 1,100 psi= 1,375 psi(OK} SHEAR ON JOIST(V): 290.63#s f v= 3V/2bd= 83.04 psi < Fv = 175 psi (OK) c) STRINGER: DIRECT BEARING Bearing Area : 2.25 sq-in Load 600.00 #s f c L 266.67 psi < F c L=565 psi (OK) d) POST SHORE LOAD 600.00 #s < P allow =2500#s (OK) (h<=14') MUDSILLS CALCULATION: ALLOWABLE SOIL PRESSURE 2000 PSF Assumed P(max)= 2153 #s(for scafolds posts loads 81/4"slab) AREA= 1.08 SF USE: 14 x 14 1.36 SF ACTING PRESSURE(w): 10.98 PSI = 131.82 P linear inch ( 14 - 6 ) / 2 = 4 inches M=w x L^2/2= 1054.53#s x inch fb= M/nSx n(#plywoods) = 2 F b =[Cd=1.25]x 1,545psi fb= 1279.77 PSI < Fb=1930 PSI USE : 2 PLYWOOD 3/4" , 14 x 14 SQ 0104 2H cmn id-AR It 4 own" C � k k 4 k � � � bb E--t-4 x x34 �t � a bin �� Safuaq Bluminum Shoring JCJSL LIGHTWEIGHT.Lees than 4 lbsper foot, Including wiling gyp,make ffmn easy to carry and Install. ECO CAI..Reduces labor costs. Lowers transporlabon tests. VERSATILE.can be used as either a joist or strihoer. Mmy ALJ aluminum booms can be used as both Joists and s rs. ........................ ` rr "ABC"Aluminum Beam Clarnp Joist th Stringer Stringer to U ALLOMMMLE UNIFORM Sirnple spanotal t tet• LOADS OW Y (it.) QbsJin.ftj SUPPORM S to LLY - .. 4....... -----2500_ *Total dept ioad 5 2100 OA and addfionai 25%fat We 10W,U010La n is RniM*UMWted to 6 _ 1475 t on dead .............y-...,-,, .-. toad only ilA€nirmnn facoW of _ K" safely Is 22:1.For other $ 645 Nb��rrn..aons �yytion and omftwaN �..,. . D"arbim a a 10 ,_..-._ 1 330 _. 11 245 ,> t ' 12 190 a F ` FEAMRES 4. 2x2 nam strip. F in . Field rapkmable. �- - 2. Reverse flange stiffening redixes damage during handlfg. 3. Bolt channel accepts eABC0 ahininum bears or UT hex. #AU...11'-0"long head bolt. #AU.. V4r long 4. 4e wide flange ft standard 4"wide U-head on shoring #AU...21'-T long jades&post shores. Allows side-by-side installation in Offm lengths avail"upon request 8"wide U-heads. Nests far c ompat shipment Vftht 4 lbs. per It. 5. 6112"Might compatibe with other joists. Page 9 M51 MUM WO Un Onna 556 : ieN�. 7ix'::?.vr...Y-:*.xscx u..�.:.::.:,tur:.<.,...:•,:r+:rt:•aa.w-az'isrsamerr;.''ash'ts.�i9'te?te#.t�?^s7.a-"n...n •.;.•r.:�•,:,sa•��.s•:.:;. r:-rs.•..::rr .. :ass�:��w.. Post Shore 350 DB Post,.Tore M 550 Part Nta.: VFTP552147 Part Nw VFTP463087 Height: 6-6-to 11'-6" Height: UP to 18! o �, Weight: 46.5lbs. Weight: 74.2 lbS. Both post shares have a 3"O.D.base and a 2.5"O.D.staff. Components Pant No. Description 'Weight U8EP U-Head 4.9 lbs. l VFTA470804 TSpring Bolt 0.2 lbs. '~ VFTA002547 Swivel Clamp 4.2 lbs. VFTA107118 Counter Nut 2.2 lbs. DR � j t U8EP • + ► • A u. i s • a Accapfs 4"NatW beams. -Height � L9 `?bs.) 6'-6" 6445 10'-0" 9367 7'-o° 6445 101 -6" 8800 7'-6 6445 ill -0" 8176 8'-at 6445 11'-6" 7475 VFTA470804 V -61 6445 12'-0" 6903 teyttked to aMKh 9'-0" 6445 12'-6" 6353 thew t BEP 91-91 6445 IV-011 5815 10'-0" 5600 13'-6" 5316 10'-6" 5170 14'-0" 4880 ill-on 14400 IV-6" 4490 11'-6" 3860 15'-0" 4160 VFTA002547 151-611 3859 (1.9"x 3 n • Post slams must be M=W or restrainer! IV-0" 3575 RMILdrsed to aft Ch 1.9"hdMS , trot lateral movement by other weans. 16 -6" 334{3• to post More base. Capaddesfailicatetlareat3:1 -0" 3133 i7' safety factor. i 7'-P50 V292p4� 18!— " 2732 Aft dra dxV ox this Shed orefnrlttustratiuepx0001-1Y-Thissbeet is iuteseafvrpserat igffirm+atump+rrPwa*xty.Boom eoflhewaxy a arfatewhich afcthe pt +sceolthe padxcsme ofthe VFTA107118 Mfarruatioa ifr it ma wt apoyt For a+tums,coxItut Sa/'maa: t-Jaquirexi for ftWon l m*V in brace eppficarir . 1Vt)7'�tsr¢ctiox,rrsy xwixtexarsaaxd disassembly mist eott%Ornt to carnxtnraxxjadxne'sixstrraGtioirsasmritasoti tra�stateaxdloml VFTP463087 rrgxtatiortsCoDicsaloaxtp teSolety6xaietixespvrt1Y�easxdodrer AS 550ttWbetai pmdxdsantma k4kfmmSafmVo your Sq ydaoterarlthoxtcharge. Wow data for rated. 1EB--!—!W—A–Y PtFWIVIIVA SVST>WLM • $ ySt3ELP M=W. M4WMMSMo&MpOr.Sub4M NM Yt238335mue MdW Qr.Salo War Mfr Wl 53188qtr 523.5500 M 53188(262 523-6544 (800)558.47724 Fat 523-M (WO 5'39-4772+Fax i25234M ANY wAdway Com www.safway.com a 2001 Satiway Sisal Products ss int. AN Righta Reserved. 181111 ORM 553 Fable 413 ReferenceDesign Values for Vs l raded Southern Pince ens: Lumber (2" - T' th1ck) %4,5 (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 413 ADJUSTMENT FACTORS Da*n valuer=In pa mds persquame hc11{psi} Tenslom _Ivmar 0MVMS8Wn comwaassi- Modukm Grad Species and site B2Aft toto�graa'1 mIg r t o rprnn Eb pamust Wlf mrwwdalgade dasslt tkm Fh Ft Fl FCL Fc E AW Dom Suit SBuclwW 300 1.850 175 660 2.234 119001000 690,000 sewswekow 2.854 1.600 175 565 2,100 1,800.00D 660.000 NW4DWWSebdStRx1UW 2.650 1,350 1755 480 1,950 11W.0M10 62},{00 N0.1 Dente 2,000 1,100 175 66D 21000 1,WD,040 650,000 N0.1 2'-4'r4as 1,86D 1,030 1735 so 1.850 1,7001000 62D.= NO.1"on-Dam 1,700 900 175 4(61 1.700 Z,SKOW 510,000 Nat Dom 1,700 875 176 66D 1,85. 1 1.700,000 620,0081 Na2 1,5001 825 175 5�a 1,650 1.6Q4,OW 680.11110 ft2Non0asa t350 715 175 480 t,600 1,4IAOOD 8 00W N0.3wWSW 850 475 175 565 875 i.80t1:000 $10,fl00 cask"abn 1 1 Stendwd 4' 625 Wo 175 5W 1,50D 1,300,000 470,001 #qty 300 In 175 58.5 975 130D.00 470,000 DWAeSetectskmbAw 2,700 1,500 175 650 2.150 1,9t8},ODO GOD= Set8+3 b`h WMW -2.56D 1.AOD 175- 565 200 1.800,000 8 GAA NOnaem Sated swatuAll 4350 1,200 17S 480 'Itm 11700,000 MOOD 1ea1 Dom 1.750 950 136 6611 11900 1.800400 8601,000 tt1 1.650 900 175 00_85 1.750 117{HIAM 620,000 Nal Nagy Dem W-8'v4de 1.5101 60 175 480 1,600 1160D400 5801000 ida 2 Dense 1.460 775 1733 668 1,7511 1.7001DOD M400 Not 1,250 725 1755 565 1,6'01} 1,6W,000 58D,00D NO2 ids-I�9lteQ 1115D 675 175 480 1.500 1,400.000 510,000 Na3&rA stud 760 425 1751 .368 925 1,40D.400 510,000 0*W$*tSinldtuet 2.450 -'.330 175 660 4050 1,900,E 6N O 10 8e�Slrt at 2.= 1.300 175 365 1,900 IAM680,000 Non4)e11se 8dsd SbwAurat 2,100 1.100 175 480 1.750 1,700,OW 620,000 SPIT N01 Dam 11631 875 175 M 1,800 1,800,000 660,000 N0.1 81 Wide 1.5110 82S 17$ 585 100 1,700,00D 620,0011 Nal Naaaare 1330 725 .176 480 1,550 I.eoopo 58000 No.B Dem 1,6110 873 175 60 1.7U1 %700,000 e2).OW N0.2 121 550 175 565 1.550 1,600,400 584.00D tW Wort-Dew 1,100 600 175 490 1.450 1,4MOW 310404 N"O ld stud 700 400 175 585 875 t O,t100 510,0 Denes Sd W Spiel 2.1 1 1.200 176 8B0 2,000 1 QMOOD WQOOO SekCt,"s"Wal 15.050 1.101 175 555 111150 1,110100 6KOW Non-Demseledswaamid 1A SO 9W 175 400 1,750 1.700.000 SMOG 1 Nal Dew 1,450 775 170" 660 1,760 IAWA ? 688,1001 No.1 10°Wide 1.300 725 175 6o 1,600 1.700,000 620,000 No.1 um-Deffie IAA 651 175 480 1.5500 1.600.00D WOOD N020Wnsr# 1.2001 625 175 660 1,850 1.7430.000 MOW M62 1,050 576 175 M 1.500 1,600,000 MAO No2mm-Dem 850 560 175 400 1.400 1,400,1104 510.000 NO2WHISW 600 325 175 585 851 1,400,000 510.000 Dense Seed Ste OW0 2.050 1.100 1751 Im I.950 1,9W.00 69011010 swell s1wh tel 1,9001 1,1151 113 8% 1.8DO 1,800,000 GKOW Non0aw SeW StrucWuretl 1.750 9001 175 480 1.700 11700.000 820,000 NO.1 Deme 1,350 77.5 1731 850 1,700 118WAW 6K= No.1 12'1vlde 1,250 M 176 365 11600 1170D.Ow WAO00 No.1 Won Dw= 1,180 600 M 480 1,500 1.600.000 580,OOO No.20er 1.150 575 175 660 1,60 1,-,WD011 620.000 *2 M 550 17'31 365 1,450 1.600,000 580,000 WKWOOM 90D 326 170- 460 1.3511 1400,004 510,004 NO2 $W 575 317.0 175 3"85 825 1.4018,(810 510,OW Temporary struictu'res From Table 4-3, the section modulus, S, for %4n. plywoodis: 0.412 in. TABLE 4-3: EFFECTIVE SECTION PROPERTIES FOR PLYWOOD (124N. WIDTHS)* FACE PLIES OF DIFFERENT SPECIES FROM INNER PLIES Satftd fit- 12•tn.Wdh,used w18t Um 124L V;*W Und tech mkj� nm for we'"PMW to aw Wain PWPWWbAw to opm weight,lb muln maw, tl f Arse far k WOM Ef b*m Atse tdiornent EBecHve t of twww of tr�uu sewn shy pion of WOW ohm In, and own. 1 moduke awatwa and CW* 1 modus auutmit 4" pw Port, SS 89 It tri 9 li1.3 "(WOO' ko k 0 T. 1/4 3 0.287 O.SS 0.008 0.00 2.010 0.348 0.001 0.009 2.019 29 0.8 % 3 0.288 1.307 0.027' 0.12.3 3.098 Olen 0.002 0.023 3.810 33 1.1 % 3 0.426 1.847 0.077 02M 4.488 1.240 0.009 0.067 2.782 49 1.8 % 5 0. 2.479 AM ?3A 5-jP4 1.529 0.027 0.184 3.119 S8 1.6 A4 7 0. 2 1 0.41 8. 2.081 0.083 0.299 4.079 70 2.2 2.851 0.104 0.394 6.078 83 2.8 1 7 0.817 3.721 0,423 0.084 9.862 3.183 0.185 0.691 7.031 Be 3.0 1% 7 0.838 3.894 0.846 0.820 9.883 3.180 1 .271 0.744 8.428 1 106 3.3 'Use fled S vWw 8r bwdre ceWuWftft and use J proms tgkm from Mwch 1885adihm 4.8, am be used kw d Wided�1 ptywoods.F"pL QRA0E OF PLYt i3 USED,SUGHRY NKNER VALU FRC1ht 4-9 CAN BE USM FOR O MY, loading of the beam for a 1-ft wide strip P. 0 ps f W -- -= -- 6001b/1f 12 in.. 13 From Table , the bendingtress for plywood is 1545 psi. TABLE 4-2: REPRESENTATIVE SASE DESIGN STRESSES, PSI, NORMAL LOAD DURATION, VISUALLY GRADED DIMENSION LUMBER AT 19 PERCENT MOISTURE,AND PLYWOOD USED WET Derived from recommend of the At'rterim Forests&P&W Ass on(IJeWsmis 431 WW#ram recd nrr an"ons of the Amok=Plywood AasoaWon IRefomes 481. wirer"MW CWPONIOn COMWOSSIM Fkntzor W Modtdus of 3P3 MD OWE FL tct n, mar,F„ j►, oa a ( grain) E PLYWO gtiiwA'THIW USED WET,Piytarm BoarIng on -- 8.8, Cdr 1 (Girads sb fev9l 80). 1546** tam,210 *NOTE., Sine aduftwts appy tm all base berdrigetresses end=VreqWmpmm to the grain exoapt,%t"m Pte. Thasizesombneftam already IrWudled In SwUmn Phis bwx%V strown ar4wn prow ion parte to gwn On a=rdarwe with Reference 4.3).This rnscas Sots Pirse own mWoety waver in berring and- 1. QWMA table 4-2B and steer 8 far detaft of size rds. A:Pl wood dream kwkWo anfaces of 1.3 ratio ded by ft Arrierken Plywood iorr. *�'"Yam for ra ft sheer in the p of ttra pis;gee page s-9 forms hL (+nodulus of efast *may be kureased 10 parmt Nalwardellactim is oorrrputedfrom bung demon. t When soca gess is hm than or equal to 1160 psi,no m&ftre a4umnert is required. *When the a4udw oomprealon I Is less tt n or equal to Too psi,no momwe**sstrrnt is mgwf d. problemThe ill be used only once form), the bending stress must be multiplied an adjustment factor of 1 .25 for short term loading. g the allowable stress: 1930 psi * f 1 .2-5. X-* 154- 12 Miami Shores Village APR 1:o 201 Building Department BY: 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 Sa-� FBC 2x00 BUILDING Master Permit No. Q PERMIT APPLICATION Sub Permit No. *1 UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION HOP CONTRACTOR DRAWINGS JOB ADDRESS: Cites Miami Shores County: Miami Dade Zip: I [� Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: -Construction Type: Flood Zone: BFE: J� FF/E::J °� OWNER:Name(Fee Simple Titleholder): Phone 7 R6 ` 7 G Address:: /,--RaS AJ.r,- 14A City:' ' GAM/ ,20tef C State: �F Zip: `'v Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: �QS�r>�r/ / Phone#: 305-2- Address: 1-t-/, City: State: Zip: Qualifier Name: 'S f e'4" I 'IQO►1��{ L Phone#: State Certification or Registration#: C.6 c' S �{�certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 8,019- 00 Square/Linear Footage of Work: Type of Work: ❑ Additiop, ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: JEW �'r �'^+I Specify color of c for thru tile: ; Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ CkS Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip 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 cert(fy 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." v , 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 cbnstruction lien law brochure will be delivered to the person - -whose-propvty4ssubjeet-tanttachment.-Also.-a-cenftdtapy-c!tMe recorded notice of-commerrposte -e ovyftc-- - - for the first inspection which occurs sev n (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved andgors inspection fee will be charged. Signature Signature01 OW ER or AGENT CONTRACTOR The foregoing Instrum t was acknowledged before a this The foregoing instrum20, 111 was acknowledged before me this day of 10�1 20 W by _�day of 20-�-!�by V who is personally known to �1� 1) ,who is personally kn�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 PUBLI . Si Sign t' v Print• l A Seal: S�y Q"'V1 M o v A e.r Seal• b 0°� Notary Public State of Florida .:fir• N Y�1� $ : Sindia Alvarez • �Y Op(ygg ��Q My Commission FF 156750 1,140?;W53 APPROVED BY ans Examiner Zoning Structural Review a evlew Clerk (Rev1sed02/24/2014) a 1�. A A 26001"388 March 8, 2016 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores,Florida 33138 Final Inspection letter Permit Number: RC 14-951 Address: 1275 NE 94th Street Building Department, I, Victor I Bruce and Architect of Record, having performed visual observations of the project, hereby attest to the best of my knowledge, belief, and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plan. I also attest that to the best of my knowledge, belief, and professional judgment, the approved permit plans represent the as built condition of the structural envelope component of the said structure. Please contact me at 305.310.5030 if you have any questions and/or comments. 'ncerely, Victor J. Bruce LA LEED R AP Architect AR-0017103 370 NE 101,1 Street Miami Shores,Florida 33138 telephone 305-310-5030 fax 1-877-408-8280 email vbruce@ai-associates.net termite doctor _.s 7351 NW 7*STREET UNIT v NIIANII,FLORIDA 33126 305-442-9988 305-442-0594 FAX FL State Lic.#JF161788 Certificate of Compliance for Termite Protection (As required by Florida Building Code(FBC) 1816.1.7) Treatment Date: 1/14/2016 Lot/Block# Address: 1275 NE 94 STREET MIAMI,FL 33138 Requested by: STEVE MARTINEZ Compaction done by: Chemical used: Demon Max Percent Concentration: 1.0%Rate As Per Label Area treated (square feet) 2424 SO FEET APPDX. Linear feet treated: EPA Reg.No. 100-1218 GUARANTEE: One free year of guarantee for treatment only will be done if subterranean termites are verified N.B.If there is any modification to the structure or flooding of any kind,the guarantee is void. If pretreatment is done for additions only,only the treated areas will fall under this guarantee. This guarantee does not cover damages caused by water or termite damages to structure or contents. At the end of this initial free year the Customer may purchased annual renewals at the rate of$50.00 for one thousand square feet or less providing each is received within 30 days prior to the due date.CHAPTER 2913-5 TERMITE PROTECTION: : "The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department RLAgriculture and Consumer Services. Applicato Customer's ignature: Date: 1/14/2016 I� Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-249663 Permit Number: PW-12-15-3138 Scheduled Inspection Date: March 10,2016 Permit Type: Public Works Inspector: Rodriguez,Jorge Inspection Type: Final Owner: TURK,JAMES AND JANINE Work Classification: Public Works Job Address:1275 NE 94 Street Miami Shores, FL 33138-2946 Phone Number Parcel Number 1132050100090 Project: <NONE> Contractor: MIAMI DADE WATER&SEWER DEPT Phone:(786)256-5200 Building Department Comments NEW 2"WATER SERIVCE AND RETIRE EXITING 3/4" Infractio Passed Comments SERIVCE INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid March 10,2016 For Inspections please call:(305)762-4949 Page 7 of 28 Ai� 1.0 pt Ilk ........... / YbtQ't't" Ya, t' -,-Esi "n- Win . .........a.- Ig -5t ON, .......... LX �,Y> 4r" MAP OF BOUNDARY SURVEY LEGEND ABBREI/IA TIONS.• A - ARC DISTANCE A/C = AIR CONDITIONER PAD CER71FICATE OF AUIHOR¢ATION 9 LB-7104 (FINAL SURVEY) BCR =BROWARD COUNTY RECORDS suarez surveying s. mapping, lrnc_ BLDG= BUILDING BMG= BENCH MARK 15190 SW 136th Street, Suite 20, Miami, Florida 33196 BOB = BASIS OF BEARINGS Tel: 305.596.1799 Fax: 305.596.1886 CBS- CONCRETE BLOCK & STUCCO BLOCK 85 (C) = CALCULATED www.suarersurveying.com A1101 SHORES SECTION 3 O C&G = CURB & GUTTER 0 0 (P.B. 10, PG. 37) ABANDONED N FIR 112"NO ID CLF = CHAIN LINK FENCE PLAT IMAGE.• FIR 12"NO ID Oma' w �� WAIE1tnAE� °' ON 11/03/16 COL = COLUMN 6Dp `A,•7G CONC = CONCRETE NOT TO SCALE NORTH ON 03/11/16 gg .S 87.1728 vY (`x'00 0.05' DE = DRAINAGE EASEMENT ~c ' DME = DRAINAGE & MAINTENANCE EASEMENT D/W= DRIVE-WAY _ + SCALE: 1"=20' 0.84 �_ EB ELECTRIC BOX N EPC= EDGE ENCROACHMENT NC OACHMEMENT 11.93v ' EW- EDGE OF WATER FDH = FOUND DRILL HOLE o*) FF = FINISHED FLOOR 20.f:h : > POOL t9 FlP = FOUND IRON PIPE 1 H uNDERCON81R1 cn 42 a' FIR = FOUND IRON ROD FN = FOUND NAIL (NO ID) N FPL -FLORIDA NAI OWER &AUGHT TRANSFORMER PAD t 230 a LE = LANDSCAPE EASEMENT a 7 " •� 11.96 a a LME = LAKE MAINTENANCE EASEMENT j e Ye_p az (M) = MEASURED s �7 17.5 MDCR=MIAMI-DADE COUNTY RECORDS MH =MAN HOLE ups as ML = MONUMENT UNE PLAT 03 PB = PLAT BOOK PROPERTY ADDRESS.• o; PC = POINT OF CURVATURE 1275 NE 94th STREET, MIAMI SHORES, FL 33138 ?C Oi o LOT 11 PCP - PERMANENT CONTROL POINT LEGAL DESCRIPTION: g PE = POOL EQUIPMENT PAD 10.08'0 " PG PAGE LOT 10, OF MIAMI SHORES BAY VIEW, ACCORDING TO THE PLAT 35.9 PI = POINT OF INTERSECTION THEREOF, AS RECORDED IN PLAT BOOK 40, PAGE 16, OF THE PUBLIC 1.4' 10.13' Z PL = PLANTER POB POINT OF BEGINNING RECORDS OF MIAMI-DADE COUNTY, FLORIDA. = N N POC = POINT OF COMMENCEMENT FLOOD ZONE INFORMATION: o 0 PRC = POINT OF REVERSE CURVATURE �-' TWO STORY CBS 90 'P PRM = PERMANENT REFERENCE MONUMENT BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL N PT POINT OF TANGENCY EMERGENCY MANAGEMENT AGENCY REVISED ON 09/11/09 AND INDEX BY: N RES#4275 R = RADIUS DISTANCE W � (R) = RECORD MAP REVISED ON 09/11/09 THE GRAPHICALLY DEPICTED BUILDING(S) �t N R/W= RIGHT OF WAY SHOWN ON THIS MAP OF SURVEY IS WITHIN ZONE E BASE FLOOD W 10.11' 2.4' 1.4' RES. = RESIDENCE ELEVATION 9 COMMUNITY NAME & NUMBER MIAMI SHORES 120652 MAP N FF`10'03 100 ' SIP = SET IRON PIPE & PANEL NUMBER 12086CO306 SUFFIX L ?r SND = SET NAIL & DISK (PK) STL = SURVEY TIE UNE SURVEYORS NOTES: M »=+ � 7 5' N SWK = SIDEWAU< 1. ELEVATIONS WHEN SHOWN REFER TO 1929 NATIONAL GEODETIC t, 4 s� ,A i4 P. <? 1: (TYP)= TYPICAL VERTICAL DATUM (NGVD 1929). 2. NO ATTEMPT WAS MADE TO ON1 .z _ O W UB = UTILITY BOX LOCATE FOOTINGS/FOUNDATIONS, OR UNDERGROUND UTILITIES UNLESS c LOT 90 a O , UE = UTILITY EASEMENT � ••:a: � OTHERWISE NOTED. 3. THE LANDS SHOWN HEREON HAVE NOT BEEN 6.0' r-. 0 11 W/F = WOOD FENCE ABSTRACTED IN REGARDS TO MATTERS OF INTEREST BY OTHER � N Z-4 f GARAGE ;* Q SYMBOLS: PARTIES, SUCH AS EASEMENTS, RIGHTS OF WAYS, RESERVATIONS, n,}, w N FF=5.47 N ® = TELEPHONE RISER ® =GAS TANK ETC. ONLY PLATTED EASEMENTS ARE SHOWN. 4. THIS SURVEY WAS U3 �Y b m a MP W ® = CABLE TV RISER UDS PREPARED FOR AND CERTIFIED TO THE PARTY(IES) INDICATED HEREON 4 5' 'o PROPOSED 'w ® = WATER METER AND IS NOT TRANSFERABLE OR ASSIGNABLE 7. ALL BOUNDARY LIMIT ` Oji• �z > WALK WAY O x 0.00 = ELEVATION INDICATORS SET ARE STAMPED LB# 7104. 8. THE BOUNDARY LIMITS 1 `r .„ 17.0 (00') = ORIGINAL LOT DISTANCE STABLISHED ON THIS SURVEY ARE BASED ON THE LEGAL DESCRIPTION ;:1. , � 4 I° ' ( D = CENTRAL ANGLE PROVIDED BY CLIENT OR ITS REPRESENTATIVE 9. FENCE OWNERSHIP r..•: co . q = CENTER LINE NOT DETERMINED. 10. ADDITIONS OR DELETIONS TO SURVEY MAPS OR •..r;r: ••, e• ••• �. REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS VE Zr 9�,,, cy<�u.: 16.0' *' Q = WA TER V� PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR *_. �: PARTIES. 11. BEARINGS WHEN SHOWN ARE TO AN ASSUMED MERIDIAN, 0.62 a `' "" 1'�r 1^'�'�• a = CURB INLET THE CENTER LINE OF NE 94th STREET HAS BEEN ASSIGNED A w • y az. Z BEARING OF S 87'17'28" W. I Z PROPOSED PEBBLE a5x45 _ ® � = FIRE HYDRANT BENCHMARK REFERENCE: Q cr p WALKWAY CONC.SLAB CTI ® LIGHT POLE NAME-B- 62 ELEV(NGVD29): 8.67 w ►_ °' FIR 12"NO ID O _ o g �� ON DATE:10/07/14 11 - UTILITY POCATCH SLE LOCATION 2:NE X10 AVE ---623 5o WEST RTH O OF CA 6 ST u _ b D� DESCRIPTION: BRASS BAR IN CONC MON. SEWER MANHOLE � © = DRAINAGE MANHOLE WQ y V 8� 215.00 ___� BLOCK � = IRON FENCE F JAM�SIAIET�RK TO. JANNIE TURK (� WATER FIR 12"NO JD "--"-- = WOOD FENCE ,- W < 0.54'" Sea o maTER ON 03/11/16 CORNER -_ = CHAINEOVERHEAD UTILITY FENCE WIRE BUILDING UPDATED SURVEY(FINAL SURVEY) 03-11-2016 02 c w FIP 12 z � LB#7104 N `" �� ,� UPDATED SURVEY 02-02-2016 JOB# 602228 J NO3/11/16 n? c.SLAB a �Nala N El O <C ✓, UPDATED SURVEY (SPOT SURVEY) 7-30-2015 JOB# 150721935 } IL Z N $NDB 1 (jiASPHALT CONCRETE PAVERS TILES COVER REVISIONfSI: rV' U Q SURVEYOR'S CERTIFICATE. ttEZ�4 � 9 TT^ I HEREBY CERTIFY THAT THIS SURVEY IS TRUE AND CORRECT TO THE BEST 0 MY KNOWLEDGE AND BELIEF AS RECENTLY 6 H p as SURVEYED AND DRAWN UNDER MY DIRECTION AND MEETS THE MINI M TEC CAL STANDARDS SET FORTH BY THE FLORIDA STATE BOARD OF SURVEYORS AND MAPPERS IN CHAPTER 5J-17 RIDA MINISTRATIVE CODE PURSUANT TO SECTION ry u ^j •• ter^ �, F z 472.027 FLORIDA STATUE. �ii ' DATE OF SUR l/EY. Q �� AUTHENTIC COPIES OF THIS REAL 1210912014 - SURVEY SHALL BEAR THE " ORIGINAL SIGNATURE AND i' JOB # 141220741 RAISED SEAL OF THE JUAN A. SUAREZ FILE #• C-15516 o SND BA02 ATTESTING REGISTERED PR ESSIONAL SURVEYOR It APPER RLE(P):TURK RESIDENCE 6 ELEV.4.48 SURVEYOR AND MAPPER TATE OF ORIDA LIC 6220 SHEET I OF 1 Ness Carmel 7BY: CE VE' D 15456 S.W. 117 Lane 0 216 Miami Florida 33196 3/10/2016 Permit Number: RC-5-14-951 Job Address: 1275 N.E.94 Street Miami Shores, Florida 33138 The owner has suffered hardship because he has nowhere to live. The rental properly he was living in has been sold. James Turk and his family/children were forced to vacate and he is now living in temporary conditions at extreme costs. We currently have closed all items from the checklist provided and are missing:an electrical final/low voltage,and television installation which is now complete.These items are being finaled tomorrow. The driveway is also being finaled tomorrow. Miami Dade county public works also has an open permit for the installation of the water line at the street. We have called the contact person Isabel to no avail.The owner would like to request this TCO for a period of 30 days. You may contact the owner:James Turk at 305-491-1412 or the Building Contractor Steve Martinez at: 305-216-6807. We hereby hold harmless and release Miami Shores Village Building Dept.and Miami Dade Fire Department from any liability that may arise during the use of the designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy. We hereby certify that all means of egress shall be kept clear and accessible and that all life safety systems will be maintained and operable at all times while the building is being occupied. Thank You Steve J. Martinez Miami Shores Village 5*�O 93 Building Departmen 'eggs 10050 N.E.2nd Avenue RECEIVED Miami Shores, Florida 33138 MA Q 2016 y y� Tel: (305) 795.2204 � LpRtpA Fax: (305) 756.8972 BY: INSTRUCTION FOR PREPARING A TCO/TCC REQUEST A TCO/TCC is requested when the majority of the construction and only minor issues remain.The job must comply with all American with disabilities act(ADA)and life safety requirements.A written request must be submitted to the attention of the building official, Ismael Naranjo.The letter must be typed on the General Contractor Company's letterhead and it must bear the signature of the qualifier. Request will not be considered with the following information: 1. Include the permit number and job address. 2. State the reason for the request.Applicant must show a hardship. 3. Identify the specific arear(s) included for request, if job is being completed in phases. 4. State the number of days that you would like to request for. S. Include a contact name and telephone number. 6. Include the following sentence:"We hereby hold harmless and release Miami Shores Village Building Department and Miami—Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy" II 7. Included the following sentence:"We hereby certify that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is being occupied." Request may be made in person and letter must show the qualifiers signature. Requests will not be accepted with the qualifiers signature. Once reviewed,we will call the contact person and inform the person of the result.If approved,we will advise you of the fee and schedule the necessary inspections. It is the responsibility of the contractor to request TCO/TCC inspection(s)from the Fire Department if a fire final has not been obtained.A copy of the approved final fire inspection from Miami—Dade Fire Department must be at the Job site at the time of inspections. If you have any further questions, please feel free to contact Ismael Naranjo at 305-795- 2204. Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 Website:www.miamishoresvillaee.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. Date: to o'ol b Folio#:11- 31,050(0OQJ 0 Master Building Permit#: tc --s'" «" !J 1 Square Footage of Space: q300 Miami-Dade Municipal Process#: 1./� �i t[ 1 1. Miami-Dade Municipal Permit#: Contracting Comp-any: Qz&5 l-.xrL f. Owner/Tenant: �1 ^^t.G_S Vt< Lot: Blocker Subdivision: Street Address: MT� !i 5 Signature of applicant verifies the above information is true and correct.The Temporary Certificate of occupancy Is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing work has been inspected and approved. file t Print Name of Applicant or Qualifier Signature of Applicant Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks- Building Official/Designee: Inspections: Zoning Yes/No Plumbing Yes/No Building (SWO Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. 1 Miami-Dade County from Municipality: ~� .f ` � Municipal Permit No.(MBLD): Job Address: 1;06 )_ G• I`5 ' Unit: Project Name: �vr'K 014141 C Qualifier's Name: 6cle, Qualifier's Phone: ;05'2(Lr(o8o�- Email:FerJeA+L✓�/'� F` Owner's Name: Jim• , el Owner's Phone:SO-$-q1 ( " 141 Email:. 4�VP K lCr� .►;{�,/vnS �^ This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO)or Completion(TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals een obtained,take the signed form back to the Municipal Building Department for TCO/TCC issuance. 1 Form Validated by A�Jfo�-A.'17V Date: Bldg Dept Personnel: Print Name Signature OAll"Required"TCO/TCC inspections indicated below must be signed"Approved" before certificate issuance. Req'd. Trade Inspector's Appr val Date Comments Name Ign e Building " O Electrical 6�4'"'•� C.�� ' , -� ❑ Fire rr-cNtic/ f06& ❑ Mechanical ❑ Plumbing ❑ Public Works ❑ Zoning ❑ Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of a Building Code Section 110.3. OBuildi Miicial's Appro Date: "TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04t09D I.OSFBOA DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency ELEVATION CERTIFICATE OMB Control Number:1660-0008 IMPORTANT: FOLLOW THE INSTRUCTIONS ON PAGES 9-16 Expiration:11/30/2018 Copy all pages of this Elevation Certificate and all attachments for(1)community official,(2)Insurance agenticompany,and(3)building owner. SECTION A-PROPERTY INFORMATION FORM INSURANCE COMPANY USE Al. Building Owner's Name James A Turk and Jannie Turk Policy Number: A2. Building Street Address(including Apt., Unit,Suite,and/or Bldg.No.)or P.O.Route and Company NAIC Box No. Number: 1275 NE 94 Street City Miami Shores State FL Zip Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number, Legal Description,etc.) Folio Number:*MDCR 11-3205-010-0090 MIAMI SHORES BAY VIEW PB 40-16 LOT 10 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)Residential A5. Latitude/Longitude: Lat. 25.862527° Long.80.172157° Horizontal Datum: Ci NAD 1927 ( NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a)Square footage of crawlspace or enclosure(s) 2448 sq tt a)Square footage of attached garage 366 sq ft b)Number of permanent flood openings in the 7 b)Number of permanent flood openings crawlspace or enclosure(s)within 1.0 foot in the attached garage within 1.0 foot 2 above adjacent grade above adjacent grade c)Total net area of flood openings in A8.b 4266 sq in c)Total net area of flood openings in A9.b 216 sq in d) Engineered flood openings? (`Yes (•`1 No d) Engineered flood openings? (71 Yes C No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1. NFIP Community Name&Community Number B2. County Name B3.State FL Miami Shores 120652 Miami Dade B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel Effective/ B8. Flood Zone(s) B9. Base Flood Elevation(s) 12086CO306 L Revised Date AE (Zone AO,use base flood Sep 11,2009 Sep 11,2009 depth 9 B10.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9: r FIS Profile re.FIRM C'.Community Determined C''Other/Source: 611.Indicate elevation datum used for BFE in Item B9: (e�NGVD 1929 C NAVD 1988 (`Other/Source: B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? C.Yes (: No Designation Date: N/A ( CBRS C" OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl.Building elevations are based on: ( .,Construction Drawings* C Building Under Construction* { :Finished Construction C2.Elevations -Zones Al -A30,AE,AH,A(with BFE),VE,V1 -V30,V(with BFE),AR,ARIA,AR/AE,AR/A1 -A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. A new Elevation Certificate will be required when construction of the building is complete. Benchmark Utilized: *MDC BM B-62 Vertical Datum: NGVD-1929 Indicate elevation datum used for the elevations in items a)through h)below. (4NGVD 1929 r NAVD 1988 ('Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) 5 - 1 ( :feet ( meters b) Top of the next higher floor 10 - 03 (::feet {'meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A - (:feet (`t meters d) Attached garage(top of slab) 5 - 47 r feet r-meters e) Lowest elevation of machinery or equipment servicing the building **5 5 (: (Describe type of equipment and location in Comments) - ;feet ('i meters f) Lowest adjacent(finished)grade next to building(LAG) 5 - 1 (:feet r,meters g) Highest adjacent(finished)grade next to building(HAG) 5 - 9 ( :feet (I meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including structural support 5 - 8 (:;feet r+meters FFMA Fnrm nRp-n-m 17/15) RPniacrc all nrPviniiR Aditinns Paae 3 of 15 ELEVATION CERTIFICATE OMB Control Number.1660-0008 Expiration:'11/30/2018 1275 NE 94 Street Miami Shores FL 33138 ' SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information.l certify that the information on this Certificate represents my best efforts to interpret the data available.I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A 2Z ® Check here if attachments. provided by a licensed land surveyor? (o Yes ('.No Certifier's Name License Number Juan A.Suarez 6220 L -F Title Company Name SEAL. Surveyor and Mapper Suarez Surveying and Mapping Inc. Address City State I Zip Code 15190 SW 136 reet,S94 20 Miami FL 133196 Signature Date Telephone Mar 11,2016 +1 (305)596-1799 Copy bo sides of his EI tion Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. ComVCnts(including of equipment and location,per C2(e),if applicable)" GPSordinates obt&fid using GPS Device *Miami Dade County Benchmark **Elevation taken at bottom of gas tank located on the east side of the building A/C is located on the 2nd Story Terrace Water Heater is located in the garage and raised to the FF Elevation=10.03 Crown of Road Elevation:4.54 Signature Date Mar 11,2016 SECTION E-BU DING EVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zone AO and A ithou FE),complete Items E1 -E5.If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A, B,and C.For It E1 -E4,use natural grade,if available.Check the measurement used.In Puerto Rico only,enter meters. E1.Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace, - (`feet (-meters ❑ above or ❑ below the HAG. or enclosure)is b)Top of bottom floor(including basement,crawlspace, feet (`Cmeters _ ❑ above or ❑ below the LAG.: or enclosure)is E2.For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions),the next higher floor(elevation C2.b in the diagrams)of the building is - C feet 0 meters ❑ above or ❑ below the HAG. E3.Attached garage(top of slab)is - (`feet C,meters ❑ above or ❑ below the HAG. E4.Top of platform of machinery and/or equipment servicing the building is _ r.feet Ci meters ❑ above or ❑ below the HAG. E5.Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? r.Yes C"`No (`-Unknown. The local official must certify this information in Section G. SECTION F -PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE)or Zone AO must sign here.The statements in Sections A, B,and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name: Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FFMA Fnrm ORfi-(1-33(7/1.ri) RPnlartPa all nrawini to cariitinnc Pan=A of 1 A OMB Control Number:1660-0008 Expiration:11/30/2018 SECTION G -COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B,C(or E),and G of this Elevation Certificate.Complete the applicable item(s)and sign below.Check the measurement used in Items G8- G10. In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer, or architect who is authorized by law to certify elevation information.(indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3. F� The following information(Items G4-G10)is provided for community floodplain management purposes. G4. Permit Number G5.Date Permit Issued G6.Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: (`,New Construction C`.i Substantial Improvement G8. Elevation of as-built lowest floor(including basement) _ (7feet of the building: (-'meters Datum G9.BFE or(in Zone AO)depth of flooding at the building _ (`E feet ( `meters Datum site: G10.Community's design flood elevation: - ('i feet ('`meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments. FFMA Fnrm nRR-n-��(7/1.1,1 Ranla(-Am all nrPvinajc AditinnR Paae 5 of 15 BUILDING PHOTOGRAPHS See instructions for Item A6 OMB Control Number: 1660-0008 Expiration: 11/30/2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit, Suite,and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 1275 NE 94 Street City Miami Shores State FL Zip Code 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken;"Front view"and Rear view";and, if required, 'Right Side View"and"Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. may. i it f - t� r FEMA Form 086-0-33 (7/15) Replaces all previous editions. Page 6 of 15 BUILDING PHOTOGRAPHS See instructions for Item A6 OMB Control Number: 1660-0008 Expiration: 11/30/2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 1275 NE 94 Street City Miami Shores State FL Zip Code 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken-,"Front view"and Rear view";and, if required, 'Right Side View"and"Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. r, 3,. i r J � +s. �R FEMA Form 086-0-33 (7/15) Replaces all previous editions. Page 7 of 15 �1 i ?9 1 SY t' '-4rt } y r Ir mites doctor 7351 NW 7th STREET UNIT v MIAMI,FLORIDA 33126 305-442-9988 305-442-0594 FAX FL State Lic.#H161788 Certificate of Compliance for Termite Protection (As required by Florida Building Code(FBC) 1816.1.7) Treatment Date: 1/14/2016 Lot/Block# Address: 1275 NE 94 STREET MIAMI,FL 33138 Requested by: STEVE MARTINEZ Compaction done by: Chemical used: Demon Max Percent Concentration: 1.0%Rate As Per Label Area treated(square feet) 2424 SO FEET APPDX. Linear feet treated: EPA Reg.No. 100-1218 GUARANTEE: One free year of guarantee for treatment only will be done if subterranean termites are verified N.B.If there is any modification to the structure or flooding of any kind,the guarantee is void. If pretreatment is done for additions only,only the treated areas will fall under this guarantee. This guarantee does not cover damages caused by water or termite damages to structure or contents. At the end of this initial free year the Customer may purchased annual renewals at the rate of$50.00 for one thousand square feet or less providing each is received within 30 days prior toth$Auelate. Chapter 2913-5 TERMITE PROTECTION: Treatment is in accords a with rules and laws established by the Florida Department of Agriculture and Consu er Services. Applicato . ' Customer's Signa Q,orf Date: 1/14/2016 ' t '�/y� SANTA ROSA INSULATION,I.L.C. BUILDING PERMIT NO.: 8130 N.w.74 AVE. Wang,FL 33185 Pro t Name' (3"M-5249 INSULATION,LLC. t -M 7- Job Address: 1 "i'M t�9•�_ �'! 4,� '�iC , Fax:(3 079-eels Toll Fm:i-a�ao.s79.sg1s STATEMENT OF COMPLIANCE: L®t Sk)ck 17 3 We,the undersigned,hereby certify that the THERMAL INSULATION has been installed in the above referenced project, in compliance with the latest edition of the STATE OF FLORIDA ENERGY CODE, the APPROVED ENERGY CALCULATIONS, and Plans, and in accordance with good construction practice, The insulation fumished and installed has the characteristics shown below: (Check only applicable boxes) Yep P0 R3 ❑ R-4.1 ❑ CELL ❑ OTHER ❑ •VR+FOIL R 5 '--(Min.); ti' FFFOIL ❑ ENERGY El I.- Exterior CBS walls Insulation: R-5.4 p (Min.); Material; BATTS O SHIELD 46r_ VIDAM 314" ❑ 2.9 ❑ O DOW SUNCOAST 0 ❑ 8.6 O FI-FOIL. ❑ Thickness: N/A ❑ inch(es): Density: N/A a Ib/ft3;Mfgr. MAINVILL.E ❑ R. ❑ ❑ ❑ . 13❑ 2.- Exterior Frame/Metal Stud Walls: R-1t a (Min.); Material; FIBERGLASS BATTS j p as 33 O OTHER O Thickness: 3-1l" a❑ inch(es): Density: 0 lb/ft3;Mfgr: mANvILLE no ° _,/ R-3 O SPRAY CELLULOSE ❑ ❑ 0 3.- Exterior solid concrete walls: R. p (Min.); Material:R-5 0FI-FaIL 0 39" ❑ 2-9 ❑ SUNCOAST O FI-FOIL Thickness: ❑ inch(es): Density: a . ❑ nib/ft3;Mfgr: ❑ O ❑ 4.- Interior walls separating A/C from non-A/C Spaces insulation: R.11 n° (Min.) O a 0.6 O O a ❑ Material: FISMLASS BATTS n ;Thickness: 3.11" ❑ inch(es):Density: ❑ lb/ft3 .- 13 t�'"5COMMERCIAL& RESIDENTIAL CONSTRUCTION ONLY:The COM (PARTY)walls separating different tenants shall be insulated as follows:FRAMEIMETAL STUD WALLS R-11 (Min.);CBS or Concrete walls R-3(Min.)by Energy Code requirements. See ENERYGY CODE, Rev. 1/87,paragraph 903.2(b),on par 9-17, latest edition. These minimums levels of insulation",are not included in the Energy Calculations,but shall be installed in the field. O ❑ 8. Above deck type ROOF INSULATION: R. ❑❑ (Min.);Material: Thickness: inch: Density: lb/ft3;Mfgr: R•30 FIBERGLASS SATTS R.19 ❑ BLOWN-IN FIBERGLASS 0 ❑ 7.- Ceilling Insulation: R• ❑ (Min.); Material: BLOWN-IN CELLULOSE O 8.112"O p t? MANVILLE 5.4T.bickness: yam•c�°°` inch{$s): Density: z9 q lb/ft3;Mfgr:_ c£RTAINTEEQ ❑ ❑ 8.- NOTE:Densities of sprayed-on, loose fill,or any other composed-on site insulation shalt bA the P.C.F. (lbw')average of three(3)"DRY SAMPLES"of actual installation. r Installed by: Santa Rosa Insulation,LLC. Iradabon Company Name Irmla9w M40 ar Hato insulation Contractor CC#: 000018264 / 89-530.5-1 X Certified on: Date G.C./Builder: Camp"Name G.CJWIk er s Signature Building Contractor CC#: Certified on: Date ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. l .i. TESTINGLABORATORIES-ENGIIVEEItS-INSPECTION SERVICES-CHENIIST DRII LING-ENVIIiONIENTAL SERVICES i 96M N.W.79#`Avenue,Hialeah,Florida 33016-Phone: 305-888-3373 Fax:305-888-7443 PROCTOR COMPACTION TEST ASTM D-1557 Date December 30'*,2014 1 Order Number 14-447 Client Ness Carmel LLC Address 15456 SW I I r Lane,Miami,Florida 33178 Project SFR "Addition" Address 1275 NE 9e Street,Miami Shores,Florida Sample Locatdon Stock pfle at the job site Soil Descri tion Base Rock:Lime Rock with Lime Sand Mix qqWkd AE I Asad I Reported to TEST RESULTS Laboratory Number: 14-559 Sample Number: 01 The following compaction test was conducted in accordance with the standard methods for MoisturdDensity relations of soil using a 10 lb.Hammer and 18"drop A-ASHTO designation T-180-0. %MOW Dry Densk 5 6 7 D Densiys %Mo' tune 6.6 128.7 V 10 11 8.3 130.1 123A 64 A 1.00 N Optimum Moisttue 83 100%Masi Dry Density 130.1 98%Dry Density 127.5 95%Dry Density 123.6 Gradation test passing 314"Sieve6420% y Z W sampled By And Tested By Malick Nov Checked By p Typed By we % MOISTURE tfuily Submitted by,- Gil Gavarrete P.E. #51371 ' TE ENGNEERING& TESTIN -CONSULTANTS,INC. Should any subsoil conditions in the property(area)tested be found different from those encountered on the testPA,locaii&s.&Torted on our Density Test, All State Engineering&tugm Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved f s' ALL STATE ENGINEERING AND TESTING CONSULTANTS,INC. TESTING SERVICES 9600 N.W.70 Avenue,Hialeah,Florida 33016-Phone: 305-888-3373 Fax:305-888-7443 Field Density Test of Compacted Soils ASTM D-5195 Ghent: Ness Carmel LLC Order# 14-447 Address: 15456 SW 117 Lane,Miami,Florida 33178 Date: 12-30-14 Prole-d-, SFR "Addltion" Gau e# Address: 1275 NE 94m Street,Miami Shores,Florida Phone No: Attention: Lab ID# Location 14-2144 S.F.R.Addition Garage North Area 14-2145 S.F.R.Addition Garage South Area 14-2146 S.F.R.Addition Gam a East Area 14-2147 S.F.R.Addition Garage West Area [PgErkdon o Material Lime Rock with Lime Sand Mix Back Fill Sub Grade Base Rock I x S led B : Tested B . Laboratory Ident kation Number 14-2144 14-2145 14-2146 14-2147 Test Number 1 2 3 4 Depth In Inches 12" 12" 12" 12" Field Denshy LB/Cu Ft. (Dry Density) 130.2 130.7 130.2 130.8 Moisture Contents 4.0 4.6 5.6 5.4 Maximum Density In the Field(%) 100.1 100.5 100.1 100.5 Compacdon Requirement by Specs%of 98% 98% 98% 98% Maximum Dens 100%Maximum Density(Lab) 130.1 130.1 130.1 1 130.1 Proctor T-180AASDTOMethod C 14-559 14-559 14-559 1 14-559 Optimum Moisture NO) 8.3 Reported By Asad Checked By Typed By I we RespectUly submitted by,. r avarrele,P.E. #51371 S« ENGINTEERING& TES1wv CONS1 J1 TANTS, INC. Should any subsoil conditions in the property(area)tested be found different from those encountered on the tested locations reported on our Density Test,All State Engineerin &testing Consultants,Inc.is not to be held responsible As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved t ! ALLSTATE ENGINEERING AND TESTING CONSULTANTS, INC. TESTING LABORATORIES-ENGIlVEERS-INSPECTION SERVICES-CEffivIIST-DRII LING ENVIItONISNTAL SERVICES 9600 N.W.70 Avenue,Hialeah,Florida. 33016-Phone: 305-888-3373 Fax:305-888-7443 PROCTOR COMPACTION TEST ASTM D-1557 Date December 3 2014I Order Number 14-447 Client Ness Carmel LLC Address 15456 SW I I r Lane,Miami,Florida 33178 Protect SFR "Addition" Address 1275 NE 94 Street,Miami Shores,Florida S le Location Stock pile at the job site SoUDescripdon Base Rock:Lime Rock with Lime Sand Mix 11 qqjWkd hE I Asad I Reported to TEST RESULTS Laborato Number: 14-559 Sample Number: 01 The following compaction test was conducted in accordance with the standard methods for Moisture/Density relations of soil using a 10 lb.Hammer and 18"drop A-ASHTO designation T-180-0. %mpostu Dry DeLdV 6 7 Dry Densik vs %MQture 5 6.6 128.7 10 11 8.3 130.1 123.4 100 Optimum Moisture 8.3 100%%L Dry Density 130.1 98%Dry Density 1275 95%Dry Density 123.6 Gradation taut passing 3/4"Slee 64.201/6 N Z W Sampled By Asad Tested By Hulick Checkd By p Typed By In I % MOISTURE totally sab ilitte b- Gil o Gavar� `e,P.E. #51371 S E ENGIiNEERING 3c TESTING CONSULTANTS,INC. 1"2i!o--'i 4� Should any subsoil conditions in the property(area)tested be found different from those encountered on the,testes locations reported on our DensityTest, All State Engineerin &testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved ALLSTATE ENGINEERING AND TESTING CONSULTANTS,INC. TESTINGLABORATORIES-ENGIlVEERS-INSPECTION SERVICES-CfST DRILLING-ENVIItOMENTAL SERVICES 9600 N.W.790 Avenue,Hialeah,Florida 33016-Phone: 305-888-3373 Fax:305-888-7443 Field Density Test of soils ASTM D-5195 Client: Ness Carmel LLC Order# 14-447 Address: 15456 SW 117 Lane,Miami,Florida 33178 Date: 12-30-14 Project: SFR "Addition" Gauge# Address: 1275 NE 94 Street,Miami Shores,Florida Phone No.- Attention: o.Attention: Lab ID# Location 14-2144 SYK Addition Garage North Area 14-2145 S.F.R.Addition Garage South Area 14-2146 S.M Addition Garage East Area 14-2147 S.F.R.Addition Garage West Area Description o Materlal Lime Rock with Lime Sand Mix Back Fill Sub Grade Base Rock x Sam led B . Tested B . Laboratory Ident flcation Number 14-2144 14-2145 14-2146 14-2147 Test Number 1 2 3 4 Depth in Inches 12" 12" 12" 12" Field Density LBICu Ft. (Dry Density) 130.2 130.7 130.2 130.8 Moisture Contents 4.0 4.6 5.6 5.4 Maximum Density In the Field(%) 100.1 100.5 100.1 100.5 Compaction Requirement by Specs%of 98% 98% 98% 98% Maximum Dens 100%Maximum Density(Lab) 130.1 130.1 130.1 130.1 Proctor T-180A,4SRT0Method C 14-559 14-559 14-559 14-559 Optimum Moisture(%) 8,3 Reported By Asad Checked By Typed By we Respectfully stlbw tted 1 y, 4'RA � p G rt. Gavrrrr ;% P.E. #51371 I; A ENGI EERNG TEST NIG CONSUL ANTS,1INC. Should any subsoil conditions in the property(area)tested be found different from those encountered or.tns�reported on our Density Test,All State Engineering&testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved ( APPLICATION #:AP1151279 4 STATE OF FLORIDA PERMIT #:13-SC-1545696 DEPARTMENT OF HEALTH DOCUMENT #:F11035017 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DATE PAID:12/04/2015 CONSTRUCTION INSPECTION AND FINAL APPROVAL FEE PAID:100.00 RECEIPT #:13-PID-2856568 APPLICANT: James Turk AGENT: Wendell Smith PROPERTY ADDRESS: 1275 NE 94 St Miami, FL 33138 LOT: 10 BLOCK: SUBDIVISION: Miami Shores Bay View m#: 11-3205-010-0090 CHECKED [X3 ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS [ ] [01] TANK SIZE [1] 900.00 [23 1050.00 [ 3 [27] SURFACE WATER FT [ 3 [02] TANK MATERIAL Concrete [ 3 [28] DITCHES FT [ 3 [033 OUTLET DEVICE [ 3 [293 PRIVATE WELLS FT [ ] [043 MULTI-CHAMIBERED [ Y N [ 3 [303 PUBLIC WELLS FT [ ] [05] OUTLET FILTER Tuf-Tito EF-4 [ 3 [313 IRRIGATION WELLS FT [ 3 [063 LEGEND 1. 13-045-04SC3 2. 13-045-08SC3 [ 3 [323 POTABLE WATER 5 Sch40 FT [ 3 [073 WATERTIGHT [ 3 [33] BUILDING FOUNDATIONS 8 FT [ 3 [083 LEVEL [ 3 [34] PROPERTY LINES 2.5 FT [ 3 [093 DEPTH TO LID [ 3 [353 OTHER FT DRAINFIELD INSTALLATION FILLED / MOUND SYSTEM [ ] [103 AREA [13 488 [23 SQFT [ 3 [363 DRAINFIELD COVER [ ] [113 DISTRIBUTION BOX HEADER X [ 3 [37] SHOULDERS [ 3 [123 NUMBER OF DRAINLINES 1. 11.00 2. [ 3 [38] SLOPES [ 3 [133 DRAINLINE SEPARATION [ ] [393 STABILIZATION [ ] [143 DRAINLINE SLOPE [ ] [153 DEPTH OF COVER ADDITIONAL INFORMATION [ 3 [163 ELEVATION I ABOVE IBM 5.16 [ 3 [401 UNOBSTRUCTED AREA I 3 [173 SYSTEM LOCATION [ 3 [413 STORMWATER RUNOFF [ 3 [183 DOSING PUMPS I 3 [42] ALARMS I 3 [193 AGGREGATE SIZE [ 3 [433 MAINTENANCE AGREEMENT I 3 [203 AGGREGATE EXCESSIVE FINES [ 3 [443 BUILDING AREA [ ] [213 AGGREGATE DEPTH [ 3 [453 LOCATION CONFORMS WITH SITE PLAN FILL / EXCAVATION MATERIAL [ 3 [463 FINAL SITE GRADING [ 3 [223 FILL AMOUNT I 3 [47] CONTRACTOR Guillermo Suarez(A League [ 3 [23] FILL TEXTURE [ 3 [48] OTHER Drip Irrigation-Geoflow [ ] [243 EXCAVATION DEPTH ABANDONMENT I 3 [253 AREA REPLACED [ ] [49] TANK PUMPED [ 3 [263 REPLACEMENT MATERIAL [ 3 [503 TANK CRUSHED & FILLED Comments: Comments are on page 2. CONSTRUCTION I APPROVED / Dade CHD DATE: 11/24/2015 DISAPPROVED ] Engineering Specialist II Yudeisy Martin(Department of Health in Dade Cou FINAL SYSTEM I APPROVED / DISAPPROVED ]; (/V746C /��(/�/�'� Dade CHD DATE: 01/25/2016 g nee ng pec ran e"Ormsca(Department or H"Ith in Dade C (Explanation of Violations on following page) DH 4016, 08/09 (Obsoletes all previous editions which may not be used) incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v 1.0.1 AP1151279 EID1646696 APPLICATION #:AP'1151279 STATE OF FLORIDA PERMIT #:13-SC-1545696 DEPARTMENT OF HEALTH nNT #:FI1035017 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM HATE PAIn:12104/2015 CONSTRUCTION INSPECTION AND FINAL APPROVAL FEE PAM:100.00 RECEIPT #:13-PID-2856568 Violation Number Comment Comments Contractor.Allstate -Drip Irrigation -Total of 488 sf in trench. -42"of sand provided below drainfield. TANK INFORMATION: (2)900 gallons(13-045-04S-C3)-pretreatment with tuftite ef-4 filter and dosing tank (1)1050 gallons(13-045-08S-C3)-treatment tank housing 0.9 MF unit The system is sized for 4 bedrooms with a maximum occupancy of 8 persons(2 per bedroom),for a total estimated flow of 520 gpd. DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v 1.0.1 AP1151279 EID1646696