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RC-14-944 (2) INSPECTION RECORD POST ON SITE Permit C-5-14-944 Miami Shores Village Pew Type:R6S _ ntiai Comtiluction 10050 N.E.2nd Avenue 3` f ' au da Miami Shores,FL 33138-0000 f` ,' Doff{C=OssifiCatiUn.Afteritjo t Phone: (305)785-2204 Fax (305)756-8972 Issue Date-9/30/2014 Expires: 03/29/2015 INSPECTION REQUESTS: (305)762-4949 or Log on.at https://bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel#A 132060460660 Owner's Name:GERARDO OLARTE Owner's Phone: Job Address: 8701-9043 NE 4 Avenue Road Total Square Feet: 320 Miami Shores, FL 33138- Bond Number: Total Job Valuation: $ 63,000.00 WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM-6:00PM.NO WORK IS.ALLOWED ON SUNDAY Contractor(s) Phone Primary Contractor OR HOLIDAYS. ESR FLORIDA CONSTRUCTION INC (305)812-2716 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. f'Biz'77 -J"13 Vj vim--. I'� �/� Gal•••a GO1 Y I� NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN :FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. J INSPECTION RECORD 4- STRUOTURA MNTS INSPECTIONDATE INP INSPECTION DINSPECTION DtiTI= INSP Foundation � Zonin FinalStemwall ZONING O-IMRough b- Slab Water Service Columns 0st Lift2nd Rou h Columns 2nd Lift TOP Out Tie Beam Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing Sewer Hook-up Bucks Roof Drains Windows/Doors Gas Interior Framing INSPECTION DATE INSP LP Tank Insulation Temporary Pale Well " Ceiling Grid 30 Day Temporary Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bondm* Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Underground Interceptor Pool Deck Footer Ground Catch Basins Final Pool Slab Condensate Drains Final Fence Wall Rough HRS Final r° Screen Enclosure Ceiling Rough Driveway Rough PLUMBING COMB- Driveway Base Telephone Rough Tin Cap Telephone Final Roof in Progress TV Rough M2p in Progress TV Final Final Roof Cable Rou h Shutters AttachmenF Cable Final Final Shutters Intercom Rough FA Rails and Guardrails Intercom Final MtQHANIC L. ADA compliance Alarm Rou h INSPECTION DATE INSP Alarm Final Underground Pipe DOCUP/IE Fire Alarm Rough Soil Beadna Cert I Fire Alarm Final Rough, Sol;Treatmem.0&4, Service Work With •c 1oor Elevation Survey Ventilation Rough Reinf Unit Ma-:s Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate Pressure Test S t Survey Final Hood Final Survey Final Ventilation `Truss Certification Final Pool Heater STRUCTURAL COMMENTS Final Vacuum r G FIR MECHANICAL COMMENTS INSPECTIONDATE —INS-P-1 Fdnal S inkler Final Alarm 1 •a' x.iia �¢` t � �+` -'e' '++ 1 tt "'� *'1`+`, a J(r 5 'y^ rt•' �l ��`q� , iY, �+�.�` �{' d, 1��Y *•r^g"„ ,ti , fpo 1 H., i rq"�itRf,+ p � _$!. . v• ,.t i �s; �¢ r t � :F `Z-j. v 'f7?F'4-'-`:°S .�^ ,` •!, i 1'��.`�P .1 d x @ f� J� 4ap k 4 v,Jd: 4 .C> R ••4�d a,�.} 'N'.. I�'6, r�''�•' I' � �'. �I .,�53•r � -3y` �cJ'�-. t+�. «?«. �},. 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Y-,r�.� y _ r� „ .::',. k•„�-.,u� Lx;- �� ,��,, ".�iF- �+,*� -re. x:tir�—':��'�..�, '�•� »:`e�fl*y�" �'''x„ a� a'k'�-�-"�'�`` ^`-�,.;.�C - �'%-9 �R¢k�ct``'� '� S, "� "` �� , ie� *�� a'i t�d� •Yw 'k-.r..-�F—r kr- ,«'i�si'"t , �'!•� � �S ��44�.._ �➢ }}`;l �1.� � _,d _. - < ..-_. ... ._ . __-`.I :4.t_. - .._�" - _. .. ..., 1- S_ .. . ,. +�� .I ,, _ f,x�-d� Y �ilt - ,.. _. .. _ .�_..-.ti ._ Y;,r'.��}'. � r Certificate of Completion � g Miami Shores Village M 10050 NE 2 Ave, Miami Shores FL, 33138 ,�-•;• � Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department 4 �=�•ppy This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in , um s ji compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: WE, +.; Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC-6-14-944fi �4 ' ter ,' Owner SHORES VILLAS CONDOMINIUM Contractor ESR FLORIDA CONSTRUCTION INCA Subdivision/Project NONE Date Issued 07/12/2017 = _ v. Occupancy jai Construction Type V_g Load N/Ax � - Occupancy " '' Square Footage 320 Type R-3 ` Description of �` i p SOAK PIT REPLACEMENT Applicable 2014 FLORIDA BUILDING R .c• Work Code .. y 3 Location Flood Zone X F.F.E N/A 8701 —9043 NE 4 Ave Road 4 x� Miami Shores FL 33138 113 ,;� k ■■ ® nru� Building Officials Approval Ismael Naranjo, 06 a Not Transferable 2 � * YI��pR'1DA POST IN A CONSPICUOUS PLACEi>f, ' � . rr6,?f"-}. �__ .. d '. ,_:•1 :... ip'�k '^r -� t•'- �} b -i_l a - x:r--' r ..r=-r.. '- 4 .;1r- i ;'�T, ,Q�. •�,''� .h':4�v? � �'`;N ..�I�c �? saw¢:." -.�,•r.� -�"- -• =r Frei+ Yt �-_ .yy.r, �-As. `.. ,+t,io,:�s =�, �'a•. r -i�' ',. n i ,s a • F Y"ii'- sn. '�s•�v,-dti�a r �a'• ,.�'�' 'r. l- .�"•r:'GP�: )) �,'��x'«i d �y�;.:.:'£- ;i ->``�'� y. �6., s'D-S.. a�.. �r —'�. r.i i -5.. qq,, .�__ , � S. S. '1. 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I�.- �r d 1 a, .:�y�-r o � :7.a � n, '� �., ,� A n .�" ��1 F 1 'I.,�W.^wt I� Fri ,ya ,I,e Y ..�i!' ..- b .�14 •r a. r'4,,�r,.:d YDS , +S.,s�+l*�. .�,, k� e ,t. ; t •x�{�,y-;yy!� :x; ,, �.,,j`n�xq"f :.• +�•G •+t�a '..5 ' v ai`t'•.t � i� r Yh-�d+;'y� �i v+��,�FT►' r�t{y""„ '.�'i �,pp �.�7ti;.. 1 V ��, d' •••- �T G x+:.�i r .� ."�iT Rei'x �i# � �. r <i�l a ►� t,,3 1�Awe"#t a � �i4'��,..� 'tubi v `�" + 5�'::h,_� ;,� •#��P�'�X''-"'°_'r�"+ ��. -. .- °� ''.�:t�-;��✓'�,�"^�={ ,,. ��'"*`xas� •.. _ '§�j;,5i h,s� n'-5.}°__°X�'�• -J' �^ ��R�,_ .+ i Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 9 Fax; (305)756-8972 10/21/2016 To: Current Owner 8701-9043 NE 4 Avenue (toad Miami Shores, FL 33138- Permit: RC-5-14-944 Address: 8701-9043 NE 4 Avenue Road Miami Shores FI-33138- Dear Sir or Madam, Our records indicate that the above referenced permit has expired without obtaining the proper final inspection. In order to serve you better, we need to keep our files up to date. As per section 105.4.1 of the Florida Building Code, "Every permit issued shall become invalid (expired) unless the work authorized by such permit is commenced within six months after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of six months after the work is commenced, or completed without obtaining the final inspection of the work performed.." Please be advised that open permits will hinder your ability to obtain new permits, refinance or sell this property. Please contact the Building Department, within 15 days of receipt of this letter in order to take care of this matter. Sincerely, Ismael Naranjo (CBO) Building Director Miami Shores village ct rVVBuilding Department artment (SAY 0 9 2014, � 90050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: Tel:(305)795.2204 Fax:(305)756.8972 43INSPECTION'S PHONE NUMBER:(305)762A949 14 "YA44Luu-- FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No.& Permit Type: BUILDING ROOFING ,Y-7-0/ — q6 y3. JOB ADDRESS:- �Qo / A f4_ 1/0 ON �p City: Miami Shores County: Miami Dade lap; 6 Folio/Parce]#: 9 l � 2-0C-- - 4 -' 041 D Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): C JS 6/1,,06-4 e#:_ d 5 7�� fi 4 o Address• A. q'1'' A4 46 City:_ -,A&( WAJ State: Zip: l �" Tenant/Lessee Name: Phone#: Email: CONTRAC Comp Name: hs'i � RA-I�AA 1- IJVLPhone#:_ � 6� �L/10 Address •b L 1 City: r- tate• L Zip:�• .aCj`�' Qualifier Name: APhone#: WA 2�7 7 q 7 Z,�o State Certification or Registration#: 4:::-6G GD<40 `-7- Certificate of Competency#: E`/tj e j Contact Phone#: &S 02 2 �jj Email Addr s: DESIGNER:Architect/Engineer: ��i'-� af.{L/�/ ! Phone#:�O�f• a��' 6� Value of Work for this Permit:$ /n Square/Linear Footage of Work: Type of Work: DAddition ]]Alteration ONew pair/Replace ODemolition Description of Work• f r- s a Color thm Submittal Fee$ y LLZPermit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Educadon Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$_�?Sa •50 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 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved d a reinspection fee will be ced. rg Signature Signature Owner or Agent //ontractor The foregoing i was o edged form a thi�s�— The foregoing instrumen as acknowledged before me thisL.?—/ day of_ r ' ,2 by �L—. day o 20 ,by�s�'P'C�R�1QT9,> ��iV 1P$ who is personally known to me or who has produced—�ph�iss peerso al] o me ho s produced ''J 7) As identification and who did take an oath. Ob / as ide ho did take an oath. NOTARY PUBLIC: NOTARY P L Si Sign: Print: J Print: •° '�1 ° Y'� a�P' A� CASANDgq NARRI m M Commission Expires SON My Commission o Y P �' h Notary Public,State of FloridaZZ :• �rEOFF��P\oi�h o� Commission#EE198163 .tJ% •gy24,Z�•''��' �� MY�mm,expir®s May 14,2016 ��iss c0i19/�°/e'e'n�`° rC��' dkkkkkkkkk+xkkk+k�k+k+xhkkkR�+kkkka:+sk k*k&&*k. kk**kkak*+s�NB+k+k+k*+k#k6�k+k*+k&*+(qtr �k�#�Rt�k �dt&kd+R*&*aea 111iIII Illy APPROVED BY 2/3 i Plans Examiner Zoning I ° Structural Review Clerk (Revised 3/122012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) SHORES VILLAS CONDOMINIUM ASSOC., INC. 8901 NE 4th Avenue Road Miami Shores, FI. 33138 CETVD EE MAY 0 9 2014 May 8, 2014 BY- May WHOM IT MAY CONCERN I, John Dillon, Vice President of the Shores Villas Condominium Association, Inc, do hereby acknowledge that ESR Florida Construction, Inc. along with sub-contractors, will be completing work approved by DERM located at 8901 NE 4th Avenue Rd., Miami Shores, FI. 33138 This includes drain field and soak pit. Joh 'lion, Vice President Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-284370 Permit Number: RC-5-14-944 Scheduled Inspection Date: June 16, 2017 Permit Type: Residential Construction Inspector: Porta Jr,Jose Inspection Type: Final Owner: OLARTE, GERARDO Work Classification: Alteration Job Address:8701-9043 NE 4 Avenue Road Miami Shores, FL 33138- Phone Number Parcel Number 1132060460660 Project: <NONE> Contractor: ESR FLORIDA CONSTRUCTION INC Phone: (305)812-2716 Building Department Comments REMOVE AND REPLACE EXISTING SOAK PIT Infractio Passed comments ACCORDING TO PLANS APPROVED BY DERM INSPECTOR COMMENTS False Inspector Comments Passed ��1� CREATED AS REINSPECTION FOR INSP-284210. CREATED AS REINSPECTION FOR INSP-282116. CREATED AS REINSPECTION FOR INSP-282008. CREATED AS REINSPECTION FOR INSP-281968. ❑ 05/0 Failed CANCELLED BY ED 05/09/2017 Correction ❑ CANCELLED BY ED Needed 06/14/2017 CANCELLED BY ED Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. June 15,2017 For Inspections please call: (305)762-4949 Page 15 of 27 JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS'COMPENSATION **CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 2/29/2016 EXPIRATION DATE: 2/28/2018 PERSON: RICZO EDWARD S FEIN: 203142035 BUSINESS NAME AND ADDRESS: ESR FLORIDA CONSTRUCTION INC PO BOX 150472 CAPE CORAL FL 33915 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt...apply only within the scope of the business or trade listed on the notice of election to be exempt.Pursuant to Chapter 440.05(13),F.S.,Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation If,at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for Issuance of a certificate.The department shall revoke a DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS?(850)413-1609 r SHORES VILLAS CONDOMINIUM ASSOCIATION 8901 NE FOURTH AVENUE ROAD — MIAMI SHORES, FLORIDA 33138 Ismael Naranjo December 22, 2015 MSV Building Director 10050 NE 2"6 Avenue Miami Shores, FL 33138 DEL 212015 Dear Mr. Naranjo: I am Bill Serda, a member of the Shores Villas Condominium Association Board of Directors, and the informal project manager of the condominium's "on going" and long delayed construction project, involving the replacement of the on site sewage plant "Soakage Pit". Upon our request, in late November, 2015, you graciously allowed an extension of our working Permit, to January 4, 2016 (approximately 30 days). Unfortunately, we encountered unexpected problems scheduling our work and achieving adequate progress - somewhat due to the interruptions of the Xmas and New Year Holidays — but more significantly, due to the ongoing painfully slow "Decision Making Progress" of our Condominium Board of Directors. We (the Condo Board) are all fully employed in demanding full time jobs, and serve as the Managing Board in what is left for"spare time". Further difficulty is caused by many Board members being very inexperienced. Consequently, we were unable to quickly reach decisions on issues related to this project, and lost approximately two weeks, or more, of the valuable 30 day extension, which you allowed us earlier. The Contractor(ESR) has begun work, but, due to the late start, will not be ready for a key and critical code inspection of the Soakage Pit Wall Forms, for another two or three weeks—for all of the above reasons. My embarrassed and respectful request is for an additional extension of thirty days (February 05, 2016), so that we can, without interruption, continue to press forward and finish this project as soon as possible. PAGE ONE OF TWO ...... . .. ...... .... . .. ..... ...... . . ..... .. .. •• •• ..0 0 . . . . ...... 00 0 d SERDA LETTER—SECOND PERMIT EXTENSION — 12/22/2015 PAGE TWO OF TWO We have two permits which are currently valid, but, expiring, in early January, 2015, at the conclusion of your earlier extension The two permits are: RC-5-14-944 for the Soakage Pit . RC-5-14-945 for the Continuous Drain Field. Thus, we are respectively requesting an additional thirty (30) day extension (to February 05, 2016), for our next inspection, so that our permit will stay active, to complete the project. If there is a fee required, we can arrange for immediate payment, upon your decision. Thanks for your time and consideration of this most difficult and embarrassing situation and request. Bill Serda Telephone 305-785-7760 Shores Villas Condominium Board of Directors •9.9.0 000 0000:9 .. . .. . 9 • • 0000.. ,. 0000.. 009.4• 9 •0900• 0000 .. • • 0000 .. 90000 0000.. . . 0000. • 4 • • 9 •• •• •• 09 ••9.00 9 •99.0• • • • • • • 004.00 •••99• • • 4 • • NOV 2 0 SHORES VILLAS CONDOMINIUM ASSOCIATION 8901 NE FOURTH AVENUE ROAD— MIAMI SHORES, FLORIDA 33138 Ismael Naranjo November 20, 2015 MSV Building Director 10050 NE 2"d Avenue Miami Shores, FL 33138 Dear Mr. Naranjo: I am Bill Serda, a member of the Shores Villas Condominium Association Board of Directors, and the informal project manager of the condominium's"on going" and long delayed construction project, involving the replacement of the on site sewage plant soakage pit. We encountered a major delay and interruption of the construction project, over the last three or four months, due, primarily to: 1. The complexity of the project, unexpected costs, our Board's inexperience with construction issues, disputes over costs and our Board's difficulty with reaching needed quick decisions. 2. The above difficulties were exacerbated, even further, by the simultaneous severe illness within the family of a critical Board Member. We are now poised and ready to move forward, beginning in December, 2015. We have two permits which are currently valid, but, expiring, also, in early December, 2015. The two permits are: RC-5-14-944 for the Soakage Pit . ft 5-14-945 for the Continuous Drain Field. We are respectively requesting a thirty (30) day extension for our next inspection, so that our permit will stay active, to complete the project. PAGE ONE OF TWO r r SERDA LETTER— PERMIT EXTENSION — 11/20/2015 PAGE TWO OF TWO I have enclosed my personal check (#5084), payable to MSV, in the amount of$75.00, as the prescribed fee for this request and re-evaluation. As a further complication, the timing of this request, the Friday before Thanksgiving Week, makes it significantly advantageous if we could have your early decision - and significantly disadvantageous, if such decision is delayed. Thanks for your time and consideration of this most difficult and embarrassing situation and request. 2 Le-ja faLv� Bill Serda Telephone 305-785-7760 t � RATIONAL ANALYSIS AND ENGINEERING DESIGN CALCULATIONS FLORIDA BUILDING CODE Y NEW SOAK PIT FOR SHORE VILLA CONDO UNIT AT 9017 NORTHEAST 4TH AVENUE ROAD MIAMI SHORES, FLORIDA 33138 DATE:08-06-2013 TABLES OF CONTENTS: 1. RETAINING WALL AND FOOTING DESIGN PAGES: 1-5 2. 8"X8"CONCRETE BEAM DESIGN PAGES 6-7 3. 8"CONCRETE SLAB DWSIGN PAGES 8-10 4. 8"CONCRETE WALL DESIGN PAGES 11-12 CHARLES C.MITCHELL-CONSULTING ENGINEER ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. CHARLES C.MITCHELL-CONSULTING ENGINEER. P.E.#11127 924 NORTH FEDERAL HIGHWAY HOLLYWOOD,FLORIDA 33023 TOTAL PAGES :12 .�`% BO'S ��`� P� G�-N s -:CSS► '% * No. 1.1127 STATE OF C c�'-• <O R gyp..�� i'i��SS'O N Al � a CHARLES C. MITCHELL , P.E. SOAK PIT FOR SHORE VILLA CONDO UNIT P.E. 0011127 Cing Engineer AT 9017 NE 4TH AVE. RD 305.945.0205.0202 / 305.828.0140 1515 n.w. 167 th Street Suite 110-T MIAMI SHORES, FL 33138 MIAMI, FLORIDA 33169 �. .�r._..2.33. .f;.. .. . . .:. . . . . . . �7A .............. .............. ... i� ... .. .. .. ' .. :... ...� .� x.3.3-.. , �.2 . ... ._ .. .. .. .. .. .: .....: .. . .. .. ...;.e . . . .. � ....... . = T ... .. .. ..:. ..:....:... :.. . .........�.. .. ........ ................... ..... �✓. . �` .....=... . ... :3�Z�c f:�:.9 . t x:33 3 .33 �.....:... J .. F/ .... ..... ... rj 14 ... ................. .......................... 1�b.tt a ...... ... ... . ,, ... �' WrATE .. .. ... .... OR .................. L ej •: J:� Rev:510300 Restrained Retaining Wall Design Page 1 Description Criteria Soil Data Footing Strengths&Dimensions Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Pc = 3,000 psf Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height = 5.00 It Heel Active Pressure = 0.0 Toe Width = 0.83 It Toe Active Pressure = 0.0 Heel Width = 1.50 = Top Support Height = 5.00 ft Passive Pressure 0.0Water height over heel = 0.0 ft Total Footing Width SlopeBehind Wal = 0.00: 1 = Footing Thickness = 12.00 in Footing��Soil Frictior 0.300 Height of Soil over Toe = 60.00 in Soil height to ignore Key Width = 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It Wind on Stem = 110.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#!ft Adjacent Footing Load = 0.0 lbs -NOT Used To Resist Sliding&Overturn ,.•Height to Top = 6.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bolton• = 0.00 ft Eccentricity = 3.00 in NOT Used for Sliding&Overturning Wall to Fig CL Dist = 0.92 It Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 366.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 1,833.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Design Summary item Construction Total Bearing Load = 3,935 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.00 in Wall Weight = 96.7 pcf 1'c = 3.000 psi Soil Pressure @ Toe = 1,689 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,689 psf OK Allowable = 2,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 2,600 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,600 psf Design height = 5.00 ft 0.00 ft 0.00 ft Footing Shear @ Toe = 13.2 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 8.0 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top = lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 0.0 lbs Design Data fb/FB+fa/Fa = 0.000 0.000 O.Q00 Sliding Calcs Slab Resists All Sliding! Mu...Actual = 0.0 ft-# 0.0 ft-# 0.0 ft-# Lateral Sliding Force = 8.0 lbs Mn'Phi.....Allowable = 5.154.8 ft-# 5,154.8 ft-# 5,154.8 ft-# Shear Force @ this height = 0.0 lbs 0.0 lbs Shear.....Actual = 0.00 psi 0.00 psi Shear....Allowable 93.11 psi 93.11 psi Footing Design Results Rebar Lap Required = 21.36 in 21.36 in TOOeeI Rebar embedment into footing = 6.00 in Factored Pressure = 27M 2,600 psf Other Acceptable Sizes&Spacings: Mu':Upward = 899 0 ft-# Toe:#5 @ 18.00 in -or- Not req'd,Mu<S"Fr Mu':Downward = 339 339 ft-# Heel:#5 @ 18.00 in -or- Not req'd,Mu<S"Fr Mu: Design = 560 339 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 13.21 7.99 psi Allow 1-Way Shear = 93.11 93.11 psi Y A Rev.810300 Restrained Retaining Wall Design Page 2 Description Summa of Forces on Footin : Slab RESISTS slidin ,stem is FIXED at footin Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing:For Soil Pressure Caics Moment @ Top of Footing Applied from Stem = ft-# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 2,199.Olbs 1.17 ft 2,561.8 ft-# Soil Over Toe = 457.4 lbs 0.42 ft 190.2 ft-# Surcharge Over Toe = lbs ft ft-f Stem Weight = 483.3 lbs 1.17 ft 563.1 ft-# Soil Over Heel = 457.4 lbs 1.91 ft 875.6 ft-# Footing Weight = 337.9 lbs 1.17 ft 393.6 ft-# Total Vertical Force = 3,935.0 lbs Base Moment = 4,584.3 ft-# Soil Pressure Resulting Moment= -O.Qt-# r �{ 8.0 Lateral Restraint 0.# 8.00005"ConcrelN4161 115 @ 12." 5'-0" 5'-0" 5'-0" 8.00005"Concrete w/ 5 @ 12." Sliding Restraint 3.. #5@18.in @Toe @ Heel 2'-4„ DL=366.,LL= 1833.49999990.0005#, Ecc=0.0005in Lateral Restraint 0.# Sliding Restraint Pp=0.# 0.# 1688.8psf 1688.8psf r z , RATIONAL ANALYSIS AND ENGINEERING DESIGN CALCULATIONS FR. i'-d CODE E 2 .1 fl NEW SOAK PIT FOR SHORE VILLA CONDO UNIT AT 9017 NORTHEAST 4TH AVENUE ROAD MIAMI SHORES, FLORIDA 33138 DATE:08-06-2013 TABLES OF CONTENTS: 1. RETAINING WALL AND FOOTING DESIGN PAGES: 1-5 2. 8"X8"CONCRETE BEAM DESIGN PAGES 6-7 3. 8" CONCRETE SLAB DESIGN PAGES 8-10 4. 8" CONCRETE WALL DESIGN PAGES 11-12 CHARLES C. MITCHELL-CONSULTING ENGINEER ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. CHARLES C. MITCHELL-CONSULTING ENGINEER. P.E.# 11127 924 NORTH FEDERAL HIGHWAY HOLLYWOOD,FLORIDA 33023 TOTAL PAGES : 12 `,`,"��es f!lAt/ * f No,. 1.1127 STATE OF r t .�• t C -. o,, ..C0R Vit).' s/f1PlAV ,�ftttf!ltlttt`t, r ................M...,.,.......,...,.,._.._.._......._.._.- .____._............ ....... .._-.-.-_.----------------------- .................................... ......_.._....._------ .._....... _.. p-........._.............., Restrained Retaining Wall DesignMMOOMM age ' Description :..........................................................-...............................__................ ;........__. ;F . ....................................... _....._..... _........m.._._ Criteria Soil Data i Footing Strengths&Dimensions l.. ; Retained Height 5.00 ft Allow Soil Searing = 2,000.0 psf fr, = 3,000 psi Fy = 60,000 psi Wall height above soil = O;OOft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height - 6.00 ft Heel Active Pressure - 0.0 Toe Width - 0.83�t Toe Active Pressure = 0.0 Heel Width _ 1.50 Passive Pressure = 0.0 Top Support Height = 5.00 It Water height over heel = 0.0 ft Total Footing Widtt m --2:33.. Footing Thickness - 12.00 in Slope Behind Wal - 0.00: 1 FootingliSoil Friction - 0.300 Height of SoiE over Tae = 60.00 in Key Width - 0.00 in Soil height to ignore Soil Density - 110.00 pcf for passive pressure - 0.00 in Key Deth 0.00 in Key Distance from Toe = 0.00 It Wind on Stem - 110.0 psf Cover @ Top = 3.00 in @ Stm.= 3.00 in Surcharge Leads Uniform lateral toad Applied to Stem I Adjacent Footing Load w. Surcharge Over Neel w 0.0 psf 9 taterai Load - OA#tft Adjacent Footing Load - 0.0 lbs »>NOT Used To Resist Sliding&Overturn ,..Height to Top - 6.00 It Footing Width - 0.00 it Surcharge Over Toe w 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity - 3.00 in NOT Used for Sliding&Overturning ng.................. Wail to Ftg CL Dist = 0.02 ft i Axial Lead Applied to Stem Footing Type Line Load " Axial Dead Load .- 366.0 lbs Base Abovel8elow Soiiat Back of Wall - 0.0 ft Axial Live Load = 1,833.0 lbs Axial Load Eccentricity = OA in __._....-...... ..................................... si n Stln'tmt % z� Concrete SteiYl Gc�nstruction : � �•�� .• ._ �,.�^ ..�s� .... . .. Total Bearing Load - 3,935 lbs Thickness = 4.00 in Fy = 60,00opsi ...resultant ecc. - 0.00 in Wall Weight = 95.7 pcf fc = 3,000 psi Soil Pressure @a Toe - 1,689 psf OK Stem is FIXED to top of footing Soil Pressure L Heel 1.689 psf OK Allowable 2,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wail ACI Factored @ Toe w 2,600 psf _.........................._........_..................__....___.._. _.....___.... ACI Factored @ Heel 2:600 psf - Stem OK Stem OK Stem OK Design height - 5.00 it 0.00 It 0.00 ft Footing Shear o@ Toe - 13.2 psi OK Rebar Size - # 5 # 5 # 5 Footing Shear§Hee; = 8.0 psi OK Rebar Spacing = 12.00 in 1.2.00 in 12.00 in Allowable - 93.1 psi Rebar Placed at - Center Center Center Reaction at Top = lbs Rebar Depth V4,00 in 4.00 in 4.00 in Reaction at Bottom = 0.0 lbs Design Data - fblFB+fa/Fa - 0.000 0.000 0.000 Sliding Cale. Slab Resists All Slidingg? Mu....Actual - 0.0 ft-## 0.0 ft-f# 0.0 ft-# Lateral Sliding Force 0.0 lbs Mn'Phi.....Allowable - 5,154.8 ft-# 5,154.4 ft-# 5,154.8 ft-# Shear Force @ this height = 0.0 lbs 0.0 lbs Shear.....Actual - 0.00 psi 0.00 psi Shear-..Allowable = 93.11 psi 93.11 psi l oci in Desi n Results Rebar Lap Required = 21.36 in 21.36 in �0 e®l Rebar embedment into footing = 6.00 in Factored Pressure % 2,600 psf Other Acceptable Sizes S Spacings: Mu':Upward - 899 0 ft-# Toe:#5 @ 18.00 in -or- Not req`d,Mu<S°Fr Mu', Downward - 339 339 ft-# Heel:#5 @ 14.00 in -or- Not req'd.Mu<S k Fr Mu: Design = 560 339 ft-# Key: No key defined -or- No key defined Actual I-Way Shear = 13.21 7.99 psi Allow 1-Way Shear = 93.11 93.11 psi :_......_..:..:.:_............_.............__.._.._....._.._............._..._. _..._..__..........................._._............................. _. __. _.._._.._..............................._............._._....._._...w.._. Restrained Retaining Wall Design Page 2 Description �................... ..... ......_... .............__...,................... .......... ....5`.._._._.._.... __.................................................................._......_......,.......... .>> Starrttna oforc�a on Footing: �laia RE aiTlid'on atc� its( ®at foati zk /�aocs.. au .�:u�„asuar.�iwv Farces acting on footing far soli pres$ure »>Sliding Fomes ere restrained by the�►stjacent stab Load a Moment Summery For Footing:For Soi!Pressure Calcs ......................_.------------------------......................._ � .�......_......._...................._................ Moment @ Top of Footing Applied from Stern - ft-# Surcharge Over Heel w lbs ft ft-# Axial Dead Load on Stem = 2,199.0lbs 1.17 ft 2.561.8 ft-# Soil Over Toe 457.4 lbs 0.42 ft 190.2 ft-# Surcharge Over Toe - lbs ft ft-# Stem Weight - 483.3 lbs 1.17 ft 563.1 ft-# Soil Over Heel - 457.4 lbs 1.91 ft 875.6 ft-# Footing Weight - 337.9 lbs 1.17 ft 393.6 ft-# Total Vertical Force 3,935.0Ibs Base Moment = 4,584.3 fta# Soil Pressure Resulting Moment= 4Eft-# 3.f 0005" 5.x.12" Lateral Restraint Q. XF # is ; >w Ik ..R.. f3 1,00005"Concreg-91#5 i�� 12." 5,-0, ' ��;q � 5,yOu S.00005"Concrete wl#5 12." 3" ..._................--....._.........._ ..................._..._..._........_......._I._... ........................ ........_..... . Raiding Restraint 3 3„ Occ—P 1€3.in i r@ oe I 5�1 1f1" 1,-6" i E.in _..............M; @ Heel Z-4- DL=366.>LL=1833.49999990.0005#, Ecc=0.0005iri. Lateral Restraint t 0.# i x� X ,t F4• ...............................................................................................................»..... Sliding Restraint l pp=0.# 0.# 1688.8psf 1688.6psf 22"CAST IRON FRAME&COVER Wi GASKET STANDARD ACCESS MANHOLES V ASPHALTIC CONC.W/6"THICK CRUSHED LIMEROCK COMPACTED TO 95%DENSITY r THICK TRAFFIC LID W45 REBARS MAT e ae. SOUTH,, _.._ I .!.... loov '`.. 8°X r CROSS BEAM @ 72"O.C. SEE BE APA PLAN ?_...... — _ _....___..................... W1 2-#5 REBARS EMBEDDED 6 INTO 8 CONC WALL ON EACH SIDE 444 -V : op ISI ;.......:? ? — .... 8"CONIC.WALL045 REBARS m 42°O.C.VERTICAL ... ......_... .._ __.._....... .._.................. HORIZONTAL ..?a.`•.,---??j:�'.mI i i�:::::I i ._...I 3 �— .. 7 IT .. F r::::.�E jw., GRADE -- : I;_ ..?F .:f ?i 12" ':6"CONC.FOUNDATION W!2-AS REBARS CONTINUOUS :. I I€ I I I (TYP•) 1 BALLAST ROCK.BASE : .... ? -.... , ._.. ........ ?3.......1.:: •• —;r_...._... i .t ___ }•/t .._. } .. `I fl �•�(''jE!( .. J' ___ � •: _..:: _:a-t ??..__.:1 ....._�: Ii � it � �.::• :.. • liA-..e.E �:7 .FI .;•- : .- . I: ,. .. . ._..{: ...... ..I• —_ ?:• ?t.k.T •E ::.. _.. �?? ...«...F{p: .. !:f:. :. , _ .....- ?+:. I: t �, •i ;.;;is .._ -........:. F#'•T. ......:7iTl.:.......:.737......? ...... .:.:.._..... a-_ :+73.,.•...'(^'p........ .:. _..... :.: ........ .:....... .. � ..._ S7I37......�t7f;...:.. .. ...... , ROV'"I'll Concrete Rectangular & Tee Beam Design Page 1 ' Description CONCRETE BEAM Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 2 5 9.88 in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 0.342 k k k 0.000 ft 4.670 ft Concentrated Loads Dead Load Live Load Short Term Location #1 k 4.000 k k 0.000 ft SummaryBeam Design OK Span=4.67ft,Width=8.00in Depth=8.00ln Maximum Moment:Mu 1.55 k-ft Maximum Deflection -0.0041 in Allowable Moment:Mn*phi 25.01 k-ft Maximum Shear:Vu 7.66 k Max Reaction @ Left 4.95 k Allowable Shear:Vn*phi 33.66 k Max Reaction @ Right 0.95 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 0.778 1.557 2.335 3.113 3.892 4.670 It Max.Spacing 4.000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 7.661 0.893 0.446 0.436 0.436 0.882 0.850 k Bending &Shear Force Summary Bending... y Mn*Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 @ Center 25.01 k-ft 1.55 k-ft 1.16 k-ft 1.00 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.9-3 @ Left End 33.66 k 7.66 k 5.75 k 0.55 k @ Right End 5.96 k 0.85-k 0.64 k 0.55 k Deflection Deflections... .* Upward Downward DL+[Bm Wt] 0.0000 in at 4.6700 ft -0.0041 in at 2.3350ft DL+LL+[Bm Wt] 0.0000 in at 4.6700 it -0.0041 in at 2.3350ft DL+LL+ST+[Bm Wt] 0.0000 in at 4.6700 it -0.0041 in at 2.3350ft Reactions... @ Left 0 Right DL+[Bm Wt]] 0.949 k 0.949 k DL+LL+[Bm Wt] 4.949 k 0.949 k DL+LL+ST+[Bm Wt] 4.949 k 0.949 k Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X:Neutral Axis 2.145 in 0.000 in 0.000 in a=beta*Xneutral 1.823 in 0.000 in 0.000 in Compression in Concrete 37.194 k 0.000 k 0.000 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 5.844 in 0.000 in 0.0000 in Xmax=Xbal*0.75 4.383 in 0.000 in 0.000 in a-max=beta*Xbal 4.968 in 0.000 in 0.000 in Compression in Concrete 76.006 k 0.000 k 0.000 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 76.006 k 0.000 k 0.000 k AS Max=Tot Force/Fy 1.267 in2 0.000 in2 0.000 in2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK t ' O.�a4RMtd of}{{�8<i lrf 11 i}qif�di tiildai#iti9i#idt 0.3421Utt a it Mu Max=1.55k-i1 Dmax=0.0041 in -__Rmax_=4.948k ___ Rmax=0.949k Rev:51990Maz=7.861k Concrete Rectangular & Tee Beam Design Page 2 Description CONCRETE BEAM Additional Deflection Calcs Neutral Axis 3.120 in Mcr 2.92 k-ft Igross 341.33 in4 Ms:Max DL+LL 1.11 k-ft ]cracked 343.78 in4 R1 =(Ms:DL+LL)/Mcr 2.636 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 1.11 k-ft Fr=7.5'f'cA.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 2.636 Z:Cracking 9.655 ksi keff...Ms(DL+LL) 341.333 in4 keff...Ms(DL+LL+ST) 341.333 in4 Elf.Flange Width 8.00 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Sketch& Diagram 0.47 0.93 140 .1.87 34 0.80 3.27 p.74 4.20 14.87N47 �.40 +I.87 -p.34 Q.80 9.27 S.74---4.20 4.67 �. E E 00 j boll'. 10.53 - A.40 {0.79 - - 10.59 ;:1.05 :0.79 E Shear Load(k) Location Along Member(ft) Shear Load(k) Location Along Member(it). 3.55 0.47 0.93 740 : - -80 9.27 X3.74 4 20 -4.67 3.16 0.47 0 93 9 40 ' 80 3.27 0.74 4.20 ii.87 1 i i ` I _ 3.40 i 1.05 '3 3.24 9,93 j.09 081 0.93 1 i y b 70 1 .: 0.78....j.. " ° '^ •i. 058 1 -i_ 0 ! j i BeRcft Moment(k-ft) Location Along Member(ft) BaPd%Moment(k-ft) Location Along Member(fry Beam Sketch Stresses for ACI 9-1 Combination Stresses for ACI 9-2 Combination p 47 ?.93 Y 40 1 87 234 ¢60 y3 27 B 74 ri 20 X1.87 7 0.93 ).40 1.87 R.34 �.80. b.27 3 74 k 20 A.6701147 0 93 E1.40 1 87 x.34 �2 80 9.27 3 74 4.20 >4.67 ).4000 ! - .00 ? %0.58_ jo56 ;.0.75 ((kg g0 mbar(ft) Shear Load/k) Io Alonp,Mambe (ft) ,0.34 Sh�arOLoad 47) b.93. 7 40 n 27 9.74 P4 20_--4.67 y 11 0.47 0 93 '�.40.- � 3.27 53.7 4 4.20 4.67 :0.51.. i :�._ ' etl n 089 O.68 0.78 _F { : -._ 078 ` I. Shear Loatl(k) Location Along Member(ft) 0 55 i i , i i 0 @5 I i I.00 0.47 P.93 .4.40 80 p.27 9.74 A.20 4.67 0.44 i qq i EE i 0.80 0.70 i4 i'Z i ,i E E Be Be !' 0. #.87 F'4.67 0.60 3 : woo.. : 3 i0.00 E pP -.0.00 0 •I ' I E E r W,00 .0 00 3.. 0.30 i : X0.00- -0 W 'r u ,000 I' ' p.2 i t io.00 i m 00 b I E I o00 •' i -_ € -;000 kL Be CRR9 Moment(k-ft) Location Along Member(ft) Local"y"Deflection(in) Location Along Member(tt) Local"y"Deflection (in) Location Along Member(it) Stresses for ACI 9-3 Combination Stresses for Service Dead+Live Loads Stresses for Dead+Live+Short Term Loads CHARLES C. MITCHELL P.E. SOAK PIT FOR STORE VILLA CONDO UNIT P.£, 0011927 C5.020ing 305. 28 AT 9017 NE 4TH AVE. Rte 308.995.0202 / 308,028.0'190 9515 n.wr. 167 th street Suite 110—T MIAMI SHORES, FL 33133 MIAMI, FLORIDA 33169 • I�, . . -------------------------------- .:....:... ,. {5 .. ... j.. .131 � ' ' ">! 6"�' 'H£ ! ♦1! y£A ' .. >.,.. .. .. .. .... i`. .. .. .. .. .. .. .. .. .. o� . .:p. .. ... -. ... ; .... ... ....`:%' ...; ,..... ....:....... .... r 7 yid ... ... «. 77 STATE OF, NN $ :{l pll il9t Rev'510300 Concrete Rectangular & Tee Beam Design Page 1-'. Description 8" CONCRETE SLAB Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top o #1 1 5 9.88 in #1 in #1 in #3 in #3 in #3 2 7 2.31 in Uniform Loads Dead Load Live Load Short Term Start End #1 0.362 k k k 0.000 ft 6.000 ft Concentrated Loads Dead Load Live Load Short Term Location #1 k 4.000 k k 3.000 ft Summary Beam Design OK Span=6.00ft,Width= 12.00in Depth=8.00in Maximum Moment:Mu 13.11 k-ft Maximum Deflection -0.0552 in Allowable Moment:Mn*phi 13.35 k-ft Maximum Shear:Vu 9.00 k Max Reaction @ Left 3.39 k Allowable Shear:Vn*phi 36.64 k Max Reaction @ Right 3.39 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 1.000 2.000 3.000 4.000 5.000 6.000 ft Max.Spacing 4.000 4.000 Not Req'd Not Req'd Not Req'd 4.000 4.000 in Max Vu 4.813 4.704 4.052 4.036 4.036 4.688 9.001 k Bending &Shear Force Summary Bending... Mn*Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 @ Center 13.35 k-ft 13.11 k-ft 9.83 k-ft 1.87 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 5.23 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.9-3 @ Left End 36.64 k 4.81 k 3.61 k 0.91 k @ Right End 36.64 k 6.80 k 9.00 k 1.16 k Defiection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 6.0000 It -0.0084 in at 3.00OOft DL+LL+[Bm Wt] 0.0000 in at 6.0000 It -0.0552 in at 3.00OOft DL+LL+ST+[Bm Wt] 0.0000 in at 6.0000 ft -0.0552 in at 3.00OOft Reactions... @ Left 0 Riaht DL+[Bm Wt]] 1.386 k 1.386 k DL+LL+[Bm Wt] 3.386 k 3.386 k DL+LL+ST+[Bm Wt] 3.386 k 3.386 k Rev:510300 Concrete Rectangular & Tee Beam Design Page 2 .: Description 8" CONCRETE SLAB Section Analysis Evaluate Moment Capacity... Center Left End Rlaht End X:Neutral Axis 0.715 in 0.000 in 1.645 in a=beta`Xneutral 0.608 in 0.000 in 1.398 in Compression in Concrete 18.597 k 0.000 k 42.786 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -18.600 k 0.000 k -42.363 k Find Max As for Ductile Failure... X-Balanced 5.844 in 0.000 in 1.3686 in Xmax=Xbal'0.75 4.383 in 0.000 in 1.026 in a-max=beta`Xbal 4.968 in 0.000 in 1.163 in Compression in Concrete 114.009 k 0.000 k 26.698 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 114.009 k 0.000 k 26.698 k AS Max=Tot Force/Fy 1.900 in2 0.000 in2 0.445 in2 Actual Tension As 0.310 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 1.955 in Mcr 4.38 k-ft Igross 512.00 in4 Ms:Max DL+LL 8.08 k-ft ]cracked 210.51 in4 R1 =(Ms:DL+LL)/Mcr 0.542 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 8.08 k-ft Fr=7.5`f'c^.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.542 Z:Cracking 173.190 ksi I:eff... Ms(DL+LL) 258.612 in4 Z:cracking>145 :Interior Only I Leff...Ms(DL+LL+ST) 258.612 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9" Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST' : 1.100 Rev:510300 Concrete Rectangular & 'Tee Beam Design Page 3 ' Description 8" CONCRETE SLAB Sketch & Diagram IN 1.20 :I.80 2.40 .00 8.80 4.20 4.80 6.40 8.00 1.20 !1.80 2.40 8.00 3.80 13.20 13.60 5.40 8.00 Tk T o.Ss;k+iddrddddT s#d:Td add Td if-10i d:d 0.362k/tt o.00 E ao 's :2.13 r ......:.....:,-._. :1.80 53.19 i2 40Rft i E 14.28 ! i ? : 13.19 Mu:Max=13.11 k4t Shear Load(k) Location Along Member(ft) Shear Load(k) Location Along Member(it) Dmax=0.0552in 33.11 0.60 11.20 7.80 2.40 0 6.60 4.20 11.80 5.40 ¢.00 .83 P.60 9.20 h.80 2.40 -0.60 4.20 11.80 15 40 8.00 Rmax-3.3861, Rmax=3.38A1.80 ( 8.85 Vu-Max=4.813k Vu Max=9.09})549 7,87 4.87 3 Pi.90 S 0.58 °� E b92 y,1� :s�i•! E N $83 un i E.62 °. E i E �• E° 6 197 i ' i ' �•€1 BOURg Moment(k-try Location Along Member(ft) BeAft Moment(k-ft) Location Along Member(ft) Beam Sketch Stresses for ACI 9-1 Combination Stresses for ACI 9-2 Combination D 60 1.20 1.80 P 40 0.00 �60 )4.20 A.80 6.40 00 .20 -1.80 ,2.40 P.00 1.60 4.20 4.80 540 B.00 ' 20 h 80 0.40 8.00 960 A.20 0.80 6.40 8.00 0.00 0.35 02 2 02 3 +2.70 : t:2.70 i - - Shear Loatl (kJ cation Along Member/1t) Sh ar Load(k). •ocafin Ala Member(it). 0.48 I $.0t3_ D 80 y.zo_ 7.Bo 2. p.60 A.20 13.80 �.40 8.00 27 0.60 1 20 _1.80 2 4 .80 •4.20 '..60 ..20 (40 8.00 -0.74 .. 7.27 27 i 10.99 i i -- -- - _ $.48 _ 6 46 4.85 Shear Load(k) Loca_tiop Along Member(it)• A 04- I r r f 4.04 1.87 060 1,20 1.80 80 Ft 20 il 80 540_ 00 8.23 23 r 9.68 P.42 1.511 0 1.31 Be0. •i B.00e 7 ! Pit= A.4 r0 401 002 0 03 -0 03 004 5 r : i1. :0.04 { -0 04 E ? 10.05 E._ k _ ?' e i .0 05 BeArRR9 Moment (k-ft) Location Along Member(ft) Local"y"Deflection(in) Location Along Member(ft) Local"y"Deflection(In), Location Along Member(it) Stresses for ACI 9-3 Combination Stresses for Service Dead+Live Loads Stresses for Dead+Live+Short Term Loads Rev'510300 Tilt-Up Wall Panel Design Page 1 Description 8" concrete wall Loads Lateral Loads Vertical Loads Wind Load psf Uniform DL 670.00#!ft Point Load 4,000.00 lbs Uniform LL 4,000.00#/ft ...height ft eccentricity in ...load type Wind Concentric DL lbs Lateral Load 110.00#/ft Concentric LL lbs ...distance to top 6.000 ft ...distance to bot ft Seismic"I"Magnifier 1.000 ...load type Seismic Wind"I"Magnifier 1.000 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic DO w/o P-Delta 0.001 0.000 in 0.001 0.000 in Basic M w/o P-Delta 5,785.3 0.0 in-# 4,125.0 0.0 in-4 Moment Excess of Mer 0.0 0.0 in-# 0.0 0.0 in-# Max. P-Delta Deflection 0.001 0.000 in 0.001 0.000 in Max P-Delta Moment 5,793.5 0.0 in-# 4,129.8 0.0 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 5.00ft clear height, O.00ft parapet, 8.00in thick with#5 bars at 12.00in on center,d=4.001n, f'c= 3,000.Opsi, F Using: UBC Sec. 1914.0 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs Service Load Deflection :Seismic Load Governs Maximum Iterated Moment:Mu 5,793.55 in-# Maximum Iterated Deflection 0.001 in Moment Capacity 79,850.36 in-# Deflection Limit 0.400 in Seismic Wind Mn*Phi :Moment Capacity 79,850.36 in-# 79,850.36 in-# Applied: Mu @ Mid-Span 5,793.55 in-# 0.00 in-# Applied: Mu @ Top of Wall 0.00 in-# 0.00 in-# Max Iterated Service Load Deflection 0.00 in 0.00 in Actual Deflection Ratio 61,970 : 1 ###### :1 Actual Reinforcing Percentage 0.0065 0.0065 Allowable Max. Reinf. Percent=0.6*Rho Bal 0.0128 0.0128 Actual Axial Stress :(Pw+Po)!Ag 51.25 psi 51.25 psi Allowable Axial Stress=0.04*f'c 120.00 psi 120.00 psi Analysis Data E 3,122,018.6 psi Sgross 128.000 in3 n=Es/Ec 9.29 Mcr=S*Fr 35,054.2 in-# Fr Multiplier for sqrt(f'c) 5.000 Fr= 273.86 psi Ht/Thk Ratio 7.50 Rho:Bar Reinf Pct 0.0214 Values for Mn Calculation... Seismic Wind As:eff=[Pu:tot+AsFy]/Fy 0.411 in 0.411 in a:(AsFy+Pu)/(.85 f'c b) 0.806 in 0.806 in c=a/.85 0.948 in 0.948 in Igross 512.000 in4 512.00 in4 Icracked 38.97 in4 38.97 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 88,722.63 in-# 88,722.63 in-# Rev'510300 Tilt-Up Nall Panel Design Page 2 ' Description 8" concrete Wall Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight 100.000 psf Applied Axial Load 5,803.50 5,803.50 #/ft Wall Wt*Wall Seismic Factor 0.000 psf Lateral Wall Weight 262.50 262.50 #/ft Wall Wt*Parapet Seismic Factor 0.000 psf Total Lateral Loads 6,066.00 6,066.00#/ft Service Applied Axial Load 4,670.00 #/ft Service Wt @ Max Mom 250.00 #/ft Total Service Axial Loads 4,920.00 #/ft ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST* 1.100 Roof DL 670.0 LL 4.000 Olbs. Ecc=0.00m Sketch & Diagram 511 Eff.Width=12.0m Seismic Factor=0.000 Seismic Zone=0 Fy=60.000psi f'c=3.000ps1 Using:#5 @ 12.00in Thick=8.00in Design Method:1994 UBC 1914.0 w,Iterated Deflections 55 � s Rev:510M Tilt-Up Wall Panel Design Page 1 Description 8"concrete wall Loads Lateral Loads Vertical toads Wind Load psi Uniform DL 670.00#/ft Point Load 4,000.00 lbs Uniform LL 4,000.00 Wit ...height it ...eccentricity in ...load type Wind Concentric DL lbs Lateral Load 110.00#/ft Concentric LL lbs ...distance to top 6.000 ft ...distance to bot ft Seismic"I"Meni ier 1.000 ...load type Seismic Wind"I"Magnifier 1.000 Wall Analysis n or Factored Load Stresses F For Service Load Deflections Seismic Wind Seismic Wind Basic Deft w/o P-Delta 0.001 0.000 in 0.001 0.000 in Basic M w/o P-Delta 5,785.3 0.0 in4 4,125.0 0.0 in4 Moment Excess of Mcr 0.0 0.0 in4 0.0 0.0 in-# Max.P-Delta Deflection 0.001 0.000 in 0.001 0.000 in Max P-Delta Moment 5,793.5 0.0 in4 4,129.8 0.0 in4 Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 5.00ft clear height, O.00ft parapet,8.00in thick with#5 bars at 12.00in on center,d=4.001n,f'c=3,000.Opsi, F Using: UBC Sec. 1914.0 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs Service Load Deflection :Seismic Load Governs Maximum Iterated Moment:Mu 5,793.55 in4 Maximum Iterated Deflection 0.001 in Moment Capacity 79,850.36 in4 Deflection Limit 0.400 in Seismic Wind Mn'Phi:Moment Capacity 79,850.36 in4 79,850.36 in-# Applied: Mu @ Mid-Span 5,793.55 in4 0.00 in-# Applied: Mu c@ Top of Wall 0.00 in4 0.00 in4 Max Iterated Service Load Deflection 0.00 in 0.00 in Actual Deflection Ratio 61,970 :1 ###### :1 Actual Reinforcing Percentage 0.0065 0.0065 Allowable Max.Reinf.Percent=0.6'Rho Be] 0.0128 0.0128 Actual Axial Stress:(Pw+Po)/Ag 51.25 psi 51.25 psi Allowable Axial Stress=0.04fc 120.00 psi 120.00 psi Analysis Data E 3,122,018.6 psi Sgross 128.000 in3 n=Es/Ec 9.29 Mcr=S'Fr 35,054.2 in4 Fr Multiplier for sqrt(f'c) 5.000 Fr= 273.86 psi Ht/Thk Ratio 7.50 Rho:Bar Reinf Pct 0.0214 Values for Mn Calculation... Seismic Wind As:eff=[Pu*tot+AsFy]/Fy 0.411 in 0.411 in a:(AsFy+Pu)/(.85 f'c b) 0.806 in 0.806 in c=a/.85 0.948 in 0.948 in Igross 512.000 in4 512.00 in4 Icracked 38.97 1n4 38.97 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 88,722.63 in-# 88,722.63 in4 Rev:510300 Tilt-Up Wall Panel Design Page 2 i Description 8"concrete wall Additional Values Loads,used for analysis Factored Loads Seismic Wind Wall Weight 100.000 pst Applied Axial Load 5,803.50 5,803.50#/ft Wall Wt'Wall Seismic Factor 0.000 psi Lateral Wall Weight 262.50 262.50#/ft Wall Wt'Parapet Seismic Factor 0.000 psi Total Lateral Loads 6,066.00 6,066.00#/it Service Applied Axial Load 4,670.00 #/ft Service Wt @ Max Mom 250.00 #/ft Total Service Axial Loads 4,920.00 #/ft ACI Factors (per ACI,applied intemally to entered loads) ACI 9 1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seism is=ST': 1.100 Root DI.=870.0,LL=4,000.OIb%ECO=0.001rn Sketch&Diagram Sit Eff.Width a 12.01n Seismic Factor-0.000 S016mlo Zone-0 FY o30,000pe1 rc=3,000psi Using:#5®12.00in Thick=8.00in Design Method:1094 UBC 1914.0 w/Iterated Deflections k \ti� Rev:510300 Concrete Rectangular & Tee Beam Design Page ' Description CONCRETE BEAM Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 2 5 9.88in #1 in #1 in Uniform Loads ... Dead Load Live Load Short Term Start End #1 0.342 k k k 0.000 ft 4.670 ft Concentrated Loads Dead Load Live Load ShortTerm Location #1 k 4.000 k k 0.000 ft Summary Ij Beam Design OK Span=4.67ft,Width=8.00in Depth=8.00ln Maximum Moment:Mu 1.55 k-ft Maximum Deflection -0.0041 in Allowable Moment:Mn*phi 25.01 k-ft Maximum Shear:Vu 7.66 k Max Reaction @ Left 4.95 k Allowable Shear:Vn*phi 33.66 k Max Reaction @ Right 0.95 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 0.778 1.557 2.335 3.113 3.892 4.670 ft Max.Spacing 4.000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 7.661 0.893 0.446 0.436 0.436 0.882 0.850 k Bending &Shear Force Summary Bending... Mn Ph1 Mu,Eq.9-1 Mu,Eq.9.2 Mu,Eq.9-3 @ Center 25.01 k-ft 1.55 k-ft 1.16 k-ft 1.00 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phl Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.9-3 @ Left End 33.66 k 7.66 k 5.75 k 0.55 k @ Right End 5.96 k 0.85 k 0.64 k 0.55 k Deflection Deflections... Lloward Downward DL+[Bm Wt] 0.0000 in at 4.6700 ft -0.0041 in at 2.3350ft DL+LL+[Bm Wt] 0.0000 in at 4.6700 ft -0.0041 in at 2.3350ft DL+LL+ST+[Bm Wt] 0.0000 in at 4.6700 ft -0.0041 in at 2.3350 ft Reactions... Ccs Left Ccs Right DL+[Bm Wt]] 0.949 k 0.949 k DL+LL+[em Wt] 4.949 k 0.949 k DL+LL+ST+[Bm Wt] 4.949 k 0.949 k Section Analysis Evaluate Moment Capacity... Center Left End Right End X:Neutral Axis 2.145 in 0.000 in 0.000 in a=beta*Xneutral 1.823 in 0.000 in 0.000 in Compression in Concrete 37.194 k 0.000 k 0.000 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 5.844 in 0.000 in 0.0000 in Xmax=Xbal'0.75 4.383 in 0.000 in 0.000 in a-max=beta'Xbal 4.968 in 0.000 in 0.000 in Compression in Concrete 76.006 k 0.000 k 0.000 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 76.006 k 0.000 k 0.000 k AS Max=Tot Force/Fy 1.267 in2 0.000 in2 0.000 in2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK SII!}Ar ...... ...... ..`_s.^.�•a _,...��x._a�s,�a_�:u.vis,.a...:�:._. .._._.._� .—_�. � : _�•_.___�.� -m�srs;.yy�,•�.� 1 • •• 1 1 1 • 1 • • •o :•• o• • o - c• •'• 1— X11 • e • 1 1 • •11 �Amm 1 1 /o:• •.• • 1 .1 1 1 • 1 .1 1 11 • - • 11 11 I I\��IIIII�III�IIIII�IIIII� Il�illll \�� MRSOMMIUMMEN amEMIMMEMN�� mmmmmmm��IN'I QMMMMM E MaNMEMMEEMIN r � 61IIIpii3llu mail ` p �a7 ".II1161rnTllll�iilldlilipillilllii�Tlilllx� ��I�IIIIIIIIIIIIIIII@➢IIIIINIIIIIIIIIN1i�� ,mIIIIIIIIIRIIIIIIIIIIIIIIIIIIIIIIIdN1111111111,1111P'IIIIIIIIIIINIIIiI�t�� IINIIIINIII@I@III�IIIIIIIII@IIIIIIIIIINIIIIIIIIIII�I@I11��001 &�� IIIIIIII@iIIIIUNIIINIIIIIIIIIIIIIII�IiIIIII11199111gIN@NIIIIIIIIIIIIIIICI'.Illpkllf �� 7��fIIIIIIIINJIIIIINIIIIN11111111111R11111111NIIIIIIIIIIIIIIINI�ININI�N�� l�'IIgNINNINIId11Nll'IIIIIIIIIIIIIIII�IIIIIINIIIIIIIIIII'VIIIIIIIIIINNNIiIIIIJIIJIIIN11�1A•� al�iIIIIIIIIIIIIIIIIN1111111111NIININIIIIWl�91�@IIII9INII��ININIINININIIIq'Nlul�� 'll'IIIIIdIINIIIIIIIIIIIIIiNIVl�ldl'NI�dI�IItlIIINIIIIIIIIVIIIIVIIIIIllll9!II!IIN6INIIIIVIINIII&I@II'llNll�� INl11II!IRIII'II'IIIIIIIIIIIIINIINII�INIIIIIIIIII�IIIIIIIIIIII�IiINIIIININNI plNll�� filllll@IINNNIIIIdII:III@G1111NI@PIdVINIIIINI!Ipl'NIIIIIINIIIVIIIII6111'llllll!IIIINI'11111@III�IIIdIININIIINllll6� �111VIIINGIII''plllYll'IIIIIIIIINNIILNNNIIIIIIIWIII@IN�MIIIINII�fIIIII�NIgI��NIIINIIi� '� IIIIIIIIIIIIIIIIIIVIIIINIIIII'IpdIININIIIIIIIIiNIIIIIiNIIIIIIIIIUIIIIINIIIIIIIIVIIVIIIIVIIIIdII''III'I'IINIIIIIIIIIIINPII@IIBIINIIIII'tl �IINIIIIIIII'III'IICUINIII111''IIIMNINIIININI�IINIIIIIIIII��NII9 NIINIUIININIIN�NI�NNIIII� �IIINIIIIIIIIIIIIdNllllllllllNNII!III@INIIINIIIIIIINIINIIIIiI@111iIINIIINIIIIIIIIIIIIIIIINPIIPlllll@IIIIIIIIIIINIIIIIIINII IIIIfIINIIIIIIIIIiIIIIIIIIIILIl11111NIINi111N1!IIINIIII@IIIIINI9111��INNIIII�I�IN�N�INIpNINllllll � VIII@II@IIIIPIIIIIIIIIIINIINIII'IgINdllGllll@INIINIIIIIIIIIIIIIIII'NIII!IIIIIIIItIIIIIIIIIIIIIIIV'IIIIIN!IIIIIIIiIINII@11111@'III�IIINIIIINIIIMI� � �I{�IIIIIIIIIIIIIIIIIIIIINII�L111111':ILII@IR1111111NINIIIIIIIIIIIIIIN�BINNNIImIININNNINIIINNIIIIINIIIII� ��''IINIIIINIIIIIIIIIIIIIIINNII�@1111NJJINNI1111111111111111111PdIIGIINUII�IIIIIIIIIIIIIIIIIIVIIUIIIII'III�IIIINIIJI@IIINII@I@INII'NNIIIIIIIINII�III�I ,1V1�L�lil'lI`I 11•....... 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MIAMI SHORES, FLORIDA 331A. ..•... DATE:08-06-2013 666:00 0000 • ...... TABLES OF CONTENTS: .000••• •••• ••••• 1. RETAINING WALL AND FOOTING DESIGN PIGES;19'•• 00.0. 2. 8"X8"CONCRETE BEAM DESIGN PAGES 6'7 •••• •••••• 3. 8"CONCRETE SLAB DESIGN PAGES 8-10•;•; •• 4. 8"CONCRETE WALL DESIGN PAGES 11-12 0.••0• •••••• • • • •0000• CHARLES C.MITCHELL-CONSULTING ENGINEER ASSUMES RESPONSIBILITY POR BOTH M4XU'AL • AND COMPUTER GENERATED CALCULATIONS. CHARLES C.MITCHELL-CONSULTING ENGINEER. P.E.#11127 924 NORTH FEDERAL HIGHWAY HOLLYWOOD,FLORIDA 33023 TOTAL PAGES :12 % s Mir'-., ✓� l CJ <* * No. 1.1127 = STATE OF i -0 k i O •.... ,Q: �. ' ..OR•.... co S,O N A,,`�``�� • a CHARLES C. MITCHELL P.E. P.E. 0011127 SOAK PIT FOR SHORE VILLA CONDO UNIT C5.020 ng Engineer5.628 AT 9017 NE 4TH AVE. RD 305.945.0202 / 305.828.0140 1515 n.w. 167 th Street Suite 110-r MIAMI SHORES, FL 33138 MIAMI, FLORIDA 33169 ....:....:....:.. 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ONA . ��:'��•: �:� CYT': �6 ''��ii�i 11�� e a Rev:5103M Restrained Retaining Wall Design Page 1 Description Criteria Soil Data Footing Strengths&Dimensions Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height = 5.00 ft Heel Active Pressure = 0.0 Toe Width = 0.83 It Toe Active Pressure = 0.0 Heel Width = 1.50 Top Support Height = 5.00 It Passive Pressure = 0.0 Total Footing Width = Water height over heel = 0.0 ft Slope Behind Wal = 0.00: 1 Footing Thickness = 12.00 in Footing��Soil Frictior = 0.300 Height of Soil over Toe = 60.00 in Key Width = 0.00 in Soil Dens' = 110.00 cf Soil height t0 ignore Key Depth = 0.00 in � _p for passive pressure - 0.00 in Key Distance from Toto.s-. 0.00 it Wind on Stem = 110.0 psf Cover @ Jbg = 3.001r?•@ Btm.*15W. in 00 . . ..0 Surcharge Loads Uniform Lateral Load Applied toStem Adiat$ffI7+tfbting Loba • •••••• Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjac Fpoting Load.. as>NOT Used To Resist Sliding&Overturn ,,.Height to Top = 6.00 it Footing Width • • 0 001 Surcharge Over Toe = 0.0 psf ,..Height to Bolton• = 0.00 It Eccen nc�+ = ?Min*. NOT Used for Sliding&Overturning Walllo EPg dl-Dist : .'_'. effif Axial Load Applied to Stem Footlh§type •••• Line'L•okib: • Axial Dead Load = 366.0 lbs Base Alwve/pelow Soil at back of�VVall . ; .0.0�i • Axial Live Load = 1,833.0 Itis, 0000.. Axial Load Eccentricity = 0.0 in •• •• 0• •000.• • • .. • 0000 0 0 Desi n Surnmary Concrete Stem Construction 06;6 Total Bearing Load = 3,935 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.00 in Wall Weight = 96.7 pcf Pc = 3,000 psi Soil Pressure @ Toe = 1,689 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,689 psf OK Allowable = 2,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 2,600 psf Stem OK Stem OK Stem OK ACI Factored @Heel = 2,600 psf Design height = 5.00 ft 0.00 ft 0.00 ft Footing Shear @ Toe = 13.2 psi OK Rebar Size # 5 # 5 # 5 Footing Shear @ Heel = 8.0 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top = lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 0.0 Itis Design Data fb/FB+fa/Fa = 0.000 0.000 0.000 Sliding Calcs Slab Resists All Slidingg! Mu....Actual Later = 0.0 1114 0.0 ft_# 0.0 ft-# Lateral Sliding Force = 0.0 lbs Mn"Phi.....Allowable = 5,154.8 ft-# 5,154.8 ft-# 5,154.8 ft-# Shear Force @ this height = 0.0 lbs 0.0 lbs Shear.....Actual = 0.00 psi 0.00 psi _ Shear....Allowable = 93.11 psi 93.11 psi Footing Design Results Rebar Lap Required = 21.36 in 21.36 in Ice eel Rebar embedment into footing = 6.00 in Factored Pressure = _2_,6__0b 2,600 psf Other Acceptable Sizes&Spacings: Mu':Upward = 899 0 ft_# Toe:#5 @ 18.00 in -or- Not req'd,Mu<S•Fr Mu':Downward = 339 339 ft-# Heel:#5 @ 18.00 in -or- Not req'd,Mu<S•Fr Mu: Design = 560 339 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 13.21 7.99 psi Allow 1-Way Shear = 93.11 93.11 psi w Rev:510300 Restrained Retaining Wall Design Page 2 Description Summaa of Forces on Footing : Slab RESISTS slidin ,stem is FIXED at footing Forces acting on footing for Boll pressure »>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing:For Soll Pressure Calcs Moment @ Top of Footing Applied from Stem = ft-# Surcharge Over Heel lbs It ft-# Axial Dead Load on Stem 2,199.0 lbs 1.17 ft 2,561.8 ft-# Soil Over Toe = 457.4 lbs 0.42 It 190.2 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 483.3 lbs 1.17 ft 563.1 ft-# Soil Over Heel = 457.4 lbs 1.91 ft 875.6 ft-# *see Footing Weight = 337.9 lbs 1.17 ft 393.6 ft-# . • '•...' Total Vertical Force 3,935.0 lbs Base Moment = 4,584.3 ft-# •• : • ..• • .....• •• . •.•..• Soil Pressure Resulting Moment= -o.Cfta# • •••• •••• • • •••• •••• ••••• •••••• • •• ••••• •• •• •••• •••••• • • • • • 8.0 •••• • • •••••• Lateral Restraint • • •Gs• • 0.# • *.so • • ••• •• • •••••• • Goes •oGs :Goes: ee•0 0000 eG•0• 8.00005"ConcreN4V7 115 @ 12." 5'-0" 5'-0' • a'-0" . • G G 8.00005"Concrete w/ 5 @ 12." 3" e • :••• • • *so* Sliding Restraint • • 1'-0,. 3" #5@18.in @Toe #5@18.in 10" 1'-6" @ Heel 2'-4" DL=366.,LL=1833.49999990.0005#, Ecc=0.0005in • • 0000 0000•• •• • • ••• • Lateral Restraint • • • • 0000•• •• • 0000•• • .0000• • • • 0.# 0000•• 0000 0000 • • 00 0 0000 0000 0000• 0000•• • •• .0000 •• .• 0000 0000•• 0000•• • • • • • • • 00.0.0 0000•• • • • 0000•• • 0000 Sliding Restraint Pp=0.# 0,# 1688.8psf 1688.8psf . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... . . . . . . . .. . . . .. . . . . . . . . . . . . . . .. . ... • • • • • • • • • 22'CAST IRON FRAME&COVER WI GASKET • STANDARD ACCESS MANHOLES .. . . . .. ... .. V ASPHALTIC CONC.WI 6°THICK CRUSHED LIMEROCK •. i.i i i i i i. . COMPACTED TO 9504 DENSITY • 8°THICK TRAFFIC LID WI#5 REBARS MAT .. . . . . . . .. &SOUTH) =111=1 I 1=III = B°X r CROSS BEAM @ 72°O.C.(SEE BEAM PLAN) 1=1 I I=I I 1=I I • • • _ 1-10. ___• __ . ._ III I W12-#5 KEBABS EMBEDDED 6"INTO 8°CONC.WALL =111=1 I I=1 I I _ _ I — III= ON EACH SIDE 01 — _ _ ELI =1 I I:E ILI= -- ---------------- — _ — — — I °O I I�I 1�I- 8°CONC.WALL WI#5 KEBABS @ 12°O.C.VERTICAL& � I , III— I I—III= -I I—I 11—I I—III—I I—I I , I. 1 I—I I—I _ III__ HORIZONTAL Ed I I—I I Ed I El I I—I I I I I I Ell —_-111— I I—�I -1 I I-1 11=1I I=1 11=I I I—I I I I = I I—I I1=11 II I I— I-1 I I—I I I—I I I—I I I—I I I I El =I I MI I— I I=�I -III—I I—III—I I—III—I I=I 11-11 I=I I GRADE I—II1=1II-1I1=III—III 1II—II—_ —I I I-1�I—_—I 11 I�I— —I I I—I I I—I I I—I I I—I I I j I I I—I 11—I 11= I I—�I I—I I I=I 11—I I I , I 1—I I I—I I VI 11XI- 1=111—III=111-1 I I—I I I I I 11=1 I I—I I I= I -IIF—III—II1=1II—III=1I •I I• I 1=11 I=IIIEEII Ell IEMI I I-1 I MII—II1-1 I I I I I I MI 11=III— 11=�I -I I E111—I I El I El 11=I I I ElIElII—III I I E 1-1 I mlIi—III-111=1 I I I I 111=1 I I=I I I— I I—I I -III—III=1 11-1 11=III-1 I RIffiEl El 11-111=111-1 —1 I I • • 1111=III= 111— 17 X 16'CONC.FOUNDATION WI 2-#5 REBARS CONTINUOUS -III-11I—II1-11I = ) 1=1 11411�=111'4 — _—III- I I—I II III-11III111-1 I I—III 111= 1"BALLAST RFK BASE =111 = �_ _ I I F=1 11= I I _ Rev:5103M Tilt-Up Wall Panel Design Page 1 Description 8"concrete wall Loads Lateral Loads Vertical Loads Wind Load psf Uniform DL 670.00#/ft Point Load 4,000.00 lbs Uniform LL 4,000.00#/ft ...height ft ...eccentricity in ...load type Wind Concentric DL lbs Lateral Load 110.00#/ft Concentric LL lbs .-distance to top 6.000 ft ...distance to bot ft Seismic"I"Magnifier 1.000 ...load type Seismic Wind"I"Magnifier 1.000 some Wall Analysis • For Facto11 red Load Stresses For SsrvicerLoad Deileatisu�s Seismic Wind Seismic.. '. VjLtncr; 0000;. Basic Dell w/o P-Delta 0.001 0.000 in QOQ1 0.000 in Basic M w/o P-Delta 5,785.3 0.0 in-# '$,1�5.Q ' 0.0 in-#:.•••: Moment Excess of Mcr 0.0 0.0 in-# ••••0'Q ••••g.0 in-#• • Max.P-Delta Deflection 0.001 0.000 in •oAoi ••4000 in .••.• Max P-Delta Moment 5,793.5 0.0 in4 .4JIM 0 000.0 in-#..;.0• Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Regki-SOSMIC ••:••18.000 ins••••• Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req;o,; J(INp 0 18.000 in .' Summary . WiPDbSfgn O!� . . 0000 5.00ft clear height, O.00ft parapet,8.00in thick with#5 bars at 12.00in on center,d=4b0in,f'c=3,V00!Opsi, f • Using: UBC Sec. 1914.0 method...Deflections are Iterated 0000 Factored Load Bending :Seismic Load Governs Service Load Deflection :Seismic Load Governs Maximum Iterated Moment:Mu 5,793.55 in-# Maximum Iterated Deflection 0.001 in Moment Capacity 79,850.36 in4 Deflection Limit 0.400 in Seismic Wind Mn`Phi:Moment Capacity 79,850.36 in4 79,850.36 in4 Applied: Mu @ Mid-Span 5,793.55 in4 0.00 in4 Applied: Mu @ Top of Wall 0.00 in4 0.00 in4 Max Iterated Service Load Deflection 0.00 in 0.00 in Actual Deflection Ratio 61,970 :1 ###### :1 Actual Reinforcing Percentage 0.0065 0.0065 Allowable Max.Reinf.Percent=0.6'Rho Bal 0.0128 0.0128 Actual Axial Stress:(Pw+Po)/Ag 51.25 psi 51.25 psi Allowable Axial Stress=0.04'f c 120.00 psi 120.00 psi Analysis Data E 3,122,018.6 psi Sgross 128.000 in3 n=Es/Ec 9.29 Mcr=S'Fr 35,054.2 in4 Fr Multiplier for sqrt(fc) 5.000 Fr= 273.86 psi Ht/Thk Ratio 7.50 Rho:Bar Reinf Pct 0.0214 Values for Mn Calculation... Seismic Wind As:eff=[Pu-tot+AsFy]/Fy 0.411 in 0.411 in a:(AsFy+Pu)/(.85 f'c b) 0.806 in 0.806 in c=a/.85 0.948 in 0.948 in Igross 512.000 in4 512.00 in4 Icracked 38.97 in4 38.97 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 88,722.63 in-# 88,722.63 in-# Rev:510300 Tilt-Up Wall Panel Design Page 2 Description 8"concrete wall Additional Values Loads used for analysis Factored Loads Walt Weight 100.000 psf Seismic —Wind Walt Wt'Wall Seismic Factor 0.000 psf Applied Axial Load 5,803.50 5,803 50#/ft Wall Wt`Parapet Seismic Factor 0.000 psi Lateral Wall Weight 262.50 262.50 Wit Service Applied Axial Load 4,670.00 #/ft Total Lateral Loads 6,066.00 6,066.00#/ft Service Wt @ Max Mom 250.00 #/ft Total Service Axial Loads 4,920.00 #/ft ACI Factors (per ACI,applied internally to entered toads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 19?1.2.7;1.4"Fac?gr...• 1.4q0 .... ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921 "Q.9"Fact qr ... 0.900 • ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 • • • • ....seismic=ST': 1.100 Roof Dt.a(Nd1b. A4,000.Obs,E&I 0.001AD 000060 Sketch&Diagram •••• .... .... . . ...... . .. .... .. •• •••• •••• • • • •••• • • •••• 5ft E8.Width o 12.01n Seismic Factor o 0.000 Seismic Zone=0 Fy=80,000psi Pc=3,000pal Using:#5®12.00In Thick-8.00In Design Method:1994 UBC 1914.0 w/Iterated Deflections Rev:510M Concrete Rectangular & Tee Beam Design Page 1 Description 8"CONCRETE SLAB Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 1 5 9.88in #1 in #1 in #3 in #3 in #3 2 7 2.31 in Uniform Loads Dead Load Live Load Short Term Start End #1 0.362 k k k 0.000 ft 6.000 ft Concentrated Loads • . . .... .... . Dead Load Live Load Short Term •• •Loc_at • ••• • #1 k 4.000 k k •••i•• 3.00O�t• • ��•� Summary •••• Beaq?5b%gn OK • Span=6.00ft,Width=12.00in Depth=8.00in • • :• • •••••• • •• • ••• Maximum Moment:Mu 13.11 k-ft Allowable Moment:Mn"phi 13.35 k-ft Maximum Deflection ••••A552 in •:•• • ••.. • Maximum Shear:Vu 9.00 k Max Reaction @ Left :0•:•:3.39 k • Allowable Shear:Vn•phi 36.64 k Max Reaction @ Right • 0 3.39 k:•••:• Shear Stirrups... • • • :8000: Stirrup Area @ Section 0.220 in2 " ' :000 Region 0.000 1.000 2.000 3.000 4.000 5.000 04"0 ft Max.Spacing 4.000 4.000 Not Req'd Not Req'd Not Req'd 4.000 4.000 in Max Vu 4.813 4.704 4.052 4.036 4.036 4.688 9.001 k Bending &Shear Force Summary Bending... Mn•Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 @ Center 13.35 k-ft 13.11 k-ft 9.83 k-ft 1.87 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 5.23 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn"Phi Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.94 @ Left End 36.64 k 4.81 k 3.61 k 0.91 k @ Right End 36.64 k 6.80 k 9.00 k 1.16 k Deflection Deflections... Lloward Downward DL+[Bm Wt] 0.0000 in at 6.0000 ft -0.0084 in at 3.00OOft DL+LL+[Bm Wt] 0.0000 in at 6.0000 ft -0.0552 in at 3.00OOft DL+LL+ST+[Bm Wt] 0.0000 in at 6.0000 ft -0.0552 in at 3.0000 ft Reactions... Ccs Left Ca Right DL+[Bm Wt]] 1.386 k 1.386 k DL+LL+[Bm Wt] 3.386 k 3.386 k DL+LL+ST+[Bm Wt] 3.386 k 3.386 k G J Rev:510300 Concrete Rectangular & Tee Beam Design Page 2 Description 8"CONCRETE SLAB Section Analysis Evaluate Moment Capacity... Center Left End Right End X:Neutral Axis 0.715 in 0.000 in 1.645 in a=beta*Xneutral 0.608 in 0.000 in 1.398 in Compression in Concrete 18.597 k 0.000 k 42.786 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -18.600 k 0.000 k -42.363 k Find Max As for Ductile Failure... X-Balanced 5.844 in 0.000 in 1.3686 in Xmax=Xbal*0.75 4.383 in 0.000 in 1.026 in,•,• a-max=beta*Xbal 4.968 in 0.000 in 1.163 T • Compression in Concrete 114.009 k 0.000 k r • 26.698 k•••• ••• Sum Total[Steel Compressive Forces] •114.009 k 0.000 k •••••26.698 k••• : 960096 Comp esFoe AS Max=Tot Force/Fy 1.900 in2 0.000 in2 •••:••0.445 in2 • . • Actual Tension As 0.310 OK 0.000 OK •*•• 0.000 OW•9 ;""; Additional Deflection Calcs 0000' •••• 96* Neutral Axis 1.955 in Mcr • 4.38 k-ft* • • Igross 512.00 in4 Ms:Max DL+LL " "8.08 k-ft "" '•�'; Icracked 210.51 in4 R1 =(Ms:DL+LL)/Mcr 6-0.642 • • Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST ' C08 k-ft. • ••••:• Fr=7.5*f'c^.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr Q 542 000000 Z:Cracking 173.190 ksi keff...Ms(DL+LL) • 2fo8.612 in4 •••••• Z:cracking>145:Interior Only I Leff...Ms(DL+LL+ST) •258.612 in4 :••• • • Eff.Flange Width 12.00 in 0000 ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 l - IIIuIIIIpIIII I' mom �' ��;'Iflll'I@IIIIIIIIII!IIIIIIIVIiIITs}11�� ii�.�IN11111111111111116111111I1i,1t,rW�iriii '�`�� IlnihJIIIIIIIIIIPIIIIIIIIIIIIIIIIIIIIUIIVIIIIINhn� �� iIII�IPIIIIIIiIIIIIIIIIIIIIIIIIIIN��llllllll'117�� I�IiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIJIIIfdlllllll191111111�� u�i�u�II��INIIVII�lllal!NIII�IIIIII��YIIIIIJUNh�lll'Illfm'�� R IIIIIIIIIIIVIIIIIIillllllllllll''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIUIIIIIIfIIINNIIkIII�� WIWI�f�IIIIIIIININIIIIIIIIiulirl�lllllllllllllllullll111!� ��IR11111111111�IIIIIVIIIIIIIIIII''hlVl!IIIIIIIIIIIIIIVIIIIIIIIIIIIII'IIII'I!IIIIIIIIIIIIIGIIINIIIIIIIIIIIIINIIli1�� iPWlw�s�R°I�I�IIIIIVIWIIIVIIIIIIIIIJ'IIIIIIPIIIIhn`Illlllllillll'llllll�fllill ■IIIIIIdIIIIIIIIIIIIIIII�IRIIIIIIIIVII'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII;IIIIIIIIIIIIIIIIIIIIIBIP,INIIIIJIIII!I� &a�IIIwII W�p�I1111111111111nIIIIIIfIIINi9VI�dI1�IlPiulllllllllllillil'llllllll@'ll�� IINIIIIIIIIIIIIIIIIIIIIIIIIIII16111111111111111GIIIIIIIIIIIIIIIIdIIIIIIIIIIIIPIIIIIIIII!11111111111�1911IIINIIINIIIIIIII!IIIIIII'I'llldll9illl�l�il� ��IIIIIIIJIIhI�li�l�ll'�IIIIIIIIIIOIIIII��IV�ILII�f1MI�INf�I!'WIIIIIIIIIII'llllllllllllllllriif� 3:�If111111111111111111111111111111111111�11119111111111111IfappIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIII III IIIIIIIIIIN1111116Vllllllll1111111'i11911111111'll■ �fiIBIIIIII1111N �]�IIII�IIIIIIIIIIIIIIIUN,XIu�'II�III�IIIIIIIVIIIIIIIII�I IIIIIIIIIIIIII�III IIIIIIINIIIIIIIIIIIIIIIII��IIIIIIIIIIIIIII�IIPIIIIIIIII1'IfllI.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINI'IIIIIIL II:IIIIIIIIIIIPJIIIIIIIIIillllIIECU NONNI IIIIIIIIII 7IIIIIIIIIIIIIIIIN�!�Jl� ryp'!�IIINIIII9191�'�IINIIIIIIIIP"�IIIIIIIIIIIIkINGI IIIIIINIII'dl'Nll!'Ipmq Nliil��N�II �� »��■�.I �I x ;a�■�� rr mG7 & W, a� *r xTM��u!onoMiL!oiimm �� x,��►ilnuxluli il�Ii�u�II�R MOM=ll tilln11111M111M ��fnllunnllll lulu@IVI�INIIIiIIPI II1N11 �� p��,,� err:��muuiiliiiniinir�ii�iiwniiouuuei®muu�iwi�� nloluuuu;!Inllluuouuiuui�!II!nI!!s!!I!!!�!!r!�im� ��mui!iiumumouaiaiiieuouauiilL!amf!mLmuowL�� a��rmuuLuuuuuuluniouumullmuul'�!Iuuuum!!u!omonumLmumim� 'S'��6�allll4l'Ilnlllll�l�l�lllllllll�lllllll[IIIIIIInIIIIIIIIIII�III�IIIII�INIIIEIOI�iW�� RtlIIIIIIIIIIIVIIIIIIIIIIIIIIIIIPICIIII!IIIIIIIIIIIIIIIIkIIIiIP�IIIIIRfll�lllnllllll�lll6�llllln91�i1�� ' I i` ' ' � IIIIEIIIIIIillllll!1119111111111111111NIIIIIInIIfIIIII11m1111111111111111111111111�1AINIYI..IlNilalw� :7��lfillyIl�lllilll'Iilllllllllllllllllllllllll;lllllllllllllllllllllllllllilllmllVJl[11114'III!IIPII�IIIIRIIfdIMll1'111Ism i ��IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIHIIIIIIIIIIIIIIIIIIIIIIIIIIIVIIflln911lli1IIYIIIIIIIIIIIINII911111WIlIIIOIIIAIIm�� fllllllllllllll'IIIIIIIIIVIIIIVIIIIIIIIIIII'ILII'111111!IlllllllllllllllllllnllIIIIIIII,1,ll.Iltllmnlllmmllml91111111mllllkio. � IVIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIilllllll'1'f�� 7f:P#I'�IIIIIIIIIIIIIIIIIIIIl011111111111111111nIIIIIIIIIIIIIIIIIIIIIIIVIIIIIIVIIIYIIII111111111111NII111111VI1111111111A1ElMllllllplo�l� 7Ff7flli�liIIIIIIIIIIIIIIIIIIIII,IIIIIIIIIIIIIVIIIIIIIlhll81411�1'IIIIIIIIIIIIIIIIVIIIIIIIIIIIP�IIH911'IIIIIIIIIIIIIRIIkII'�19�IIINIIa111111 IIIIIIIIIIIIIIIIIIINII'IIIIIIIillllllll'llllllllllllll IIIIIIINII II� ��!!!u!!luumoomLomnmuolm!!IOImu!000!9u9u!u!!IOImuolaloolu!Lm!!m!Lmn!mnneLnoneLeLOLonm!!n!>! �m!!mlmo!o!Iluuumim9l,o�oilul;Ilouuum�uolllu!III�I�u�luiuliouuuiu!il!m!uuiul!I�milmlLOLm!L�muml!��I�mimnLm�. ��f�IIIIINIIIIIIIIIIIIIIIIIIIIIIIIINIIIiII'11111'III'IIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIdllll'7 � � V1A1u t k.uillfF.!4.;7111111iAULlilllllli.I�I&;11111111.S,..IIII .a6.P:.�111,.',&�!fI11CP..]IIIIL71,.711 �� &!.IIIIIIILYI IlllllliP...:I'IIIIdIIiilN�llllhll Y,illllllllslC Illllllh al.<llllllll%^h 91WIILkinl�l6Y+DGCdII <�� ISI! 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Wii ]I'1• L1111m'1II61Nl'11�11111111111111161dIClllllIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILIIIIJLY�� Ifi�dVIIIIIJllllllllllllllllllllllllllllllllllllllllIIIIIIIIIIIIIIIIIIIIIIIIIIIVIIIIIIIIIIIIIIIIIIVIIIIillllllllClllldl� ��W09u!IIiiioiiioiiiiiiuiuiii�L!!!om �� nnLmIlolli°illiilii%HIi11°oi11�Vilhl°uL!III �� Rev:510300 Concrete Rectangular &Tee Beam Design Page 1 ' Description CONCRETE BEAM Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 2 5 9.88 in #1 in #1 in Uniform Loads Dead Load Live Load Short Term Start End #1 0.342 k k k 0.000 ft 4.670 ft Concentrated Loads .... Dead Load Live Load Short Term • ` `��` ' " • 6 . oration #1 k 4.000 k k 0.008; • • • ...... . . ...... summary •.•••• e • Beam Design O!l .... 0600 *see 6 . Span=4.67ft,Width=8.00in Depth=8.00in • • • • •666 •666 • •0• Maximum Moment:Mu 1.55 k-ft • • Maximum Deflection ••••-00041 irP •• • ••• Allowable Moment:Mn*phi 25.01 k-ft • •06• •• • . •660 Maximum Shear:Vu 7.66 k Max Reaction @ Left •••:.:••:64.95 k , 6` Allowable Shear:Vn*phi 33.66 k Max Reaction @ Right • -0.95 k• • • .• • Shear Stirrups... •6.6•s Stirrup Area @ Section 0.220 in2 i ••• 6 i •••: Region 0.000 0.778 1.557 2.335 3.113 `3.89f 4$761t • Max.Spacing 4.000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not ftq'd in Max Vu 7.661 0.893 0.446 0.436 0.436 0.882 0.850 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 @ Center 25.01 k-ft 1.55 k-ft 1.16 k-ft 1.00 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phl Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.9-3 @ Left End 33.66 k 7.66 k 5.75 k 0.55 k @ Right End 5.96 k 0.85 k 0.64 k 0.55 k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 4.6700 ft -0.0041 in at 2.3350ft DL+LL+[em Wt] 0.0000 in at 4.6700 ft -0.0041 in at 2.3350ft DL+LL+ST+[Bm Wt] 0.0000 in at 4.6700 it -0.0041 in at 2.3350ft Reactions... (a Left (7a Riaht DL+[Bm Wt]] 0.949 k 0.949 k DL+LL+[Bm Wt] 4.949 k 0.949 k DL+LL+ST+[Bm Wt] 4.949 k 0.949 k Section Analysis Evaluate Moment Capacity... Center Left End Rlaht End X:Neutral Axis 2.145 in 0.000 in 0.000 in a=beta*Xneutral 1.823 in 0.000 in 0.000 in Compression in Concrete 37.194 k 0.000 k 0.000 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 5.844 in 0.000 in 0.0000 in Xmax=Xbal*0.75 4.383 in 0.000 in 0.000 in a-max=beta*Xbal 4.968 in 0.000 in 0.000 in Compression in Concrete 76.006 k 0.000 k 0.000 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 76.006 k 0.000 k 0.000 k AS Max=Tot Force/Fy 1.267 in2 0.000 in2 0.000 in2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK r � � r 0. 0.342ktft Mo,Max-1.55k-ft Dmax-0.00411n Rev:51 d(1i861kVu Max=0.850k Concrete Rectangular & Tee Beam Design Page 2 Description CONCRETE BEAM Additional Deflection Calcs Neutral Axis 3.120 in Mcr 2.92 k-ft (gross 341.33 in4 Ms:Max DL+LL 1.11 k-ft (cracked 343.78 in4 R1 =(Ms:DL+LL)/Mcr 2.636 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 1.11 k-ft Fr=7.5"f'c^.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 2.636 Z:Cracking 9.655 ksi keff...Ms(DL+LL) 341.333 in4 keff...Ms(DL+LL+ST) 341.333 in4 Eff.Flange Width 8.00 in ACI Factors (per ACI,applied internally to entered loads) ••• ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 191.2.=%4"Facto?••• 1.4006•••• ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 192h2,71k9"Factor •e• 0.900 e• ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 e••e•• e••e ; ,e•e:• ....seismic=ST•: 1.100 • 06 Sketch & Diagram 0008 eeee • i .47 P.93 .40 1.87 34 80 P.27 74 .20 .67 .47 .j 40 .87 34 80 .27 .74 .2211 .670 • j 7 • ••e• •• :e ili II {NII • 116111 1,14 I 13 .40 • • p •• .79 s9 •e • ••• 1 • 1.05 >s Shear Load k Location Aloe Member ft Shear Load k Location All Member ft .5%5 D.47 P.93 .40 .27 1.74 1.20 .67 .18 0.47 .93 .40 27 .74 .20 .87 .40 OS 24 I. .93 ir 09 .81 .93 A 111 11 11 .70 .78 68 .62 .47 .47 .36 Be Moment(k-ft) Location Along Member(ft) BeMoment(k-ft) Location Along Member(ft) Beam Sketch Stresses for ACI 9-1 Combination Stresses for ACI 9-2 Combination .47 .93 .40 .87 34 80 273.74 .20 .67 1.87 2.34 80 .27 3.74 20 .67 .47 .93 .40 .87 80 .27 .74 .20 .87 I MLp .00 II V VII li .00 i 4 P1IIPI"iI. III 'II ILII j s .93 27 7 zo .87h 1 .93 .27 .7 .20 .67 St .89 1 1 .89 se sneer Load Location Alon I Member ft IN 11111 Hill .00 D.47 0.93 .40 - .27 .74 4.67 .90 .80 11111111111VI 1111 .70 N All;will]11 .60 111111,11111 .87 .50 .40 'o it .30 1i 00 .00 li 1'i I Be MomeM(k-ft) Location Along Member(ft) Looe Y Deflecdon On)� Location AlongMember t) Local Deflection in Location Al... Member ft ( Y ( ) Along () Stresses for ACI 9-3 Combination Stresses for Service Dead+Live Loads Stresses for Dead+Llve+Short Term Loads 04/10/2015 10:17AM FAX r1o001i0001 FrankCrum- A Family of i~niioybr Solutions. N t.1 April 9,2015 VIA FACSIMILE{(305)541.-2023)&U.S.MAIL PREMIER LABOR SOLUTIONS CORP Attention: MARIA NOSS 106 SW 27TH AVENUE SUITE A MIAMI,FL 33135 Re: Acceptance of Applicants As Leased Employees Dear Valued Client: We are writing this letter to inform you that we.have received the applications for the following applicants and reviewed the forms. We have accepted these applicants as our leased employees with the effective date listed below: Name Employee No, Effective Date ALEJANDRO ARGUELLES 000000915 04/07/2015 DANIEL LOYOLA 000000916 04/06/2015 SEQUOIA PARKER PEREZ 000000917 04/07/2015 KEVIN ROMER 0000009/8 04/07/2015 Thank you for your attention to this matter. If you have any questions,please feel free to contact us at the telephone number below. FrankCrum includes the following companies: FrankCnim 1,Inc.:FrankCrum 2,Inc.;FrankCntm 3,Inc.;FranKfurn 4,Inc.;FrankCntm 5,Inc.; FrankCmni 6,Inc.;FrankCntm 7,Inc.;FrankCn,m 8,Inc.;FrankCrum 9,Inc.;FrankCn,m 11,Inc.: FrankCn,m 12,Inc.;and FranKn,m of California,Inc. FL Lie.GL 100 • Toll Free 800.393.0815 - 100 South Missouri Avenue,Clearwater,FL 33756 - www.frankcrum.com • FL Lie.GL 45 2da/2cr1� : r ReWrtVevver �r JEFF ATWAWR CHIEF FINMCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OFWORKERS'COMPENSATION **CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This Certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 2/25/2014 EXPIRATION DATE: 2/2512016 PERSON: RICZO EDWARD S FEIN: 203142035 BUSINESS NAME AND ADDRESS: ESR FLORIDA CONSTRUCTION INC P.O.BOX150472 CAPE CORAL FL 33915 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR P matmnt to Chaµa 440.05(14).F.S..an oierr d corporation caho elm is c wrvton Iran tlas cha{u x by RI. a certikolo ofog6dm anter dors aecgm may aco+er not rb&Idts of L WOUtsaJar under tks et�WIW-P r uW to Chapter 440.05(12),F.S.Cabf(Ms d eCbQn to be eampt...applyadY%'th-'Ute scoae davebsit rtraxustedMd.n0deemGlwaontohe wPAVt wrsuerut°Chap«440sat.Fs_Nobcraorelmd,)ntobe exempt arOcaraswte.,ar decdm f°beaevo stillw be sur4mt to reeadal if.at anyofm a ha the filing of ft role aisetwca of the cerlificale,thapos noted on tlm nonce nr caaebma no Impar meets ih req dra ver tr of das S%gm for issoence d a=tfloate.Tho dgwveta shA revele a certificate m srrj rm to Gtilera o/are Isantonod m thecerbfiaile to rmat the reguircmm4s of IN secgon. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 OUESTIONSI(a50)413,1609 I :_.. _,_ _ _.t .._. na s —t,,: ;., an�n� ucrcaa� plKnn7nr�r� tihXlfYfRikrakaF�nP\1v1u4NPt�PN42XeirDRG;IVVtrI>�I... 112 03/11/2015 15:06 (FAX) P.001/001 CERTIFICATELIABILITY INSURANCE F DATEIneMMOMW) 0311112016 T S CERTIFICATE 18 ISSUI3D As A MATTER OF INFORMATION ONLY AND CONFERS RIr3HT8 UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR N1dGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW, THIS CERTIFICATE OF INSURANCE DOLS NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND TWE CERTIFICATE HOLDER. IMPORTANT: If tho ean)noete holder Is en ADDITIONAL INSURED,the policy oa must be eridGireed.I! UBRO TION IS WA)VtaD,sult)sct to the terms and oondlflons of the policy,Certain policies may regUlre an endorsement, A statement on this certificate does not confer rights to the oerutlaste notder in lieu of euah endorsement(s). PROEstrDUCER Insurance MARIA L GONZALEZ 1274Ila scaynBlvd � Na (3061w.9707 305)893.3067 Northlam!, 1.Blot{ managerl30 estreliainsurance.aom NOrth Mtmml,FL 33181 7INSURED 91.6767 g INSURBR RDI GCOVERAGE NaJCa Pax 305 693-3067 INSURE NATIONAL IN6URAN0E.CpMPANY CONSTRUCTIONS,INC 3uRERs: ERC• IN psiD 33915 E e COVERAGES IN CERTIFICATE N_ BER: REVISION NUMBERI Tlif513 TO CERTIFY THAT THE POLICIES OF INSURANCE L BLOW HAV@ BEEN lBSU D TO TWE INSURED NAMED A9OVE FpR THE pdUCY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CI~RnF10SIONe ATE MAYBE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, E)IOLUAND CONDITIONS OF SUCH POLICIES,LIMITS SHOWN MAY HAVE SEEN U80UCEO BY PAID CLAIMS. i TYPE OF INSURANCE AO UB LI NUMBER EFF PMUC GENERAL LIABILITY LlMrra ❑ COMMERCIAL GENERAL LIABILITY EA "O RRENCE 9,afl. 0.00 .00 RENTE® x_11000,000.00❑ CtA�1s--tdwDE Q occuR ��---�.-1_.. A ❑ Y AMTOo6662 19!27,2014 111x712015 MED `A!4 °n� ®Pt4n a 500,000.00 ❑ PERBCHAL6ADVINJURY 3 1000,000,00 4BN'L AGGREGATE LIMrrAPPi-LIzS pgft: GENERAL AGO ELATE 3 2,000,000.00 ❑POLICY ® pR O.T i.,J LOC PRODUCT -COMP10p AGO $ 1,000,000.00 AUTOMOBILE LWHILIFY I 3 ANYAUTO OMa81N D SINOLE LIMIT • ❑ 'L8`EO r°"q HEgUt80 BODILY INJURY(Perpargon) a - ❑ WIRED AUTOS ❑ AUTG3 NEO BODILY INJURY(Par aeale4nr i ❑ gP R a UPABRELLA MAS8 ❑OCCUR EXCESS LIAS OtAIM3.MADg &A -OCCURREN E _ ❑ RETe"ONI AGOREOATE S WORKERS COMPENSATION AND EMPLOYEW LVOLnY YIN 1 ❑ OTH. e ANY IDERR CLUDF EC NIA LtLE._ (6tandateryIn NH) ILL.EACH ACCIDeNT uUOESCdawba er RIP ON FtlOPERATIONB b*II E.L.0161AS .EA EMP OYtE $ EL.DISEASE-POLICY LIMrr g 1788CRiPT10N OF OPERATION8!LOCATIONttI VEHICLES(AtIAM ACORD 101,Ad".Isa1 Remelt,a Sohedula,If marc apace is required) GENERAL CONTRACTOR I i i CERTIFICATE!HOLDER CANCELLATION SHOI MIAMI SHORE VILLAGE BUILDINGS DEPT � THE UP.XP ANY 0 TEE THEREOOVE F NOT C11 WILL BE E DELIVERfeD INED BEFORE 10060 NE 2AVE I ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORE,FL 33138 ; ° AMORzav REPRESENTATIVE MARIA L GONZALEZ ACORD 26(2014101)RF { 7 - 14 OR CORPORATION. All rights reserved, The D name and logo arm registered marks of ACORD ' 03/11/2015 3:36PM FAX ZOQQ1/OOQ1 CERTIFICATE OF LIABILITY INSURANCE DATE(MMrODrrxvr) 0311112015 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 pes)must be endorsed..U 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 PHONE ATC.No,&Q.. 1.800-277.1620 x400 IFAX WC N,): 727)797.0704 FrankCrum Insurance Agency,Inc. E-MAIL ADDRESS: 100 South Missouri Avenue INSURE S)AFFORDING COVERAGE NAICD Clearwater FL 33756 INSURER A Frank Winston Crum Insurance Co. 11600 INSURED NSURER E INSURER C FrankCrum L/C/F Premier Labor Solutions Corp. INSURERO 100 South Missouri Avenue INSURER E' Clearwater,FL 33756 INSURERF: COVERAGES CERTIFICATE NU&WER: 312534 REVISION NUMBER: 1 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECTTO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. 1NSR TYPE OF INSURANCE ADOL SUER POLICYEFF POLICY EXP LTR 1NSRD WND POUCYHUMBER GENERAL LIABILITY (MIVUODIYYYY) (MmioD/YYYY) LIMITS EACH OCC URREriCE $ COMMERCIAL GENERAL UABILIT i OAMAGE 70 RENTED PREMISES Ea oraerente' $ CLANM,SMADEOCCUR MEfl E>:P(Any orre Person) $ �� PERSONAL r,ADVINJURY $ GENERAL AGGREGATE GENL AGGREGATE LIMIT APPLIES PER. PRODUCTS COMPJ0P AGS $ POLICY M PROJECT J LOC tvlTDM08l4E LIABILITY Ca a¢,He D SINGLE LIMIT $ ANY AUTO ALL OWNED SCHEDULED BODILl INJURY Per ereoe $ AUTOS AUTOS BOG'LYINJUP, (Peraccidem) $ 141REO AUTOS OSOYtdVEDAUT PROPERTYDAMAGE $ nI $ LLMBRELLALtM OCCUR EXCESSLIAB CLAMS-MADE E 'HO RRENC' g� :. S OST RETENTION$ 3 WORKEPSMJPENSATION AND W0201 600000 01/01/2015 O1l0112016TORi OTH- A EMPLOYERS'UABILITr Y/N S ER ANY PPOPRIETORIPARTNEP,E:fECUJTI'rE Q OFFICEP,'MEMBER E<rLUDE07 N/A (Mandatory In NH) OENT !r yes.dobe ender DESCRIPTION OF OPERATIONS below AEMPLOYEE gl DUDOD OUCYLMT SIODOM DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES(AttachACOR D 101,Additional Remarks;Schedule,if more space Is requtred) Effective 03/15/2010,coverage is for 100%of the employees of FrankCrum leased to.Premier Labor Solutions Corp.(Client)for whom the client is reporting hours to FrankCrum while on assignment with ESR Florida Construction,Inc..Coverage Is not extended to statutory employees. CERTIFICATE HOLDER CANC LATiON SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE E`PJRATION DATE THEREOF,NOTICEVAL-L BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS Miami Shares Village Building Department AUTHORIZEDREf SENTATIVE 10050 NE 2nd Avenue „. Miami Shores,FL 33138 O 1988-2010 ACORD CORPORATION,All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD FrankCrum 3/11/2015 15:32 Pag92/2 r DATE IMMIMUYVYY) . & CERTIFICATE OF LIABILITY INSURANCE 03/1112015 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. fNPOR the certificate holder ks an ADD1111ONAL INSURED.the pact'(les)must be endorsed.tt SUBRO6ATION IS VdANED,subject to the terms end conditions at the policy,certain policies may mqulre an endorsement A statement on this oerthicate does not confer rlphts to the cardflcate holder in Be"of such andorsement(s) PRODUCER GONTACTNAME: PHONE AEC No E1d: 149130.277.1620 x4000 FAX AIC,Na 72 797.0704 FrankCrum Insurance Agency,Inc. E-MAIL ADDRESS: 100 South Missouri Avenue IN5UIRIERI[fil AFFORDING COVERAGE NAEC# Clearwater FL 33756 INSURER A: Frank Wnstgn Crum Inswance Co. 11600 INSURED INSURERS- INSURER NSURERB:INSURER C: FrankCrum UC1F Premier Labor Solutions Corp. INSURER D: 100 South Missouri Avenue INSURER E: Clearwater,FL 33756INSURER F: COVERAGES CERTIFICATE NUMBE 31.2534 REVISION NUMBER: 1 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED. NOIWTHSTANDINO ANY REQUIREMENT,TERM OR CONDMON OF ANY CONTRACT OR OTHER DOCUMENT HATH 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 AN D CONDITIONS OF SUCH POLICIES.LOWS SHOWN MAY HAVE BEEN REDUCE=D BY PAID CLAIM& _.. fNSR ADDL. 6URR POLICY E" POLIGYM LTR TYRE OF INSURANCEINIM WV13 POLICY NUMBER YlDD { LUAU GENERAL LIABILITY EACH OCCURRENCE $ MMERGIAL GENERAL LIABILITY > e•:+ . S tx.AlMs-MAGE OCCUR MED EXP(Any Pm Parson! S PERSONAL d AOV IN.AJRY S GENERAL AGGREGATE S GENLAGGREGATE UMIT APPUESPER PROGUCTS.GOIAPIOP AGG S r*ouc r771 PROJECT=toc S AUTOMOBILE LTA6ILITY cokL61 SDWNGLBUWrT S aM - ANY AUTO SOOILYNAJRY ALL OWNED SCHEMLE13 AUTO$ AUTOS BODILYINJURY Pwswdcnll S HKED AUTOS NON-OWNED PROPERTY DAMAGE $ AUTOS pm nddm $ UNBRELLAUA9 O0WR EACH OCURFENCE 8 t14R CLAIMS-NAM AOBREGATE S OED I I RETaMON S S WORUFRS COMPEN5A11ON AND WC20I GCOODO 01/0112015 01/0112016x YfG STATUTORY 3TH- A EUPLOYERS LIABILITY YIN uMlrs ER ANY PROPRIETORWARTNERIEXECUTWE OMCERlh1EN8EREXCLUVEa7 NEA Et EACH ACMDENT 1090 (NmWatay in NMI n yft,0-4.Wider E.L.DISEASE-EA EMPLOYEE f aw ow OEsmipnoN OF OPERATIONS below E.L DISEASE-POLICY LIMIT 51900090 DESCRIPTION OF OPERATIONS I LOCATIONS i VEHICLES ah ACORD 101,Additional Reame",Schedule,If more specs is required) Effective 0311512010,coverage Is for 100° of the emldoyees of FrankCrum leased to Premier Labor Solutlons Corp.(Clent)for whom the rllent Is report)ng hours to FrankCtum while on assignment with ESR Florida Construction,Inc..Coverage IS not extended to statutory employees. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE-DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN ACCORDANCE wETH THE POLICY PROVISIONS. Miami Shores Village Building Department AUTHORixn REPILESENTAINE 10050 NE 2nd Avenue d �s� Miami Shores,FL 33138 O 1988-201a ACORD CORPORATION,AN rights re9Crvcd. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD rS Ir a�