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FW-16-3310 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-273295 Permit Number: FW-12-16-3310 Scheduled Inspection Date: December 19,2016 Permit Type: Fence/Wall Inspector: Naranjo, Ismael Inspection Type: Final Owner: , Work Classification: Iron/Ornamental Job Address:175 NW 109 Street Miami Shores, Fl-33168-4316 Phone Number (786)444-2945 Parcel Number 1121360030170 Project: <NONE> Contractor: UNITED IRON WORK INC Building Department Comments ALUMINUM GALVANIZED GATE Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-272597. Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid December 16,2016 For Inspections please call: (305)762-4949 Page 58 of 60 40 i hlf7t`ti It No sn s h� Miami Shores Villages Tyjae Fenc a0: 10050 N.E.2nd Avenue NW Miami Shores,FL 33138-0000 Phone: (305)795-2204 r �8miSt#ftt . jp"'VED , i ueDiite. `1�Qt Expiration: 06/10/2017 Project Address Parcel Number Applicant 175 NW 109 Street 1121360030170 Miami Shores, FL 33168-4316 Block: Lot: JCAS FUND CORP Owner Information Address Phone Cell JCAS FUND CORP FL 0 SW 135 Street (786)444-2945 Contractor(s) Phone Cell Phone Valuation: $ 720.00 UNITED IRON WORK INC _.....__.. Total Sq Feet: 16 Approved: Available Inspections: Comments: Inspection Type: Date Approved:: Final Date Denied: Foundation Type of Construction:Other Additional Info:ALUMINUM GALVANIZED GATE Review Building Classification:Residential Scanning:3 Review Structural Review Planning Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $0.60 Invoice# FW-12-16-62283 DBPR Fee $2.00 12/12/2016 Check#:003111 $ 144.60 $50.00 DCA Fee $2.00 Education Surcharge $0.20 12/07/2016 Check#:003109 $50.00 $0.00 Permit Fee-Wire&Wood $100.00 Plan Review Fee(Engineer) $80.00 Scanning Fee $9.00 Technology Fee $0.80 Total: $194.60 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS AFF104VIT: 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 oning. Futhermore,I authorize the above-named contractor to do the work stated. December 12,2016 Authorize S�OwnerApplicant / Contractor / Agent Date B ' ' Copy December 12,2016 1 Miami Shores Villa e g Building Department DEC. 0 12016 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Y:__! - Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 ` FBC 20 N BUILDING Master PermitNo.-F" 1(o •-3310 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Ir-71-5— ISI L2 S--h-r�ff City: Miami Shores County: Miami Dade Zia: Folio/Parcel#: 1 — "� 3�, - Xj — Cj (7 Ll Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): -Fli/'1 C� Phone#: Address: City: State: �i`_ Zip: 13 31 e Tenant/Lessee Name: Phone#: Email: ) bed C� /� CONTRACTOR:Company Name: 1.•-f n �.��/��Y� (4')L e_s Phone#: Address: 3. _7�Z_l&/L) _30',' !f f City "(c/"/ State: Zip: Qualifier Name: �'�`/��I l�Ct y�- A'/ / Phone#: 306-_;5�5L LOI State Certification or Registration#: (�� � % /C,/(��� Certificate of Competency#: DESIGNER:Architect/Engineer: EG7?i( 7' ��7� - C ,1 Phone#: Address: G�/ E✓ 2 6� City: b// /lam State. 7->> Zip: Value of Work for this Permit:$_ f-1 2e, ` Square/Linear Footage of Work: X6.1 Type of Work: ❑ Addition ❑ Alteration L2"New ❑ Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee$ O Permit Fee$ CCF$ i1 CO/CC$ Scanning Fee$ a)r Radon Fee$ O� •� DBPR$ a•w Notary$ d5" Technology Fee$ V . 9 y Training/Education Fee$ (� . tq_0 Double Fee$ J' Structural Reviews$ Pi a) Bond$ t ) I TOTAL FEE NOW DUE$ �! 4 (Revised02/24/2014) I -% 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 inspe which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will t be pproI and a reinspection fee will be charged. Signatu e Signature �lnstrument OWNER or AGENT J1n4 NTRACTOR The fore ing was acknowledged before me this The foregas acknowledged before me this dayof % ,20 r� by �l M 20 1 6P' , by Ji�Cro 0- CAn(),C- who is personally known to 1�C��Czn0(7'�(who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: L 7 l'l�`��� Sign ! CCS 0 )t-ce'b Print: lU611,0 Print: LdQ/(r, !���-✓� Seal: Seal. Notary Public State of Florida P Notary Public State of Florida �� Maria E Novo . Maria E Novo a) Ally Commission GG 03824E ; My Commission GG 038248 10112!2020 ora* Expires 10/12/2020 APPROVED BY Plans Examiner / 1a Zoning l')J41,111 — Structural Review Clerk (Revised02/24/2014) 17 # sja OFFICE OF PROPERTY APPRAISER Summary Report Generated On: 12/6/2016 Property Information ~ Folio: 11-2136-003-0170 Property Address: 175 NW 109 ST Miami Shores,FL 33168-4316 Owner JCAS FUND CORP Mailing Address 5600 SW 135 AV 109 MIAMI,FL 33183 USA a f Primary Zone 0800 SGL FAMILY-1701-1900 SQ Primary Land Use 0101 RESIDENTIAL-SINGLE FAMILY: 1 UNIT Beds/Baths/Half 2/11/0 Floors 1 Living Units 1 Actual Area 1,846 Sq.Ft Living Area 1,450 Sq.Ft Adjusted Area 1,648 Sq.Ft Lot Size 12,692.9 Sq.Ft Taxable Value Information Year Built 1938 2016 20151 2014 County Assessment Information Exemption Value $0 $0 $0 1 1 Year 2016 2015 2014 Taxable Value $395,933 $274,733 $249,758 Land Value $228,687 $228,687 $136,392 School Board Building Value $147,199 $149,111 $147,117 Exemption Value $0 $0 $0 XF Value $20,047 $14,092 $14,293 Taxable Value 1 $395,933 $391,890 $297,802 Market Value $395,933 $391,890 $297,802 City Assessed Value $395,933 $274,733 $249,758 Exemption Value $0 $0 $0 Benefits Information Taxable Value 1 $395,933 $274,733 $249,758 Regional Benefit Type 2016 2015 2014 Exemption Value $0 $0 $0 Non-Homestead Cap Assessment Reduction $117,157 $48,044 Taxable Value 1 $395,933 $274,733 $249,758 Note:Not all benefits are applicable to all Taxable Values(i.e.County,School Board,City,Regional). Sales Information Short Legal Description Previous Price OR Book- Qualification Description Sale Page MIAMI SHORES EXT PB 43-40 Financial inst or"In Lieu of Forclosure" LOT 17 BLK 219 10/12/2015 $285,600 29846-2556 stated LOT SIZE 104.900 X 121 OR 14622-1233 THRU 1238 0690 4 07/23/2015 $250,100 29717-2970 Financial inst or"In Lieu of Forclosure" COC 23046-2669 01 2005 6 stated 01/01/2005 $275,000 23046-2669 Other disqualified 11/01/2003 $177,500 21871-1593 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll.This website may not reflect the most current information on record.The Property Appraiser and Miami-Dade County assumes no liability,see full disclaimer and User Agreement at hftp://www.miamidade.gov/info/disdaimer.asp Version: I � � Detpil by Entity Name Florida Profit Corporation JCAS FUND CORP Filing Information Document Number P15000047871 FEI/EIN Number 47-4184173 Date Filed 05/29/2015 Effective Date 05/29/2015 State FL Status ACTIVE Principal Address 5600 SW 135TH AVENUE STE 109 MIAMI, FL 33183 Mailing Address 5600 SW 135TH AVENUE STE 109 MIAMI, FL 33183 Registered Agent Name&Address MULTI-BUSINESS CENTER CORP 8051 W 24TH AVE STE 8 HIALEAH, FL 33016 Officer/Director Detail Name&Address Title P ANNICCHIARICO,JUAN C 5600 SW 135TH AVE STE 109 MIAMI, FL 33183 Annual Reports Report Year Filed Date 2016 04/28/2016 Document Images 04/28/2016--ANNUAL REPORT View image in PDF format 05/29/2015--Domestic Profit View image in PDF format ern a I Engineering Consulting 305.599.8133 www.easterneg.com l Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 1305.599.8133•F.305.599.8076•www.easterneg.com 175 NW 109 Street Job No: 16-779 Rolling Gate • 0000.. 3274 NW 38 Street, 0000 0000 0.00: Miami, FL 33142-5032 0000' 0000 0000. 0000.. •0. . 00000 • . . 0000 .. 0000.0 0000.. • . . 0 00000 . 0000.. STRUCTURAL CALCULATIO&g : •;;0'; "' 0,,tIotstile C •••o•a�a �® I a Q� • _ Prepared By: +� repfaz- d� ' ®oo ❑ Raissa Lopez, PE ❑ to � • Lic. No. 59399i�� a7`34 CAN # 26655 CAN # 26655 NO. OF PAGES: Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 T. 305.599.8133•F.305.599.8076•www.easterneg.com DESIGN CRITERIA: Calculations based on: 1. 2014 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10 3. Building Code Requirements for Structural Concrete ACI 318-11 4. American Institute of Steel Construction AISC-14ed 5. Aluminum Design Manual 2005 6. Specifications for the Design of Cold-Formed Stainless Steel Structural Members SEI/ASCE8-02 0000.. CALCULATION INDEX: •���•� . . .. 000000 I Wind Loads 3e40 • 000.. 0000 II Rolling Gate design •""� •'S1S "0 9 69.09. 696 .. .. .. 0000.. III Fence Design �6�•�6 16,21 • . . . 6 669996 0000.. . . 666666 60 • 9606 6 0 00 CALCULATION STATEMENT: To the best of my knowledge, ability, belief and professional judgro l®, tier °y"°'&;gust that the manual calculations and computer generated calculations are in compliarkp6 fi 4the°esca tbn erning codes. ❑ Prepared By: ❑Prepfr . Raissa Lopez, PE Gongs�z, Lic. No. 59399 Lic. N 607 CA#26655 CA#0;655 �q ® e ❑ Prepared By: .-* O Alexis Martinez, PE 80430 Lic. CA#26655 Eastern Engineering Group 3401 NW 82NDAVE Tel.(305)599-8133 www.easterneg.com ���► Suite 370 Fax.(305)599-8076 contacts@easteme9.com Miami Florida 33922 .•..•. ...... . .. ...... WIND ANALYSIS'::: ... .••�•. .... ..... ...... ... . ..... .. .. .. ...... .• • ••.. • Wind. r,Sclid Freestandin Walls S>I n$_�esi n > >70°1/� ASCE 7'-1fl enerai Wind Data: 115.Op Wind Velocity(mph) Topographic Factor Wind Directionality Factor(see table 26.6-1)ASCE 7-10 ....Kd=0.85 = 0.8 Gust Factor(Rigid Structure) Net Force Coefficients (see Figure 6-20 through 6-23) For Solid Signs: s/h<0.16& 0.2<B/s<10......Cf=1.85 For Freestanding Walls: s/h>=1 &B/s=1..................Cf=1.45 s/h>=1 &B/s=2..................Cf=1.40 . s/h>=1 &B/S=5..................Cf=1.35• • :0000• 0000 • s/h>=1 &B/s=10................Cf : .. ••' •00000 . .• 0000•0 Values for Terrain exposure constants a and zg: 0.0090 • 9 Exposure B-- Value a =7 , Value zg=1200 0000 0.00 :""0 zg:= 700.0 --Exposure CValue a =9.5 , Value zg=900 ::...: 00,00. :0000• Exposure D-- Value a =11.5, Value zg=700 • • •• •• •• 0000•• neral Sign rata. .••�•i • •• ••••:• 000•• • • • •• •• 00000••9 Z 5.0 Height of Top of Sign(ft) " • .0 0*0 ' .. .Then Z:= if(Z < 15,15,Z) 2 Z1a' Kz:= 2.01(—J zg qz:= 0.00256Kz•Kzt•Kd. z"- ? psf lowabie Desi n Wind Loads: pz:= ma�O-qqZ G•C f),10] z;,-21" psf Eastern Engineering Group Eastern Engineering group 3401 NW 82NDAVE 'Tei.(305)599-8133 wrww.eastemeg.com z::N;; � Suite 370 Fax.(305)599-8076 contacts@eastemeg.com Miami Florida 33122 .0.9.0 0000.. ROLLING GDESIG •' see see*:* 0000.. 0000 0000 • 9 • • • • 0006 6006 606.0 • . •..•9• •9• • 6606• 0 • • . 0000 00 9 ..•... • • 0000 •6060. • • • .999.9 000:00 0 •9 . I PROJ. NAME: Eastern Engineering Group ------------�---------- 3401 NW 82nd Avenue Suite 370,Doral,FL 33122-1052 PROD No.: DATE: _ T.305.599.8133•F.305.599,8076•www.easterneg.com ------_—_- __--__—_-- DESIGNED BY: PAGE: REVIEWED BY, R.L OR G.P. j RLL i U 1 �A`CC Lba&s= f ' rrliNp UL - k0 ft t d �L : +n�s� acs' 6bL I-000 {ro' 0000. Le V A 0,14000 . 6060 00 •.• 0000.. 6 • ••• • b Q3 too i{sA (6TEEL� Fy Ics' 0000 0000 y • • 0000. •000 •• •• 00.00• •0•. . .. .. 6 < N' a 0'` . 0006 .. 0000.. 0000... • 6 • 00.00 . . _ 0000.. c2�-I X o�.S', 61.7 �� o • • 6666•• 1, 3f)6s -t- 1 _ C}.S e OKI a-4 0 a34f00 i i Eastern Engineering Group PROJ. NAME: , 3401 NW 82nd Avenue Suite 370 Doral FL 33122-1052 PROJ No.: __ ______ DATE: __________ a T.305.599.8133•F.305.599.8076•www.easterneg.com -- DESIGNED BY: PAGE: REVIEWED BY: R.L_OR G.P. V _ a L ps.�. Zoa�os P2oc.�ss�w� '� 41� "41 !� d tga k sZ - a'400 - g8 o o #,�, , n W(at' 1 13 0000.. 0000. 0000.. 0000.. �i' �w •.• • •90 . • •0090• • • • :0040: .• • 9909 0 . • •6 9 ast Anchors eta Concrete: PIp-horizontal l M.act f2 P2 a D.grout h.ef B.post h.o fl P1 B.grout D.post c.al oad data: Phorizontal 480.0 Horizontal Load(lbs)....P=200 lbs or 50 lbs/ft....for Life Load ;••• •• •• P=Pwind....................for Wind Load •• P — 0.0 Vertical Load(lbs)........P=200 lbs or 50 lbs/ft •' :*so 0: vertical • ...... ...... .... .... . . Mact:= 28800.p Moment(#-in) •••• .... ..�..• ...... ... . ..... t3St,''Data: ', .. .. .. ...... BPoi = 3.0 Post Width(in) *Soso: • • :..•.• DPost ,_3,0 Post Depth (in) •• • •••••. • • hef:= 12.0 Post Embedment(in) Cal: 12.01 Minimum Edge Distance(in) ,rout Size Data: Bgrout 21.2 Equivalent Grout Width(in) Dgrout 21.2 Equivalent Grout Depth (in) fcgrout := 3000.0 Grout Strength (psi) oncrete Slab Data: fcconcrete 3000.0 Concrete Strength (psi) do: 24• Hold diameter(Grout Diameter)(in) ha:= 36.0 Concrete Slab Deep(in) ATt'1v:�'�@Ct M 2•hef2+ 3• act •hef Phorizontal a:= in 3•hef+ 6. Mact P horizontal 2 Phorizontal•a P2:= P X2#13 AA' lbs hef•(2•a— hef) P1 P2— Phorizontal ' = = lbs Mextemal Mact+ (Phorizontal•a) ternal� 31 6 . 7 lbs— in Minternal:= P2 3• a+ P1 3•(hef— a) ttlal, 1 -- :�:— in �•.•:. •..•�. 0000.• . .• 0000•. • 0000.. Vuhorizontal:= 1.6•(ma4Pl'P2)) Goo xthoz tint l , .lbs 0000 • • 0000 0000 0000. 0000.• •.. • 0000• IV •• •. •. 0000•. 0000.. . • . • Vuvertical 1.6'Pverticals al . lbs 0000.• • 0000.. .• • 0000 • • Stress Analysis Between Post and Grout; 2•P2 f2.grout:= 1.6 psi a•Bpost 2.P1 f := 1.6- psi l.grout �.,....,., (hef— a)'Bpost Bearir� Stress 'for Groin� °° Fpgrout:_10.65•(0.85fcgout)]'1.5 �,rb� psi Stressgrout "N.G." "O.K." if max(f f ) <F :••••• •••••• l.grout 2.grout — pgrout K:t •000 �� � •. •6666• • .• •6666• 6666.. 6666.. 6666 6666 . . 6 6 6 . 6666 6666 6666. Stress Anal sis Between Gro" aid Concrete: ..•.6 6 ... 6 006 00• . . . • •• 60 .0 6600.. ..•.6. 6041 . . . . 000000 2•P2 0666.. l 0 6 f2.concrete:= 1.6 a B a �p . �i<. grout 0 . • 2.P1 fl.concrete= 1'6' h a B 1:cattcrete` y% psi ( of— )' grout Pearhig Stress for Concrete Fpconcrete = [0.65•(0.85•fcconcrete)]'1.5 jFpconcrete psi Stressconcrete'= N. "O.K." if ma4fl.concrete,f2.concrete) Fp concrete M'Nn��� SNO'"I ;sis-Concrete Breakotitt Stten .th , AVco:= 4.5•Cal2 in2 AVc:= 2•(1.5•Cal)•ha if ha< 1.5-Cal Aja=648.0(} int I(1.5•Cal)•(1.5•Cal) if ha>_I'Oed.V:= 1.0 Modification factor for edge effect i c.V 14 Modification Factor in No cracked concrete at service loads yic.v=1.4 Modification Factor in cracked concrete with yic.v=1 w/ No supplementary reinforcement. yrc.v=1.2 w/Supplementary reinforcement of a No 4 Bar between the anchor and the edge. yc.v=1.4 w/Supplementary reinforcement of No 4 Bar and stirrups spaced at not mere than 4 in. le:= if(hef>8•do,8•do,hef) 2 :.. : '..' •...:. sees** ...... 0.2 ee••ee •ecce• • • d 7•• .,„., bS.Vb 7• J •Cal o concrete go: •see• .•••.. • • • . e •.sees Vc lbs. V — ;..... Vco Conditions 4'Vcb lbs 0=0.75 w/Supplementary reinforcement are crossing concrete failure prism. �=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTshear:= if(Vuhorizontal>O•Vcb,"N.G.","OK") "Old Shear Anal ls-Concrete ursV Jut Strength Calc Calin "N/A" if ha<Cal otal Cone Area for Failure Plane . Acone.total =V`'Calc'�'CCalc— Dg�out + Bgroutl 7# t �ft �2 one Area for Failure ' a P+ t A r rB 2 grout) 7r #} in cone.post•—V G I\ 2 J ctt •••••• final.Cone Area for Failure Plane •..• : .. .• ...... . .. ...... .... .... . . Acone.total— cone.post • 2 A +► �: • •.••• cone.final m 2 � 1 • • .• •• .. .••••. • inalArea for Fadlure PI" e� :...:. •..•.• Vcone.cb 4• fcconcrete'Acone.final � 1 `' „ lbs := 0.7 Conditions lbs �=0.75 w/Supplementary reinforcement are crossing concrete failure prism. �=0.70 w/No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear:= if(Vuhorizontal>'�'Vcone.cb,"N.G.","OK") 11URnou"Sh " � .; fit`Pale Foundation'Desi n Kist ata: Kan p �Top.post hpost:= 5. Pole Height(ft) Mbase:= 2400.0 Base Moment (lbs*ft) slaMp , ob-­1 h.post IS:= 150.0 Soil allowable lateral pressure(psf/ft) Butt.post IF:= 2.0 Isolated Poles Short-Term Loads Increase Factor-2 FBC 1819.6.1 r--►�-d,bnse b:= 2.Oq Diameter of round post or diagonal dimension of square post or footing(ft) Then: h:= hpost ,t Mb� .. .. • hpost ••.•.• . • .....• •..• .... . . Honeonstrained be 'th of.Embedment: • .... .... ..... ...... ... . ..... d:= x E- 0.01 •• •• •• ...•.. 1 • • • • 2.34•P h 2 � •�• • :....: while 0.5• 1 + 1 +4.36 >X • •• • • Cx•S•IO 2.34•P •• . 3 / b x•S•IF11 Cb 3J xF-x+ 0.1 d•S•IF S1 := 3 S� Ps" onstrained De th of EmbeddW t dl := x<- 0.01 while 4.25• P h >x x•S•IF•b xF- x+ 0.1 ft S3:= d l•S•IF S3 7$3 Ot} psf Eastern Engineering Group Structural Plain Concrete Fondation Foun'datio' n Concrete Data: Pc:=>30p0,0 Concrete Compressive Strength(psi) Mu:= 1.7•Mbase M ="405}4€}'` lbs— ft or Circular Foundaiff601- 7r-b3 Sm.0 323 ft Mn.0:= 5•Sm.C'JC'144 t. ` 3071. lbs— ft FLEXUREC:= if(Mu:50.85•Mn.C,"OK" ,"N.G.") FLLYURI� 3 " PO urndaton: . . . ...... . .. ...... b • Mn.S= 5'Sm.S'rfc'144 "'�� albs— ft •.••:• FLEXURE if M 5 0.85•M ,"OK" "N.G." hLEl�y r" • • Eastern Engineering Group Eastern Engineering Group 3401 NW 82NDAVE 7e1.(305)599-8133 www.eastemeg.com Suite 370 Fax.(305)599-8076 contacts@eastemeg.com Miami Florida 33122 FENCE DESIGN ..... . .. ...... • - '� PROD.NAME: *� Eastern Engineering Group ----------------------- '1 3401 NW 82nd Avenue Suite 370,Doral,FL 33122-1052 PROJ No.: DATE: T.305.599.8133•F.305.599.8076•www.easterneg.com I "—p DESIGNED BY: PAGE: REVIEWED BY: I D --------------------- LObb S t c w � aL( xa ; a� /�/ • � 2 f/ 0 4 � � °talb ��ti • ....... . .. ... .. sees** . . ...... ... . ... . 06 000 :0 • • • • • • • •e• •• •s • I ost Anchora a to C©Iracrete: Pap) cal M.act F orizontal P2 OL D.grout h.ef B.post h.o fl Pl B.grout rDst LI �— �oad Data• phorizontal 100.0 Horizontal Load(lbs)....P=200 lbs or 50 lbs/ft....for Life Load • ;:090:0 • P=Pwind....................for Wind Load 00 • . . . p _ O.p Vertical Load (lbs)... ..P=200 lbs or 50 lbs/ft vertical• 0000.. 0000 Soso . . Mact 4608. Moment(#-In) •0.00 ....• ••••• 0000.. ... . ..o.. Post DGtils •• •• •• •••••• ... 0000.. . . Bpost := 20 Post Width(in) • • • '•••'• 0000.. Dpost 2,0 Post Depth (in) • . �: ' hef 5 0 Post Embedment(in) Cal;= 5.0 Minimum Edge Distance(in) rout Size Data Bgrout:= 2.6 Equivalent Grout Width (in) Dgrout,``�2.6 Equivalent Grout Depth(in) fcgrout = 10000.0 Grout Strength(psi) oncrete Slab Data: fcconcrete 3000.0 Concrete Strength (psi) do 3 Hold diameter(Grout Diameter)(in) ha 8.01 Concrete Slab Deep(in) Arm Effect: M 2•hef2+ 3• act •hef Phorizontal a:= in 3•hef+ 6. Mact Phorizontal 2 Phorizontal•a P2:= P .=1N7.83 lbs hef•�2•a— hef) Pi := P2— Phorizontal �1117 F ;' lbs Mextemal:= Mact+ (Phorizontal•a) Mextxz�at lbs— in Mintemal:= P2.3 a+ P1 3•(hef— a) izttezxt� 6229 lbs— in :600:0 • • 6600.. 060.6• • •. 6000.• • Vuhorizontal:= 1.6•(ma4P l,P2)) 24 2 5 •lj?s .000 :•••• 6666 0000 00000 6690 000 •06• • 6 • • •• •• •• 00.0.0 0 00 • • • • 6666•• Vuvertical:= 1.6•Pverticalvtzcxl • lbs• 0.6.6 • 6 . • • • •9006• go 0 660:40 •0 0 Stress-A,nal sis Between Post=and gout. 2-P2 f2.grout:= 1.6.a B .grgt4! psi post 2.P1 f l.grout:= 1.6. 1C�� psi rhe f— a).Bpost Bearing Stress for' Grout Fpgrout:_P.65•(0.85fcaout)]'1.5 ., 928150-]. psi Stressgrout:_ "N.G." 0000.. "O.K." if ma4ll.grout f2.grout) Fpgrout , ,,, • .•":• .. 0000.. • 0000,. . • • 0 • .0.. 0000 0000 • . • . 0 I. Iel0 0000 0000 0000. Stress Anal sis Between Gr©ufIand Concr�#e •••••• ••• 00:00• . . . . 0000 .. 0000.. • . 6006•. 2•P2 0 :0000. f2.concrete:= 1.6 a Bout 0 Psi •.0..• 0.•. .. 2.P1 fl.concrete:= 1'6' h a B � 9 psi of— )' grout Oearing Stress for Ccnorete ; F — 0.65. 0.85•fc 1.5 -�� aa ; psi pconcrete:— concrete�' "„ Stressconcrete:= N.G. "O.K." if ma4fl.concrete°f2.concrete) Fpconcrete Shear Ahal sls-Goncirete Bryeakou tr�en th. AVco:= 4.5•Cal2 �Vca, 112.5 in2 AVc:= 12.(1.5-Cal)-ha if ha< 1.5-Cal NW,459, 1n2 2•(1.5•Cal)•(1.5•Cal) if ha>: 1.5•Cal ed.V 1.0 Modification factor for edge effect c.V 1 Ad Modification Factor in No cracked concrete at service loads yc.v=1.4 Modification Factor in cracked concrete with Wc.v=1 w/No supplementary reinforcement. yrc.v=1.2 w/Supplementary reinforcement of a No 4 Bar between the anchor and the edge. yc.v=1.4 w/Supplementary reinforcement of No 4 Bar and stirrups spaced at not mare thion 4 in. 0000.. le:= if(hef 8 do,8 do,hef) in :�• �• �• 0000 • •• 0000•. • 0000•. • 0000.• 0000 0000 • • 0.2 • • • • led . ..0.00. •00•:00•• 821,":� lbs. o cconcrete Vb" 0 . 0 0 aVb 7 o C . . • •. 0000•• 0,000• • • • • _• 0 0 000000 AVc lb •••0• • • Vcb:= •�ed.0c.V•Vb R' �1 ►- s. : •0.0•• AVco 06•6 • • Conditions 8458:80' lbs �=0.75 w/Supplementary reinforcement are crossing concrete failure prism. �=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTshear:= if(Vuhorizontal >(�•Vcb,"N.G.","OK") hear Shear Anal sls-C�►n"a ete.Bur t OlU #ran fhb Calc= I Cal flU in "N/A" if ha<Cal otal.Cone Area for Failure Pj--- ,..(Cal, alc Dgrout + Bgrout --� 7 in 2 Acone.total — F2.Cale* l 2 2 e#z�t31 one Area foe'Failure Plane at Post B 2 groutQ 2 Acone.post 2 2 •7r Anept 7,8#i in 0000.• • • . 0000•• inat Core:Area for failure Plane • • • .. .. 0000.. .. 0000•. 0000.. 0000.. 0000 0000 . . cone.final-= cone.total— cone.post •ui2 ••••• �trtcinal ,, • • 2 •• •• 00 0000•• 0000•• • • co nal Area for Failure Plane 0 e 0 008.0• 0000•• 0000 .. . . . . . . . •6000. •0 • Vconexb 4• fcconcrete-Acone.final i 4 lbs := 0.7 Conditions p U " 791 S.U. lbs 0=0.75 w/Supplementary reinforcement are crossing �pnl concrete failure prism. �=0.70 w/No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear if Vuhorizontal>'�'Vconexb,"N.G.","OK" C� .' .. W o • • • • • • • • W M b ``��O W W ` �[ m •• • • Lu • •• ••• •• W o N� • ••• • • • • •• • :z ) Zm rn ••• • • • • • • • • N 2 / U I Q�j ti T R E E T 17 v , p NW 10 p 175 NW 100 STREET, ZR �By.DEC 07 2160 y MIAMI, FL 33142 C; cn n gQ tO o HOP DRAWINGS L(o INDEX OF DRAWINGS MIAMI SHORES VILLAGE W SHEET DESCRIPTION BUILDING DEPARTMENT "' SD-0.0 COVER PAGE E 9 0 MI. o APPROVED °= a SD-0.1 GENERAL NOTES BY DATE o � SD-0.2 KEY PLAN �, o o SD-1.0 ROLLING GATE ELEVATION AND PLAN VIEW = v SD-1.1 FENCE ELEVATION AND SECTION ZONING ' Lo w ti r STRUCTURAL ELECTRICAL _ PLUMBING L � Wi! MECHANICAL ;16 BUILDING C� LP `�o� N ��' ®; ro® :moo �o vN4 :t11 0 SUBJECT TO COMPLIANCE WITH W ALL FEDERAL, STATE AND COUNTY o b. Qb RULES AND REGULATIONS s� -90• GINERAL jrul1G7: - 18. EASTERN ENGINEERING GROUP HAS EXCLUSIVELY DESIGNED THE !TTZJClURt 7a1�1 O:R E:UILDING 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2014. COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF.-' TH9 FtOftbl MILDINO CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY.THE EXIS`FIAV STF2UCTURE '1116ST 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE (D AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND BUILDING OR CERTIFIED PROFESSIONAL ENGINEER SHALL VEffY THE STIRUGT"RE FPR 5VCH Z APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. LOADINGS. � 0 0 •• 8 • % W 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE 19. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING blt00P'AND'AS'APPR®dED 4Y Z U" 1 0 CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL ARCHITECT AND/OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND o zp �, k m UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. SPECIFICATIONS. •• .. •� ZO >� u • Qac, ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT W� EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO 20. FLORIDA BUILDING CODE, 2014 EDITION LOADS: •• "• •• •• Z 3 E • . • • • . • • • 2,m REPAIR OR REPLACE ALL DAMAGES. " ••• •• s� FENCE AND GATE 4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS WIND LOAD AS PER ASCE 7-10 co OBTAINED. KD=0.85, CATEGORY 1 W 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. WIND VELOCITY AS PER ASCE 7-10 MIAMI-DADE BROWARD 6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. CATEGORY 2 ------175 mph ------------170 mph 7. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION 21. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. ENGINEER ON RECORD OF THE BUILDING SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. Z9 8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, 22• THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL m 0)w e ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT DRAWINGS. a 7s PROPERTIES. �� o � 23. ALL DIMENSIONS TO BE SITE VERIFIED. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. �+�+�+T 10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR STRUCTURAL S 1 U THE SEQUENCES AND PROCEDURES TO BE USED. 1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELYAND AISC SPECIFICATIONS NINTH EDITION. w ±� REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH 'N N m CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO 2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED E STARTING WORK. M -°? OTHERWISE ON THE DRAWINGS: o cu m a 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY TYPE ASTM GRADE FY Z DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR z 0 REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING ALL STANDARD STEEL SHAPES A36 ----- 36 KSI ti BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT STRUCTURAL TUBING RECTANGULAR HSS AB 46 KSI BOLTED CONNECTIONS A325325-N ----- ------ THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 3. ALL WELDING SHALL BE IN ACCORDANCE WITH LATEST AWS CODE. ALL WELDS SHALL 13. CONTRACTOR TO VERIFY THE LOCATION OF ANY EXISTING UTILITY LINE AND IMPROVEMENTS, AND USE E70XX ELECTRODES. SHALL BE RESPONSIBLE FOR REPAIRS FOR ANY DAMAGE AS A RESULT OF THE WORK. 4. WELDING SHALL BE TOUCHED UP WITH ZINC BASE RUST INHIBITING PAINT AFTER 14. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND WELDING HAS TAKEN PLACE. gg= g PROPER DISPOSAL OF ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF n d9 � agi WORK. 5. ALL CONNECTIONS TO BE WELDED USE 3/16 MIN. WELD SIZE, TYPICAL U.N.O. :9:904 x IRMA � R> a i 15. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN 6. PAINT STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH '�� � ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE '9900 a € � ALKALI-RESISTANCE COATINGS SUCH AS HEAVY-BODIED BITUMINOUS PAINT OR �9� _ > SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL WEATHER-WHITE METHACRYLATE LACQUER. STEEL IN CONTACT WITH ALUMINUM SHALL ��°�,P•, a � � DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF BE PAINED WITH 850-Y-01 FAST DRY ZINC PHOSPHATE. A: 0 VSs DRAWINGS WILL RESULT IN ADDITIONAL COST. -P• ®� �0 16. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH 7. STEEL SYSTEMS USED IN EXTERIOR APPLICATIONS AND/OR EXPOSED TO ADVERSE •e ' SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. CONDITIONS MUST BE PROPERLY AND REGULARY MAINTAINED TO MINIMIZE CORROSION (5 �® 1741 - •a WHICH CAN RESULT IN EVENTUAL STRUCTURAL FAILURE. ' 17. EASTERN ENGINEERING GROUP HAS GENERATED THESE SHOP DRAWINGS BASED ON A PROVIDED o 0DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED 8. QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE � DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL APPLICABLE NATIONAL AND FLORIDA ARCHITECTURAL DRAWINGS. sus A•.,••a BUILDING CODES. , ii�ROF 9®° •s�ee,o ... . . . . ... • C7 • .. W W o ^ N EgLU •• n°e , 45' ALLEY • ... . : :. '. � SCOPE OF WORK - . .. Z� �£ .�' �°• 1 . FENCE SEE A/SD-1.1avEa�r '.• :.. W z 2 0 Yds - HIGH ft� c W 0.1 ,,,.• AWND Trate �® &=45+1 l > POOL o y SCOPE OF WORK Do m carat - w ROLLWG GATE SEE A/SD-1.0 t Q ...--, ,—tea..._../• Z> ' Z 30 �YP�,' w d ^N LOT 97,SLK 219 � ' lAM SHORES"NSION' z P.B.43,PG.40 w ,s> f �. .: :part -WOOD cs'se e`n ' i' ' / >�' b % > r 5T STEPS 1 £ °� .Fit`-- ,g�r � •,s `r � r S•F �a .� �, G1 g�cE. t + .., ONE > LU ' > f ! k 4' 6` ems„ E.• W a o 65 m r Fomo irto FINE TREE to Z!6 A MY 1J..A SD-0.2 N.T.S ti49� L=3926 ORCHID TREE j/ //, PINEFOUND Ireo VIA d2l", TREE acs > ' RON Ft7l/NL1itZ'o ..... �`(%4tdC' -• f •°'z ,�,jl ``,®`��. p•. .� ������ ® . •EME c3 GONG. {rfp 1' a �� v • ❑ ' } etr a o RAAV 14A y ® ®� NcrOi} -PIPE (5 -�® ®k • e<l �� . ®s®' A .•••o �® 9� lb0'0.2 LEGEND . • ••• • �•0 (1) HSS 3X3XJ STEEL POST :'.': 0 ;•�•; (2) HSS 1 X1 Xj STEEL PICKET ® 4" O.0 "' 16'-0" 1 (3) HSS 2X2 XJ STEEL FRAME ••• ••• D (4) IPE WOOD 6"X1" C� O (2) (10) (5) 2'-0" DIAM. BY 3'-10" DEEP 3000 PSI C0ISCRW.F00Tffv ••; •• F (6) ROOLLERS, BY UNITED IRON WORK : : o �, (7) WHEELS, BY UNITED IRON WORK ••• ••• W w N -� (3) (3) (8) S.STEEL "V" TRACK BY UNITED WORK Z 0, (9) STEEL TUBE 1 X1 X .•' . . . �" •• W ¢ y SEE DETAIL B/SD-1.1� (10) HSS2XIXj STEEL FRAME ••• .. •. (11) No 12-14 FLAT HEAD S.S TEK SCREWS TO.�E•4ISkl I�` [i WOOD AND i CLADDED TO RESEMBLE o (10) - co (4) - " ;- (3) (4) (9) (6) — (3) LO 0 0 (1) (4) O da Z - (7) (7) , ~ 'a �W O ° ggC; N aa: d 9 da O rA ROLLING GATE ELEVATION �, a < SD-1.0 SCALE: 1/2"=1'-0" ° dQ , d.n d a d ° d 2'-0" 2D ca Lu C IL LU (7) cn E 3 N O c ($) p CO 2 r � c W c c c, ° a J ( A 4 U 1 ') a d ° (5) (5) ° W �g 44 5;Eg A4 Ig d 4, v ❑❑ 2'-0" J, U ®� a B ROLLING GATE PIAN VIEW 1 SECTION *°°•°°. ° J10 SCALE: 1/2"=1'-0" SD-1.0 SCALE: 3/4"=1'-0" °�ssp� F 0019 a®�®D u8011 .0 L •• • • • •• •• • 4'-0" SEE DETAIL B SD-1.1to ••�11� • • ••• • .•• . .• ? (3) LU m • • • • . .• �, ... cn Z) 53 >( U1 • • • • ••• ••• ••• ••• �O y I I I w (3) (3) . . . . . •. Z� • • • • • ••• 099 z Zg W co o I I (4) ~ I I I � 54 (4) (3) (12) I 30 12 a am n w ca3 < ° m� a a d nN ° ° O a ° I I A ELEVATION FENCE SD-1.1 SCALE: 3/4"=1'-0" 1 SECTION B DETAIL w10 SD-1.1 SCALE: 1"=l'—O" " w ' � M SCALE: 3 =l'—O" o o o o Z LO `°3c LEGEND `l (1) HSS 3X3XJ STEEL POST (2) HSS 1X14 STEEL PICKET 0 4" O.0 (3) HSS 2X24 STEEL FRAME sW (4) IPE WOOD 6"X1" a � (5) 2'-0" DIAM. BY 3'-10" DEEP 3000 PSI CONCRETE FOOTING. �� _ � (6) ROOLLERS, BY UNITED IRON WORK �. (7) WHEELS, BY UNITED IRON WORK (8) S.STEEL "V" TRACK BY UNITED WORK o 941 ¢w v®d�� (9) STEEL TUBE 1X1Xj ®%�© a�. � s® (10) HSS2X1Xj STEEL FRAME (11) No 12-14 FLAT HEAD S.S TEK SCREWS TO BE RECESSED IN THE WOOD ANDss$ 3 Q CLADDED TO RESEMBLE (12) 03" CORE DRILL 5" DEEP, W/5" MIN. EDGE DIST. TO EDGE OF CONCRETE, SET POST IN o 4 NON— SHRINK 10,000 PSI GROUT q; Dppbt%QO �6� SD-1 .1