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CC-14-2341� ` � X3_7{�./��✓ Miami Shores Village /X Building DepartmentOCT 23 2014 `a �� o � 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 (�p \J Tel:(305)795-2204 Fax: (305)756-8972 LBY: V� �L INSPECTION LINE PHONE NUMBER:(305)762-4949 V FBC MO BUILDING Master Permit No. �-C �- 2-3q t PERMIT APPLICATION Sub Permit No. EZ/BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 33 16 1 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): �/�y (/C��(/�S/ Phone#: Address: 11300 A),55 City: la✓hi State:. Zip: Tenant/Lessee Name: Phone#: Email: �,, CONTRACTOR:Company Name: (7� bS 9I 05. L/�60,57G�5� (fO Phone#: —�22S- 751-101F,12- Address: 550 Nt5f C5o2~0e 577eve7L- City: zKCarh i ,Shor�S" State:. Zip: Qualifier Name: �. KOJ S._� Phone#: ,305=75/ /6 9,2' State Certification or Registration#: C�c�o�/Gy 11 O S$— Certificate of Competency#: 9�y�Jr�yr33�0 DESIGNER:Architect/Engineer: l/J/q Phone#: Address: l5-/a '%�" zaaw-wd 'e"' Su 110 City: Fr1L'C-,4X 1{ State: F Zip: 33.?0 I Value of Work for this Permit:$ 32449Od Square/Linear Footage of Work: ? ,Z0O 5 F Type of Work: ❑ Addition ❑ Alteration / ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: r Specify color of color thru tile: ' . Submittal Fee$ LW' "" Permit Fee$ )�` � CCF$ )� .- ��- CO/CC Scanning Fee$ /� Radon Fee$ DBPR$ (3 ��. Notary$_� Technology Fee$ �Ly 1 •oz Training/Education Fee$ u� Double Fee$ Q� Structural Reviews$ 70 0 � Bond$ TOTAL FEE NOW DUE$ OCA (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was s acknowledged before me this The foregoing instrument was acknowledged before me this 2W day of 0Cf 20 �� by �� 5� day of OGt�,6f 20 r L by sub kbsy 041-- who is personally known to Q66e!4 G110S5 1� - /w�whoispersonally known to me or who has produced as me or who has produced N 1 71q as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: V SignSign: Print: V ' N� Print: : Seal JE Y J.YAO Seal: ;ip�N10stVP`o`b� MILDRED Y.GOMEZ MY MAMMON 4 EE36829 _ Notary Public-State of Florida DIKES:Novembc 12,2014 zN�r My Comm.Expires Aug 24,2017 xY t1.NotayDuc=MAn=Co. UCommission#FF 40660 -~444 ************************** *********************************** * ************ APPROVED BY 'L Plans Examiner Zoning 4,11 15111 Structural Review Clerk (Revised02/24/2014) ✓"'(k7.L S I Al E OF FLORIDA DEPARTMENT MENT OF BUSINESS AND PROFESSIONAL REGULA I IOC! CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 ��onrve 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 i i STOBS, JAMES R 11 STOBS BROTHERS CONST CO 580 NE 92ND ST MIAMI SHORES FL 33138-3173 i I I Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and , Professional Regulation. Our professionals and businesses range `4 . _ STATE OF FLORIDA from architects to yacht brokers,from boxers to barbe ue restaurants, {Y`' DEPARTMENT OF BUSINESS AND y q `s r. „� and they keep Florida's economy strong. PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CGCO11055 ISSUED: 05/19/2014 I serve you better. For information about our services,please log onto ! www.myfloridalicense.com. There you can find more Information CERTIFIED GENERAL CONTRACTOR i about our divisions and the regulations that impact you,subscribe STOBS,JAMES R II to department newsletters and learn more about the Department's STOBS BROTHERS CONST CO initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, IS CERTIFIED under the provisions or Ch.489 FS. aExpiraton date:AUG 31,zoos L1405190000947 and congratulations on your new licensee i I DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON, SECRETARY 1 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD .,t ..;.- 0-4.r r CGCO11055 1335E N �,I! ' , The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 r i STOBS, JAMES R II ° STOBS BROTHERS CONST CO +y 580 NE 92ND ST MIAMI SHORES FL 33138-3173 r j I ISSUED: 05/19/2014 DISPLAY AS REQUIRED BY LAW SEQ9 L1405190000947 j i 000254 Local Business Tax Receipt p Miami—Dade County, State of Florida -THIS IS NOTA BILL - DO NOT PAY 265546 BUSINESS NAME/LOCATION RECEIPT NO. EXPIRES STOBS BROS CONSTRUCTION CO RENEWAL SEPTEMBER 30, 2015 580 NE 92 ST 265546 Must be displayed at place of business MIAMI SHORES FL 33138 Pursuant to County Code Chapter 8A-Art.9&10 r OWNER SEC.TYPE OF BUSINESS I �. - ✓ STOBS BROS CONSTRUCTION CO '196 GENERAL BUILDING CONTRACTOR ,,'PAYMENT RECEIVED BY TAX COLLECTOR CGC0110551 t " Worker(s) 25 $90.00,07/18/2014 ' CHECK21-14-027511 ' � ! _r �- - i J This local Business Tax Receipt only'confirms payment of the Local Business Tax.The Receipt is not a�license, J permit,or,a certification'of the holders qualifications,to do business. Holder must comply with any governmental /or nongovernmental regulatory laws and requirements which apply to the,blisiness. -- --- The,RECEIPT NO.rabove must be displayed on all commercial vehicles-Miami-Dade Code Sec 8x476. For more information,visit wwwmiamidade,aov/taxcollector STOBBRO-02 VERONICA CERTIFICATE OF LIABILITY INSURANCE DAT6/5/26/5/2(MMIDDIYYYY) 014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER, IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Acrisure,LLC d/b/a InSource PHONE 305 670-6111 FAx 9500 South Dadeland Boulevard A/C No Ext:( ) A/c No:(305)670-9699 4th Floor E-MAIL Miami,FL 33156-2867 ADDRESS: INSURER(S)AFFORDING COVERAGE NAIC# INSURER A:National Fire Ins.Co. 20478 INSURED INS URERB:Continental Casualty Company 20443 Stobs Bros.Construction Co. INSURER C:Transportation Insurance Co. 20494 580 N.E.92 Street INSURERD:Valley Forge Insurance Co. 20508 Miami Shores,FL 33138 INSURERE: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDL SUBRI POLICY EFF POLICY EXP LTR TYPE OF INSURANCE IND WVD POLICY NUMBER MM/DD/YYYY MMIDD/YYYY LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE a OCCUR 4013762175 04/01/2014 04/01/2015 PREMISES Ea occurrence $ 100,000 MED EXP(Any one person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,000 GENT AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 POLICY a jECT F—]LOC PRODUCTS-COMP/OPAGG $ 1,000,000 OTHER: $ AUTOMOBILE LIABILITYa EaBINEDciden SINGLE LIMIT $ 1,000,000 B ANY AUTO 4015527434 04/01/2014 04/01/2015 BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY Per accident $ AUTOS AUTOS ( ) X HIRED AUTOS X NON-OWNED PROPERTY DAMAGE AUTOS Per accident $ $ X UMBRELLA LIAB X OCCUR EACH OCCURRENCE $ 5,000,000 C EXCESS CLAIMS-MADE 4015527479 04/01/2014 04/01/2015 AGGREGATE $ 5,000,000 DED I X RETENTION$ 10,000 WORKERS COMPENSATIONPER 0TH- AND EMPLOYERS'LIABILITY Y/N X STATUTE I I ER D ANY OFFICER/MEMBER FYRTNER/?EXECUTIVE N/A 1073762447 04/01/2014 04/01/2015 E.L.EACH ACCIDENT $ 1,000,000 (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below I E.L.DISEASE-POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached if more space is required) General Contractor-License No.CGCO11055 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village Building Dept. THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue Miami Shores,FL 33138 AUTHORIZED REPRESENTATIVE ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 • Fax; (305)756-8972 10/24/2016 To: Current Owner 11300 NE 2 Avenue Miami Shores, FL 33138-0000 Permit: CC-10-14-2341 Address: 11300 NE 2 Avenue Miami Shores FL33138-0000 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 (CB ) Building Director Since 1979 DeRose Design Consultants, Incorporated STRUCTURAL • CIVIL• LAND PLANNING • ENVIRONMENTAL•ELECTRICAL•MECHANICAL www.dei-oseconsultants.com 470 South Andrews Ave. •Suite 206 633 N.E. 167th St. •Suite 923 Pompano Beach, FL 33069 North Miami Beach, FL 33162 954-942-7703 • Fax 954-942-7933 305-249-3674 • Fax 305-249-3410 November 12, 2014 RECEIVED EDSA NOV 2U14 1512 E. Broward Boulevard, Suite 110 Fort Lauderdale, Florida 33301 RE: Barry University Main Campus Honors Plaza—Sculpture Support& Foundation Building Department Review Comments—REVISION 1 11/14/2014 Permit CC14-2341 OPN: 14002E Ms. Zaharescu: Upon your request, we have reviewed the structural review comments pertaining to the subject project. Please find our responses below: 1. Design Load Criteria, Reference codes, Material Specifcations and Wind Design Criteria for the Project are enclosed with calculations. 2. Detail 8/1-1-301 has been updated to show vertical Dowels for the concrete core are shown at a slight angle from vertical in order to preclude from splicing bars. 3. Masonry joint reinforcing anchored in concrete core is shown to be developed in horizontal mortar bed joints between rock veneer. Mortar minimum shear bond strength has been included to confirm rock connection to reinforced concrete core. 4. Structural wind computations have been updated to conform with the requested design wind velocity of 175 mph. Refer to "Revision 1" calculations enclosed. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, Ludovic Binner, P.E.. Licensed Engineer#72274 State of Florida Enclosures:Sealed Structural Calculations(4 sets) Structural Notes 14002E-BarryU Sculpture Cover 2014-11-11.odt LB/Ib DeRose Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO. I OF LAND PLANNING * OWL * STRUCTURAL CALCULATED By LB DATE 470 S. ANDREWS AVENUE CHECKED BY—DATE CERTIFICATE OF SUITE f 408 POMPANO BEACH. F200 AS NOTED AUTHORIZATM LORIDA 33009 SCALE (9a4) 942-7703 PROJECT NO.— .................................................... ....... REGISTERW'ENGINEER NO. 7'22274 STATE OF FLORDA .................................... ....... ... DATE- CALL RIGHTS RESERVED MKII DEM MUM X .............. ...... .............. ....... ............................. ................................................... ................................................. ....... ..................... ....... ....... Ir . . . . . . . ... .... vx.�. ....... .......I......... ......15.0..... .. ..... ....... ..................... .............. ....... Fwsn .... ...114.......it Vl.-c ............................ .............. .............. .. ......... ... ....... �A Z .M. haw.....!Lo.vy" CP. . ... K ....... .......... ...................... RE ....... .................... ....... :0c" .c R.: ....... ..................... ....... ...... .................. i.......i-W.-N W.............. .....S1 ............ F:... BY. . . . ...... ....... ..................... ............................ 5.r_j ei A ...... .......................... .............. ........................ ........................................... ............ .................Ft,: ............. .... .......*........:....... ....... ....... XA. ..P ... ... ........................ ....... ....... ....... ............... .............. ... ........:..............:............................. ............ ....... ....... ................ ....... : : ....... . .... .... ...... A ... . ........ ...... ................. ......... .................... ............ .................... . f ... 3.3 .... .. ...... F'+ .. , It ....... ........... ......... ............ . .............. ...... ....... ....... o1o;, .... ......... ......................... ........................... ..................... . .................... .............. .....>...617... .... ..................... .... ........ ....... ....... /Yff ............ co : ........... Cf............. ................................................. .............. .........r.................... ............... ....... .......... ....... ....... .......... V.5 ..... ....... ............................ ................................... ............................ .............. N .............. .. .... ........ ................ M ..................... 1F,;..... . . . ........................................................ W... Z) D e R o s e Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO 2. , OF LAND PLANNING 9 CIVIL 9 STRUCTURAL CALCULATED BY LB DATE 470 S. ANDREWS AVENUE CHECKED BY DATE CM'nRCA'M CW SUITE 908. AUMCRIZAMON 40M POMPANO BEACH, FLORIDA 33069 SCALE AS NOTED (954) 042-7703 PROJECT NO. ................ . . . ................................... .................................. ......................................................... ........ 122 ....................... .............. ... ... ......6.5...... ...�aF ......�i4o .......A .... .. ..................... ..............:.......• ....... ..................... .46 . . . ....................... ...... . . ........................................................... ............................. ............................ ... ..16i 16 ....... ....... ............... x 3. ............... .............. ....... 52-1 1 .......... ........................................................ ..... ....... ...... B. ..-k .......... .............. ....................................... ....... :1w 1.41.11... . . . . . . . ... .......................................... ............................................................... ..................... ............................. 6.,a Y.::1 4:- ........... ....... ...... . . . . . . ............................ ...... ..............W 3...t.6 ...... ....... ..................... ........................................................ ............................ ............................................. -5 ), -,0 0-i ............................. .............. vi. 9- ............ .............. ...... ................... ....... ......................................................... .......vw:... .......... ........................................................................ F- ................................................................................... ..................... ..................... .................................................. >-- ..... L......Fo� .............. nA....... .......... r> ................................... ............... . ---ro... Sheet: 3 of RECTANGULAR FOOTING ECCENTRICALLY LOADED Project: 1400�oc Load Inside and outside the kern. I Vertical Load Applied P1 = 12.750 kip i Soil allowable be ng qe — 2.000 ksf Estimated weight of footing P2 = 3.625 kip I Thickness of f9dting h = 12 in Estimated total load P = 16.375 kip I Width of fo ng B = 5.00 It I Moment applied M = 5.66 ft-kip i Dim on Wdne of M L = 5.00 ft Eccentrics a=WP e = 0.3ZKem 6 = 0.83 ft Dim to the edge of footing e'= = 2.1for e x 6 L re = 2.07 ft I Height of resultant from T/FT d= = 4.78Z_ OVT arm d'= = 5.78 I =input value Resultant force is inside the kern, see 2. F-R 1.Soil Capacity for a outside the kern -Notapplicable i d, I Soil allowable bearing galowabie = 2.900 ksf Applied press.2P/3Be' gaplied max = .013 ksf gaflmable > aplied max OK 2.Soil Capacity for a inside the ken Soil allowable bearing ganow = 2.000 ksf Applied press.P/A+6M/BL2 q max = 0.927 ksf Applied press.P/A-6M/BL2 ,*w min = 0.383 ksf galbwaWe > gaptied max OK 0 ksf < gapped min' OK 3.Overtumin Moment applied Map = 6.84 ft-kip Resiting Mom t Mreaisting = 40.938 ft-kip S.F. = 5.98 OK A Printed:10/16/2014-5:39 PM Sheet: 3 of RECTANGULAR FOOTING ECCENTRICALLY LOADED Project: 14o0�oc Load Inside and outside the kern. i Vertical Load Applied P1 = 12.750 kip i Soil allowable bearing qa = 2.000 ksf Estimated weight of footing P2 = 3.625 kip I Thickness of footing h = 12 in Estimated total load P = 16.375 kip i Width of footing B = 5.00 ft i Moment applied M = 6.36 ft-kip i Dim on plane of M L = 5.00 ft Eccentrics a=M/P e = 0.39 ft Kern/2, U6 = 0.83 ft Dim to the edge of footing e'= = 2.11 ft L required for e x 6 L reg 2.33 ft i Height of resultant from T/FTG d= = 4.78 ft OVT arm d'= = 5.78 ft i =input value Resultant force is inside the kern, see 2. 1.Soil Capacity for a outside the kern -Not applicable in this case I Soil allowable bearing gallowable = 2.000 ksf Applied press.2P/3Be' gapped max = 1.034 ksf gallowable > gapped max OK 2.Soil Capacity for a inside the kern Soil allowable bearing gallowable = 2.000 ksf Applied press. P/A+6M/BLS gaplied max = 0.960 ksf Applied press.P/A-6M/BL2 gapped min = 0.350 ksf gallowable > gaplied max OK 0 ksf < gapped min' OK 3. Overturning Moment applied Map = 7.69 ft-kip Resiting Moment Mresisting = 40.938 ft-kip S.F. = 5.32 OK Printed:11/11/2014-2:39 PM Sheet: 4 of RECTANGULAR FOOTING ECCENTRICALLY LOADED -Project: 140OXX Load Inside and outside the kern. 4,0.6><<2�750 lbs i Vertical Load Applied P1 = .650 kip t YH allowable bearing qa = 2.000 ksf Estimated weight of footing P2 = 3.625 kip hickness of footing h = 12 In Estimated total load P = 11.275 kip t Width of footing B = 5.00 ft i Moment applied M = 5.66 ft-k! t Dimon plane of M L = 5.00 ft Eccentric' a=M/P e = 0.50 ft Kern/2, L/6 = 0.83 ft Dim to the edge of footing e'= = 2.00 ft L required for e x 6 L reg 3.01 ft i Height of resultant from T/FTG d= = 4.78 OVT arm d'= = 5.78 i =input value Resultant force is inside the kern, see 2Zblee 1.Soil Capacity for a outside the kern -Nota s case i Soil allowable bearing galtawabte = 2.000 ksf Applied press.2P/3Be' gaptted max/= 0.752 ksf qWw'a > gapited max . OK 2.Soil Ca aci for a inside the kern Soil allowable bearing, = 2.000 ksf Applied press.P/A+6M/BL= gapr d max = 0.723 ksf Applied press.P/A-6MBL' gapued min = 0.179 ksf gatbwame > ga0w max OK 0 ksf < 4apted min' OK 3.Overturning Moment applied Map = 6.84 ft-kip Resiting Mom t Mraataung = 28.188 ft-kip S.F. = 4.12 OK vol� Printed: 1011612014-5:38 PM Sheet: �f of RECTANGULAR FOOTING ECCENTRICALLY LOADED Project: 14otom Load inside and outside the kern. ©_(c X 12,-190 tts I Vertical Load Applied P1 = 7.65 kip I Soil allowable bearing qa = 2.000 ksf Estimated weight of footing P2 = 3.625 kip i Thickness of footing h = 12 in Estimated total load P = 11.275 kip I Width of footing B = 5.00 ft 1 Moment applied M = 6.36 ft-kip i Dim on plane of M L = 5.00 ft Eccentrics a=M/P e = 0.56 ft Kern/2, U6 = 0.83 ft Dim to the edge of footing e'= = 1.94 ft L required for e x 6 1L req 3.39 ft I Height of resultant from T/FTG d= = 4.78 ft OVT arm d'= = 5.78 ft I =input value Resultant force is inside the kern, see 2. 1.Soil Capacit y for a outside the kem -Not a plicable in this case i Soil allowable bearing ciallowable = 2.000 ksf Applied press.21?/36e' gaplied max = 0.777 ksf galkmable > gapIM max OK 2.Soil Capacity for a inside the kern Soil allowable bearing gallowabie = 2.000 ksf Applied press. P/A+6M/BL2 gapped max = 0.756 ksf Applied press.P/A-6M/BL2 gapried min = 0.146 ksf gallowabie > gaplW max OK 0 ksf < gaplied min' OK 3.Overtumin Moment applied Map = 7.69 ft-kip Resiting Moment Mresisting = 28.188 ft-kip S.F. = 3.66 OK Printed:11/11/2014-2:39 PM Sked-:5 , �po��•n n2�fl�o�CU -P gLTURE Cg Project X OPN Flexural Reinforcing Requirements Compression reinforcing Is neglected r, 3000 psi W; 147 pcf f 60000 psi 0 f3, 0.85 P,,,,, 0.0160 b 12 in 0.9 Pe 0.0214 P,,,`, 0.0033 h 12 In Concrete cover 3 in Assumed 0. 518 in Load Factors Syst.weight 147 psf I plf Assumed 0 518 in 1.2 Wo 835 psf I pif d 8.083 in 1.6 WL 188 pail pN As,min 0.323 in' w;, 1239.2 psf/pit As,max 1.551 int number of sDans 1 1 design span length 3.85 A Negative bending Mn[ft4n A.min Ong Remarks A.regd[trill first Interior support(1) M„-1v�L2/9 2,040.9 0.057 Min Reinf.req'd 0.323 other Interior supports(2) M„=wwLV9 2,040.9 0.057 Min Reinf.req'd 0.323 Positive bending M.[ft-#J A.min ring Remarks A.req'd flnrj and span simply supported(1) M.--v.L2/11 1,669.8 0.046 Min Reinf.req'd 0.323 and span Integral w/support(2) M„=w,,L2/14 1,312.0 0.036 Min Reinf.req'd 0.323 Interior spans(3) M.--WULV 16 1,148.0 0.032 Min Reinf.req'd 0.323 simple span(4) M.=w.L2/8 2,296.0 0.064 Min Reinf.req'd 0.323 Cond)tion Mo[ft-#J A.min(roll Remarks A.req'd[kO] Negative 2,040.9 UU Min Reinf.reqd 0.323 Positive 1 2,296.0 0.084 Min Reinf. 'd 0.323 Bar Size Quantity A,Provided ring M.avalL[ftp] Reserve capacity Negative #5 0.61 20,600.9 18559.99 ft-# JOKI Positive #5 0.31 1 10,715.7-1 8419.69 /t-# OKI Shear Reinforcing Requirements Member without compression Factored Shear Applied Vn 1#1 0 0.75 First Int.support? I NO 1 V[#] 10598 OVA 7949 From Beam bad w 2385.46 Others 3974 Shear reinf.is NOT mquimdl Total 2388.46VN Gzp\ Vu C d 1553.52 I Shear Strength Stirrups Selection/Provided Concrete Steel Total Shearreserve Number legs I Size q Onj s pnJ I �V[#J �V[#J (OV.[#J VRU[#J Conclusion: 2 1 #3 I 0.227848.82 19880.39 1 27829 25443 OKI 26276 OKI Page 1 D e R o s e Design ,rola BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO. 6 OF CALCULATED BY LB DATE LAND PLANN9�1(� • CM. • STRUCTURAL 470 S. ANDREWS AVENUE CHECKED BY DAA COMFICAM OF SUITE 200 SCALE AS NOTED AUrnoPUATIO i ;4D5e POMPANO BEACH, FLORIDA 38089 (984) 942-7708 PROJECT NO. :....................?A-7,..?..... �.moi.........'..............:... 1?1., .. .... .. ....... .......t'.. ..g.�5.�.............. ... ... ... Corti-......................:..... 1 ,�. -. .°�.3 �-. ..lbs..... ... ... ... ... ... GoaE 10: & x 2: — MN �q — - Xfbs .. �.. � .. 106 ...;....... .�:..... ... .. ... ................... .......L ... : ..... .�.........4!:. ......#..3. ..YI�:S.. .....�:.'.....�9.�.C.�....�..ve�'�'� s1v&: -7 �'i�R �GORi~ �i\FF'a�2CiN G b>4RRI VW i Y• SGUtrPTU{L� Project X CB OPN Flexural Reinforcing Requirements Compression reinforcing is neglected P, 3000 pal `e 147 pcf f 60000 psi fl, 0.85 P.0 0.0160 b 12 in 0.9 Ph 0.0214 Pm„ 0.0033 h e in Concrete cover 1 1/2 in Assumed Ob. 5/8 in Load Factors Syst weight 98 psf/pif Assumed 0 318 in 1.2 Wo 636 psf/ptf d 5.813 in 1.6 WL 504 psf/plf As,min 0.233 in' W, 1687.2 psf/plf As,maic 1.118 in' ' number of spans 1 design span len h 6.67 It Negative bending M.[ft4l] A,min[ng Remarks A,req'd 11f0] first Interior support(1) M,- L2/9 8,340.2 0.338 OKt 0.338 other Interior supports(2) M.mwuL2/9 8,340.2 0.338 OKi 0.338 Positive bending M�[ft4n A.min ring Remarks A.req'd f/n'] end span simply supported(1) M.--%L2/11 6,823.8 0.274 OKI 0.274 and span Integral w/support(2) M,=w.L2/14 5,361.5 0.213 Min Reinf.req'd 0.233 Interior spans(3) M,=w.L2/18 4 691.4 0.185 Min Relnf.req'd x233 simple span(4) M„=w„L°/8 9,382. 0.384 OKI 0.384 Condition M.[ft44 A.min Ong Remarks A.req'd IV] N ative '+ 8,340.2 0.338 OKI 0.338 Positive 9,382.7 0.384 OKI 0.384 Bar Size I Quantity I A.provided Ong I M.avail. ft-#j J Reserve capacity N atNe #5 0.61 4,388.3 6048.08 ft-# OKI Positive #5 "b'' "1 0.61 14,388.3,Z 1 $005.56 ft4E OKI Shear Reinforcing Requirements Member without compression Factored Shear Applied V,[#i (D 0.75 First int support? I NO 1 V 1#I 7641 cDVc= 5731 From Beam load w, 6626.81 Others e, 0.44 1#1 2865 Shear rei ' required Total 58 1 U in.code spacing,Refer to spacing limits below. Vu®d o.43 NSA ReglAiLtm2ptA Shear Strength Stirru s Selection/Provided Concrete Steel Total Shearresenre Number legs Sirs A,Dn2I s Ont 1#1 mV[#) ov [#] VRu 1#1 Conclusion: 2 An 30 0.22 57 .55 19880.39 25611 19983 OKI 20801 OKI f Page 1 D e R o s e Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO. OF CALCULATED BY LB DATE 1 11/14/14 LAND PLANNING a CIVIL • STRUCTURAL 0 470 S. ANDREWS AVENUE CHECKED BY DATE CERTIFICATE OF SUITE 206 SCALE AS NOTED AUTHORIZATION # 4056 POMPANO BEACH, FLORIDA 33069 14002E (954) 942-7703 PROJECT NO. GENERAL STRUCTURAL NOTES 1. GOVERNING CODE: FLORIDA_BUILDING CODE (FBC), 2010 EDITION. ASCE/SEI 7 FOR WIND LOADS, LATEST EDITION. 2. REFERENCE STANDARDS. REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION IN EFFECT ON THE BID DATE OR DATE OF OWNER-CONTRACTOR AGREEMENT UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. 3. NOTES. NOTES ON THE INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER STRUCTURAL NOTES ON THIS SHEET. REFER TO THE SPECIFICATIONS FOR INFORMATION IN ADDITION 4. SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND THE STRUCTURAL DRAWINGS. 5. ARCHITECTURAL. REFER TO THE ARCHITECTURAL DRAWINGS FOR ELEVATIONS, DOORS, WINDOWS, NON—BEARING WALLS, CURTAIN WALLS, ELEVATORS, STAIRS, SLOPES, CURBS, DRAINS, DEPRESSIONS,_RAILINGS, WATERPROOFING, FINISHES, ETC. 6. DISCREPANCIES. IN CASE OF DISCREPANCIES BETWEEN THE PLANS, SPECIFICATIONS, REFERENCE STANDARDS AND GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. 7. SITE VERIFICATION. . THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE IMMEDIATELY NOTIFIED, IN WRITING; OF ANY DECREPANCIES. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE STRUCTURAL DRAWINGS. 8. OMISSIONS/CONFLICTS. IN CASE OF OMISSIONS AND CONFLICTS BETWEEN THE PLANS, SPECIFICATIONS, AND SITE CONDITIONS THE ENGINEER SHALL BE NOTIFIED BEFORE PROCEEDING WITH THE WORK. 9. CONTRACTOR RESPONSIBILITIES, THE CONTRACTOR IS RESPONSIBLE FOR THE SAFTEY AT THE SITE AND FOR THE STRENGTH AND STABILITY OF.ALL.PARTLY COMPLETED.STRUCTURE, INCLUDING SHORING AND TEMPORARY BRACING. 10. LOAD LIMITS. LOADS ON THE STRUCTURE SHALL NOT EXCEED THE DESIGN LOADS INDICATED IN THE DRAWINGS. 11. EXISTING FACILITIES. CONTRACTOR SHALL PROTECTEXISTING FACILITIES, STRUCTURES AND UTILITIES FROM DAMAGE; PROTECT THE WORK, ADJACENT PROPERTY, AND THE PUBLIC:' CONTRACTOR IS SOLELY RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. 12. SUBMITTALS, WHERE SHOP DRAWINGS, MILL TESTS, OR OTHER ITEMS ARE REQUESTED, SUBMITTAL SHALL BE MADE TO THE STRUCTURAL ENGINEER BEFORE FABRICATION OR INSTALLATION iN THE -- STRUCTURE, UNLESS SPECIFICALLY NOTED. 13. ALTERNATES, ALTERNATES FOR SPECIFIED ITEMS MAY BE SUBMITTED TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL BUDGET FOR ASSOCIATED ENGINEERING FEES FOR REVIEWING .... .. .. THESE SUBMITTALS. 14. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND OTHER CONTRACT DOCUMENTS. 15. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR EXACT WEIGHT AND/ OR LOCATION OF PITS, DEPRESSIONS, TRENCHES,OPENINGS AND ROOF MOUNTED OR JOISTS SUSPENDED UNITS. 16. THE CONTRACTOR IS RESPONSIBLE FOR ADEQUATE VERTICAL AND HORIZONTAL SHORING WHICH SHALL BE PROVIDED TO SAFELY SUPPORT ALL CONSTRUCTION LOADS. 17.- A MINIMUM OF ONE FIELD OBSERVATION BY THE-ENGINEER-OF RECORD IS REQUIRED NEAR THE COMPLETION OF THE BUILDING STRUCTURE AND PRIOR TO OCCUPANCY, FOR DETERMINING GENERAL PERFORMANCE OF THE DESIGN. ADDITIONAL OBSERVATIONS SHALL BE ARRANGED AS DESCRIBED IN NOTE #18 BELOW 18. NO LATER THAN 24 HOURS IN ADVANCE, THE STRUCTURAL :ENGINEER SHALL BE NOTIFIED TO OBSERVE,THE..WORK.AS ARRANGED WITH THE BUILDING DEPARTMENT OR REQUIRED.BY THE OWNER__. WHICH WILL BE DETERMINED AT THE PRE-CONSTRUCTION MEETINGS. D e R o s e Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO. OF CALCULATED BY LB DATE 1 11/14/14 LAND PLANNING • CIVIL • STRUCTURAL 0 470 S. ANDREWS AVENUE CHECKED BY DATE CERTIFICATE OF SUITE 206 SCALE AS NOTED AUTHORIZATION # 4056 POMPANO BEACH, FLORIDA 33069 14002E (954) 942-7703 PROJECT NO. WND DESIGN CRI7FRIAc _. .. MAINFRAME SYSTEM WIND LOADS: STRUCTURE IS DESIGNED ACCORDING TO ASCE 7/10 ULTIMATE DESIGN WINDSPEED (ULT) = 175 MPH. NOMINAL.DESIGN WINDSPEED (ASD). . 136 MPH. RISK CATEGORY FOR WIND II SITE WIND EXPOSURE CATEGORY = C — WIND' DESIGN PRESSURE qh (ULT) = 63.3 PSF ENCLOSURE. _. N/A MILD REINFORCING STEEL 1. REFERENCE STANDARDS: ACI 301, CHAPTER 5, "ACI DETAILING MANUAL" (SP-66), CRSI "PLACING REINFORCING BARS". CRSI "MANUAL OF STANDARD PRACTICE".(MSP-1). 2. MATERIALS. REINFORCING BARS. ASTM A615, GRADE 60, DEFORMED BARS, UNLESS NOTED. WELDED WIRE FABRIC, SMOOTH FABRIC: ASTM A185. FIBROUS REINFOCEMENT, FIBRILLATED: POLYPROPYLENE DEFORMED FABRIC: ASTM A497. REINFORCEMENT SHALL BE USED WHERE NOTED ON PLANS. SUBMIT PROPOSED PRODUCT TO ENG. PRIOR TO USE. ADD FIBERS TO THE CONCRETE: MIX AND FINISH IN STRICT ACCORDANCE WITH THE MANUF'S INSTRUCTIONS. BAR SUPPORTS: CONFORMTO CHAPTER 3, CRSI MSP-1. TIE WIRE: 16 1/2 GAUGE OR HEAVIER, BLACK ANNEALED. 3. BENDING. BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR AUTHORIZED BY THE .ENGINEER. :. 4. . WELDING, DO NOT WELD. BARS, UNLESS NOTED ;OR.AUTHORIZED BY THE ENGINEER. ,WHEN AUTHORIZED, CONFORM TO AWS 'D1.4. 5. PLACING, PLACE BARS IN ACCORDANCE WITH CRSI "PLACING REINFORCING BARS". SUPPORT AND TIE TO PREVENT DISPLACEMENT. ALL REINFORCEMENT STEEL SHALL BE ACCURATELY PLACED; RIGIDLY: SUPPORTED, AND FIRMLY TIED IN PLACE WITH 'BAR SUPPORTS AND SPACERS, IN ACCORDANCE WITH THE REQUIREMENTS OF ACI '301 AND ACI.318.' ALL REINFORCING STEEL SHALL BE ASSEMBLED AS CAGES OR MATS, WITH BARS EQUALLY SPACED AND TIED TOGETHER AT EACH INTERSECTION BEFORE CONCRETE IS PLACED. ALL ACCESSORIES SHALL HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION, ACCESSORIES FOR REINFORCINGSHALLBE IN ACCORDANCE WITH ACI CURRENT EDITION. — SUPPORT BARS SHALLNOTBESPACEDMORE THAN 4''-0" O.C. SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN V-6" PAST OUTERMOST CHAIR OR SUPPORT' BAR. 6. SURFACE CONDITIONS, REINFORCEMENT SHALL BE FREE OF MUD, OIL OR OTHER MATERIALS THAT REDUCE BOND. RUST OR MILL SCALE IS ALLOWED PROVIDED BAR WEIGHT AND DIMENSIONS CONFORM TO ASTM SPECIFICATIONS. 7. PLACING TOLERANCES. PLACE BARS TO THE FOLLOWING TOLERANCES: MINIMUM CLEAR DISTANCE TO FORMED SURFACES . MINIMUM SPACING BETWEEN BARS —1/4" TOP BARS IN. SLABS AND BEAMS: 71/4": LESS THAN 8 IN DEPTH + OR —:1/4". MORE THAN_8" IN DEPTH + OR 1/2" MORE THAN 24" IN DEPTH + OR —1" D e R o s e Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO. OF CALCULATED BY LB DATE 1 11/14/14 LAND PLANNING • CIVIL • STRUCTURAL 0 470 S. ANDREWS AVENUE CHECKED BY DATE CERTIFICATE OF SUITE 206 SCALE AS NOTED AUTHORIZATION If 4056 POMPANO BEACH, FLORIDA 33069 14002E (954) 942-7703 PROJECT NO. MILD RE]INFORCING S M 8. CONCRETE COVER. MINIMUM CONCRETE COVER REINFORCEMENT :SHALL BE AS FOLLOWS, :UNLESS NOTED. CONCRETE CAST AGAINST EARTH......................... CONCRETE EXPOSED TO EARTH OR WEATHER.....2" TIES IN COLUMNS AND BEAMS............. ........1 1/2" SLAB .TOP BARS........................................................3/4" _. SLAB BOTTOM BARS.......................................:.........3/4" SPACER TIES SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING THAT 2" MINIMUM CLEARANCE IS MAINTAINED UNLESS OTHERWISE STEEL SUCH NOTED ON PLANS. 9. TENSION AND TENSION LAP DEVELOPMENT LENGTHS. A. THE MINIMUM REQUIRED TENSION DEVELOPMENT LENGTHS FOR REINFORCING BARS SHALL BE BASED ON THE FOLLOWING FOR THE PURPOSE OF ESTIMATE BAR EXTENSION OR EMBEDMENT LENGTHS. B. FOR CONCRETE STRENGTHS OF f'c=4000 PSI OR LESS; ALL BARS THAT ARE #9 OR SMALLER' WITH fy=60 KSI; CONCRETE COVER MIN OF ONE BAR DIAMETER MINIMUM; ;CLEAR SPACING OF ONE BAR DIAMETER AND COLUMN TIES OR BEAM STIRRUPS ARE PROVIDED THEN THE DEVELOPMENT LENGTH SHALL BE 38 BAR DIAMETERS. LARGER BARS; OR IF TIES OR STIRRUPS ARE NOT SPECIFIED, OR FOR TOP BARS; OR CONCRETE COVER TO REINFORCEMENT IS LESS THAN ONE BAR DIAMETER THEN THE DEVELOPMENT LENGTH SHALL BE INCREASED TO 57 BAR DIAMETERS. C. FOR CONCRETE STRENGTHS GREATER' THAN fc=4000 PSI BUT LESS THAN fc=7500 PSI USE THE FOLLOWING CHART FOR TENSION DEVELOPMENT LENGTH. ALL BEAMS COLUMNS AND WALLS SHALL HAVE A MINIMUM_CONCRETE COVER OF .1.4 'BAR DIAMETERS AND HAVE A MIN #4 BAR TEES/STIRRUPS ATA MAXIMUM SPACING OF BEAM/COLUMN DEPTH (d). * TENSION LAP SPLICE SCHEDULE LESS THAN GREATER THAN 7500 P.S.I. CONC. . 7500 P.S.I. CONC. BAR TOP BAR OTHER BAR TOP BAR' OTHER BAR - -- SIZE LAP LENGTH:LAP LENGTHLAP LENGTH LAP LENGTH #3 12,,.. 12" 16" 16". _. .. _ . .. . #4 14" 12" 17" 16" #5 18" 14" 22" 17" #6 21" 16". 26" 20" #7 25" 19" 30" 23" 48 30" 23" 36" 28" #9 38" 29" 46" 35" #10 48" 37" 58" 45" #11 58" 45" 71" 55" * FOR BUNDLES OF THREE BARS OR LESS INCREASE LENGTHS SHOWN BY 20% FOR THE INDIVIDUAL BAR. LIQ LAP SPLICES SHALL BE PLACED WITHIN THE PRIMARY TENSION ZONE OF THE MEMBER. 10. MECHANICAL CONNECTIONS. SUBSTITUTED FOR LAP SPLICES IF APPROVED BY THE 'ENGINEER: SUCH CONNECTIONS SHALL DEVELOP AT LEAST 125 SPECIFIED YIELD STRENGTH OF THE BAR. 11. WIRE FABRIC SUBSTITUTION. .MAY.BE SUBSTITUTED FOR REINFORCING 'BARS. CONSULT ENGINEER FOR REQUIRED.STEEL AREAS AND.ADDITIONAL_REQUIREMENTS.. _. 12. PLACEMENT DRAWINGS_AND BAR LISTS.SHALL CONFORM WITH ACI 318, WELDED DEFORMED WIRE FABRIC "MANUAL FOR STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES". ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR_REVIEW. (ONE PAPER SEPIA AND ONE PRINT OF EACH DRAWING.) 13. DETAILS FOR CONCRETE REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE CONCRETE REINFORCEMENT STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE", UNLESS OTHERWISE INDICATED. 14, HOOK ALL COLUMN VERTICAL REINFORCING INTO SLAB/BEAM ABOVE WHERE COLUMN TERMINATES. 15. PROVIDE HORIZONTAL CORNER BARS AT ALL CONCRETE TIE BEAM INTERSECTIONS. BARS SHALL BE SAME SIZE AND QUANTITY AS BEAM REINFORCING LAPPING 30". MINIMUM IN BOTH: DIRECTIONS. D e R o s e Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc■ SHEET NO. OF 04 CALCULATED BY LB DATE 1 11/14/14 LAND PLANNING a CIVIL • STRUCTURAL 0 470 S. ANDREWS AVENUE CHECKED BY DATE CERTIFICATE OF SUITE 206 SCALE AS NOTED AUTHORIZATION N 4056 POMPANO BEACH, FLORIDA 33069 14002E (954) 942-7703 PROJECT NO. CAST—IN—PUCE CONCRETE: 1. ALL CONCRETE WORK IS DESIGNED ON THE BASIS OF "STRENGTH DESIGN" IN ACCORDANCE WITH ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE".. ALL CONCRETE WORK SHALL-BE-CONSTRUCTED IN STRICT ACCORD. WITH ACI 318. 2. CONCRETE WORK SHALL BE PROPORTIONED:IN ACCORD WITH ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 211.11, ."RECOMMENDED PRACTICE FOR SELECTING PROPORTIONS FOR NORMAL WEIGHT CONCRETE" TO PRODUCE THE FOLLOWING: 3. MATERIALS. CEMENT:.....................ASTM C150 AGGREGATES:..............ASTM C33 ADMIXTURES:...............ACI 301, SECT. 2.2 WATER:........................ASTM C94 TEST MAX MAX MINIMUM MINIMUM LOCATION STRENGTH AGE AGGR. W/C CEMENT STRENGTH AT (PSI) (DAYS) SIZE RATIO (PER CU. YD.) STRESSING FOUNDATIONS . 3000 28 1" .50 475 LBS. N/A COLUMNS 3000 28 3/4" .50 -475 LBS. N/.A * THE USE OF A SUPERPLASTICIZER IS ALLOWED BUT NOT REQUIRED. SHRINKAGE FOR THIS MIX SHALL BE LIMITED TO 0.035 % AT 28 DAYS AS TESTED BY ASTM C157. CONFLICTS. DESIGN MIXES SHALL MEET OR.EXCEED EACH REQUIREMENT SPECIFIED. WHERE BOTH STRENGTH AND: MAXIMUM WATER-CEMENT RATIO ARE SPECIFIED, THE MOST STRINGENT SHALL APPLY. FOR EXAMPLE, MAXIMUM WATER—CEMENT RATIO MIGHT RESULT IN A STRENGTH GREATER THAN THE MINIMUM SPECIFIED: LIKEWISE, A LOWER WATER-CEMENT'RATIO THAN SPECIFIED MAY BE REQUIRED IN ORDER TO ACHIEVE THE REQUIRED (STRENGTH. WATER/CEMENT RATIO. W/C RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL IF NOT SHOWN ABOVE, W/C RATIO SHALL BE DETERMINED BY SUPPLIER BASED ON STRENGTH REQUIREMENTS. . 4. AIR CONTENT. ENTRAINED AIR IS NOT REQUIRED UNLESS SHOWN ABOVE. WHERE AIR CONTENT IS SPECIFIED AND CONCRETE IS BEING PUMPED, TESTING SHALL BE PERFORMED AT THE DISCHARGE END OF THE PUMP OR HOSE. TOLERANCE FOR AIR CONTENT SHALL BE + OR 1 1/2 %. 5. ..SLUMP. SLUMP SHALL BE PROPOSED BY THE-CONTRATOR IN THE_5. MIX DESIGN SUBMITTALS. ACCEPTANCE OF. PROPOSED SLUMP SHALL BE OBTAINED FROM THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. TOLERANCE FOR SLUMP SHALL CONFORM TO ASTM C94. 6. MIX DESIGN. SUBMIT A MIX DESIGN FOR EACH CLASS OF CONCRETE TO THE ENGINEER FOR REVIEW, AND APPROVAL, 7. EMBEDDED ITEMS. VERIFY LOCATION OF EMBEDDED ITEMS WITH SUPPLIER'S OR DESIGN CONSULTANT'S DRAWINGS BEFORE PLACING CONCRETE. LOCATION OF EMBEDDED ITEMS NOT CONFORMING TO DRAWINGS SHALL BE REVIEWED BY THE ENGINEER (BEFORE PLACING CONCRETE) SLEEVE ALL PIPES THROUGH SLABS INDIVIDUALLY, UNLESS OTHERWISE APPROVED BY ENGINEER. WHERE PIPES OR DUCTS PENETRATE SLABS, A MAXIMUM OF TWO (2) BARS EACH WAY MAY BE CUT, PROVIDED SPLICE BARS OF EQUIVALENT AREA TO THE CUT BARS ARE PLACED ALONGSIDE OPENING WITH LAP LENGTH OF 36xBAR DIA. PLACE ALL OPENINGS LARGER THAN 6" THAT ARE NOT SHOWN ON STRUCTURAL PLANS AND ALL CONDUITS IN SLAB IN ACCORDANCE WITH ACI-318 CH.6.3 AND SUBMIT SHOP DRAWINGS SHOWING SIZE AND LOCATION FOR STRUCTURAL ENGINEER'S REVIEW. PROVIDE 1—#5 x.6' EACH-WAY PLACED:DIAGONALLY AT MID—DEPTH AROUND ALL OPENINGS LARGER THAN 12", U.O.N. 8. MIXING. CONCRETE SHALL BE BATCHED; MIXED AND TRANSPORTED IN ACCORDANCE WITH ACI 301, CHAPTER 7. 9. PLACING. CONFORM TO ACI 301, CHAPTER '8. 10. CONSOLIDATION. CONFORM TO ACI 301, SECTION 8.3.4. 11. UC RING. MAINTAIN CONCRETE IN A MOIST CONDITION FOR A SUITABLE PERIOD AFTER PLACEMENT, IN ACCORDANCE WITH ACI 301, CHAPTER 12. 12. WEATHER CONDITIONS. ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD WEATHER IN ACCORDANCE WITH ACI 301, SECTIONS 8.4.3 AND 12.3. 13. CONSTRUCTION JOINTS. CONFORM TO ACI .301, SECTION 6.1 AND 13. SECTION 8.5. EXCEPT KEYWAYS ARE NOT REQUIRED UNDER SECTION6.1.2. ALL JOINTS SHALL BE THOROUGHLY CLEANED, LAITANCE REMOVED AND DAMPENED. SPECIAL BONDING METHODS SPECIFIED :IN SECTION 6.1.4 ARE NOT REQUIREDUNLESS SPECIFICALLY SHOWN ON THE PLANS. D e R o s e Design JOB BARRY UNIVERSITY - ARTWORK SUPPORT Consultants Inc. SHEET NO. OF CALCULATED BY LB DATE 1 11/14/14 LAND PLANNING a CIVIL • STRUCTURAL 0 470 S. ANDREWS AVENUE CHECKED BY DATE CERTIFICATE OF SUITE 206 SCALE AS NOTED AUTHORIZATION # 4056 POMPANO BEACH, FLORIDA 33069 14002E (954) 942-7703 PROJECT NO. CAST-IN-PLACE OONCREiE _ . 14. NO WATER SHALL BE ADDED TO THE CONCRETE MIX AT THE JOB SITE WITHOUT APPROVAL OF THE ENGINEER. 15. MAXIMUM AGGREGATE SIZE SHALL 1 INCH. ALL AGGREGATES SHALL CONFORM TO ASTM C-33. - 16. A IX1= MAY tit US D ONLY AFTER APPROVAL BY THE ENGINEER._ 17. ALL CONCRETE TO BE PUMPED SHALL BE DESIGNED ACCORDINGLY AND SHALL COMPLY WITH SLUMP LIMITATIONSSTATED HEREIN ABOVE AND WITH ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 304, "PLACING CONCRETE BY PUMPING METHODS COMMITTEE REPORT". 18. A MINIMUM OF A 3 INCH INSIDE DIAMETER PUMP AND PIPE SHALL BE USED TO TRANSPORT CONCRETE. 19. ALL CONCRETE SHALL BE CONSOLIDATED THROUGH USE OF MECHANICAL VIBRATORS. 20. CONCRETE COVER FOR REINFORCING STEEL SHALL BE IN ACCORD WITH ACI 318-08, SEC 7.7, AND SHALL BE A MINIMUM AS FOLLOWS, U.N.O.:. SLABS =3/4" BEAMS =1 1/2" FORMED CONCRETE BELOW GRADE =2" UNFORMED CONCRETE BELOW GRADE = 3" 21. T1E BEAM SIZES SHALL BE INCREASED:AS-REQUIRED FOR ARCHITECTURAL DETAILS OR TO FIT BLOCK COURSING (28" MAXIMUM) AND ADD 2#5 IF DROP EXCEEDS 8". 22. ALL STRUCTURAL CONCRETE IS TO BE CURED IN ACCORDANCE WITH ACI 318-08 SEC. 5.11. COMPOUND SHALL BE APPLIED THE SAME DAY AS THE POUR AND IMMEDIATELY UPON HARDENING WHEN WIND /HUMIDITY DICTATE. SPRAY COMPOUND WITH MINIMUM TWO PASSES AT PERPENDICULAR PLACEMENT. i