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ACT-11-1000
Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 162016 Scheduled Inspection Date: July 19, 2011 Inspector: Bruhn, Norman Owner: PLATT, BRUCE & AURELIE Job Address: 43 NW 91 Street Miami Shores, FL 33150- Project: <NONE> Contractor: MEGA AWNINGS INC Permit Number: ACT -6 -11 -1000 Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: Miscellaneous Phone Number (305)759 -6711 Parcel Number 1131010000171 Phone: (305)681 -7727 Building Department Comments INSTALL NEW AWNING ON PATIO 7-) Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 161601. CREATED AS REINSPECTION FOR INSP- 160465. FOOTING NOT PER PLANS. JR Footing not per plan NB July 18, 2011 For Inspections please call: (305)762 -4949 Page 17 of 21 iEngineer, PLLC. Consulting Engineers 17980 NE 31st COURT #1326, AVENTURA, FL. 33160; Phone (954) 274 -2429 www.iengineerpllc.com; ivanOienoineerpllc.com July 11, 2011 To: BUILDING OFFICIAL Village of Miami Shores. BUILDING DEPARTMENT Re: AWNING 43 NW 91st St, Miami Shores, FL 33150 Concrete slab connection Dear Building Official; I, Juan C. Moreno, P.E. I hereby attest that to the best of my knowledge, belief and professional judgment that new proposed awning can be attached to the existing concrete slab instead of the proposed concrete footings and this is according and comply with, FBC 2007, and 2009 supplement. This document is being prepared in accordance with the Florida Building Code and is being submitted to the Village of Miami Shores. Building Department for the above referenced project. Should you have any questions or need any additional information, please do not hesitate to contact me. Very truly yours, iEndfneer, PLLC. Certification of authorization #29119 Juan C. Moreno F.L Reg. P.E # 69818 AWNING 43 NW 91st St, Miami Shores, FL 33150 Concrete slab connection CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS MUST BE REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M/S) AND /OR HURRICANE WARNING OR ALERT IS ADVISED. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE CANVAS DURING SUCH PERIODS OR TIME. SEE DETAIL "B" (TYP) SEE DETAIL "A" (TYP) ALL SECONDARY MEMBERS TUBE 1.315 O.D. X 0.104 THKS Abb. 4010041*It (GALVANIZED SS40) (UNLESS NOTICED OTHERWISE) 11011,44.° ".'111111010' .16‘ 'e SEE DETAIL "D" (TYP) � \0°.$° SEE DETAIL "E" (TYP) SEE DETAIL "D" (TYP) G EXISTING CONCRETE SLAB 8" THKS VIF BY GC TYPICAL CONNECTION DETAIL "A" SCALE : N.T.S. SEE DETAIL "C" ALL COLUMNS SHALL BE STEEL ASTM A501 PIPE 2 SCH40 (UNLESS NOTICED OTHERWISE) EXISTING CONCRETE SLAB 8" THKS VIF BY GC ISOMETRIC NOTE: - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT !Engineer. THIS DOCUMENT IS THE PROPERTY OF (ENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. 'REVISIONS NO DATE 'Engineer PLLC, CA# 29119 Consulting Engineers. 17980 NE 31 CT #1326, AVENTURA FL 33160 PHONE: (954) 274 -2429 Web site: www.iengmeerpilc.com E -mail: juan©lengineerpllc.com 43 NW 91st St, Miami Shores, FL 33150 I 08-312011 SCALE SHOWN t(bESIGNED J.M. 1 J.t c Y UNAWING NO. SD -1 (SHEET 1 OF 3 STRUCTURAL NOTES EXISTING STUCCO ST NRETE REVISIONS NO. DATE GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN WIND LOADS: WALL 1" CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS MUST BE REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M /S) AND /OR HURRICANE WARNING OR ALERT IS ADVISED. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE CANVAS DURING SUCH PERIODS OR TIME. , LINE OF FINISH WALL 'Engineer PLLC, CA# 29119 Consulting Engineers. 17980 NE 31 CT #1326, AVENTURA FL 33160 PHONE: (954) 274 -2429 Web site: www.iengineerplla.com E -mail: juan@lengineerplc.com J 1. 2" 3t1 EI ` 5" 2" 3/16 VIEW ' [—"" STEEL ANGLE ASTM A36 '. L 2 X 2 X 1/4 X 8" LO W/ 1 KWIK BOLT -3 BY H LTI TOP li„ 1 XCO CEMBED. 1 J INTO 3" M GROUT FILL CELL MASONRY (f c=3,000 p-s.I•) VIEW FRONT DETAIL "B" THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2007 AND THE FOLLOWING SUPERIMPOSED LOADS, DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2007 AND ASCE 7-05. WIND VELOCITY : 90 MPH EXPOSURE CATEGORY : C GCPI : t 0.0 KD : 0.85 IMPORTANCE FACTOR : 0J7 (ACCORDING TO FBC 2007 3105.42.1) STRUCTURAL STEEL: WALE :N.T 43 NW 91st SL Mini Shores, FL 33150 /' sTEELCOLUMN -,/' z #5 WELD COLUMN. FOOTING THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC -ASD. ALL ANGLES SHALL BE ASTM A36, Fy =36Ksi OR APPROVAL EQUAL U.N.O. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED, Fy- 50Ksi.OR APPROVAL EQUAL U.N.O. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI, U.N.O. WITH WASHERS UNDER THE TURNED ELEMENT U.N.O. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF- THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. / 1/8 -I I_' 1 I I lI l- �� L`I M/ K REINFORCING 1 f 111 I 'EIGHT (B) BOTTOM =1 ! I —I H a fi I I I F_1 0" x 3' -0" 24"5 E.W. -1 1 - ° I' 4 .� a 6" x V-6" 24" 2#5 E.W. m 4 �° 4 1 4. �a g a 4 . '.,,\� IS..', D CONCRETE FOOTING F 0 . ATION DETAIL DET A nu, 4 4 ! �' 3 1/2" CL 3 1 "CL /2 L X L STEEL CAP PLATE 4 X 4 X 1 /4 VALID ONLY wen 1 Rowe PE $� VALID FOR (1) PEWIT 0 NIi)1 ►� c.nnore"o FL Reg P.E. # 69818 1B ,,,,.`i ri° L ilk Ili 5i,-.1\ 1/8 OLUMN 4t 47Emss'3 INN C 65ATE 31. l w 2 FRONT SCHEMATIC /'''� & & II SIDE SIDE NOTE. - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE VIEW DRAWINGS AND CALCULATIONS. COPYRIGHT 'Engineer. DETAIL THIS DOCUMENT IS THE PROPERTY OF 11 11 REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE (SCALE 1 t AS SHOWN (DES�cNED ) l �' ) iv J m�.N DRAWING NO. SD2 t MEET 2 OF 3 SCALE : N.T.S. CERTIFYING ENGINEER l(DESIGNED J.M. ) CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY, REMOVABLE CANVAS MUST BE REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M /S) AND /OR HURRICANE WARNING OR ALERT IS ADVISED. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE CANVAS DURING SUCH PERIODS OR TIME. 1 STEEL PLATE ASTM A38 8X8X3/8 W / (4) KWIK BOLT -3 BY HILT! 5/8 °0 X 3° MIN. EMS. 1 1/4" INTO CONCRETE WALL �--- 5 1/2" 3" MIN. 1/B .4 4.... SIDE VIEW STEEL CAP PLATE :4X4X1/4 COLUMN FRONT & SIDE VIEW SCHEMATIC DETAIL "E" DETAIL "C" SCALE : N.T.S. EXISTING CONCRETE SLAB 8°THKSVIFBYGC 1 1/4" 1,141*-- 51/2" -ILI; TOP VIEW REVISIONS N0. PATE iEngineer PLLC, cA#29ii9 Consulting Engineers. 17980 NE 31 CT #1326, AVENTURA FL 33160 PHONE: (954) 2742429 Web site: www.iengineerpno.com E -mail: Juan©iengineerpHc.c om 43 NW 91st St, Miami Shares, FL 33130 VALID ONLY WITH RAISE PE BEAT: VALID FOR (1) PERMIT ONLY NOTE. - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT Engineer. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER, Juan C. Moreno FL Reg B:E3 #89818 PART- TE 12 -2D11 O`tSF`loWN ) B (RAWN l J.M. 0 W Id DRAWING` NO. SD -3 SHEET 3 OF 3 Miami Shores Village Building Department JUN o 1 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING ROOFING Owner's Name (Fee Simple Titleholder) OF�j(y�t Te n age phone # ' O E -a`7j -5431 ? Owner's Address 14 lj ,V _ �1 91 4 iii��' City KI l l Of'.42,(> State FL Zip 331 O Tenant/Lessee Name , r , WAN P Phone # ?)0S-13°) ., j' - - Email -F' 3 e,� L con Permit No. 1161 1'1 0-0 Master Permit No. Job Address (where the work is being done) 1.4%) NW 0' sk- City Miami Shores Village County Miami -Dade FOLIO / PARCEL # Zip 53 150 Is Building Historically Designated YES NO Flood Zone Contractor's Company Name ME,15 w M p jJ,3 at.) Q Phone # Contractor's Address a ©Q/ i ('J UJ 1 k • City )rV\ i �\f`aro a State CL Zip 3305-y Qualifier Name € C aey.t3 t*J\ Q VIALS Phone # O S - b8 \ -� State Certificate or Registration No. Certificate of Competency No. O-9' ? S Q \ 7,2,. 3 Contact Phone �j'j- 5C1 I ° 3 E -mail --,iVT- °M ay.A.W k■5 ® (-t`ts.N, Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ r O 7 Square / Linear Footage Of Work: 31` -O (3) 0 Type of Work: ['Addition ❑Alteration ❑New ❑ Repair/Replace 0 Demolition 0 k) ' A2L Describe Work: ��5�.,�1 N�.,vJ i\Vvo ` b�1(1 � C)ii ** * * * * * * * ** * * * * ** * ** * * * * * * * * ** * * * * * *, Fees ***** * ** * * *** * * * * * * * **r**** * *x * *** * * **** * Submittal Fee $ Permit Fee $ /j of CCF $ CO /CC $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Bond $ Double Fee $ Violation date: Structural Review. $ Total Fee Now Due $ See Reverse side - 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 MR 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 b ' - ,'vered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement mus i ! dted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence oai posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this ® day of F' 4 , 20 IL, by Rev y ,( Y`, who is �e��lyknown to me to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: ignature Contrac '•r The foregoing instrument was acknowledged • efore /me this 21-1-1.1 day of y , 20 1,1 , by tf� ELiOr4kS who is personally known to me or who has produced as identification and who did take an oath. APPROVED BY Plans Examiner Engineer (Revised 07 /10 /07)(Revised 06/10/2009) * * * * * * * * * * * * * * * * * * * * * * * ** Zoning Clerk checked Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. ACT -6 -11 -1000 Issue Date: Not Issued Expires:Not Issued Folio Number:1131010000171 Owner's Name: BRUCE & AURELIE PLATT Job Address: 43 91 Street Miami Shores, FL 33150- Owner's Phone: (305)759 -6711 Total Square Feet: 310 Total Job Valuation: $ 2,075.00 Contractor(s) MEGA AWNINGS INC Phone (305)681 -7727 Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 6/16/2011: Yes Comments: PLEASE LOCATE AWNING LOCATION ON A SURVEY. AWNING CAN NOT EXCEED 300 SQ FT IN AREA, OTHER RULES ALSO APPLY. 6/16/11 PLANS OK 1 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 PermitNO. ACT-6-11-1000 Issue Date: Not Issued Expires:Not Issued Folio Number:1131010000171 Owner's Name: BRUCE & AURELIE PLATT Job Address: 43 91 Street Miami Shores, FL 33150- Owner's Phone: (305)759 -6711 Total Square Feet: 310 Total Job Valuation: $ 2,075.00 Contractor(s) MEGA AWNINGS INC Phone Primary Contractor (305)681 -7727 Yes Planning and Zoning Criteria and Comments Approved: No Comments: PLEASE LOCATE AWNING LOCATION ON A SURVEY. Date Denied: 6/9/2011 AWNING CAN NOT EXCEED 300 SQ FT IN AREA, OTHER RULES ALSO APPLY. 06-24-2009 c ALEX SINK STATE OF FLORIDA CHIEF FINANCIAL OFFi R DEPARTMENT OF FIRANCIAL 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. EFF CTi(FE DATE 08/27/2009 EXPIRATION DATE 08/27/2011 PERSON: MORALES ERNESTO FEIN: 208952991 BUSINESS NAME AND ADDRESS: MEGA AWN1NG 1We 2049 NW 141 STREET OPA LOCKA FL 33054 T SCOPES OF BUSINESS OR TRADE: t- AWNING/SPED/AL/ST CONT(5102) RRPCHTANT: Permian to Chapter 446. 0604, F.S., in etas el n corporation vibe elects exaltation Irum tits chapter by filing a eertificata or election sager this section may sat recover heaths or computation under ibis chapter. Pursue( to Chapter 440.6602), F.S., Certlticates of etaeira to tut exempt... apply way riNhhi the scope of the business or trade listed es the aortae of rateable to be exempt. Permian. io Chapter 44D.05(14 F.S., Nulices at ablates to he exempt and certificates of election•ta be exempt shelf be subject to revacelioi if, at soy time after the filing of tk mance or the issuance at the cailiffesta, the parson nomad on tiro notice or cottflicate ao !sager meals the tenements of this section for issuance of o certificate. The depariment shall resohe i certificate at any time i r lariats of the person • named as the certtftratn to meet the requirements of this section. QUESTIONS? 48&O} 413-1509 • . MC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 019 -06 ( 9b:80 ttOZ /WZ /90 Z0EEt8990E ONI ONINMV t#93N bn /b0 30Vd 06/21/2011 08:23 3055597944 " ", CERTIFICATE PRODUCER The P & P Insurance Agency, Inc. 2705 SW 142 Ave Miami, FL 33175 Phone (305)559 -7942 Fax (305)5 INSURED Mega Awning Inc. 2091NW141St Miami, FL 33054- I_ I INSURER E: COVERAGES INSURER F: E THE PouCIE$ OF INSURANCE LISTED HAVE BEEN ISSUED TO THE INSUREb NAMED ABOVE FOR THE POLICY ramp INDICATED. NOTWRHSTANDING ANY REQUIREMENT. TERM OR CONDITION OR ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH TH S 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. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADD 'L LTR IH - ; . TYPE OF INSURANCE POLICY NUMBER POUITY EFFECTIVE DATE EAMIDDNY) GENERAL UABILITY © COMMERCIAL GENERAL LIABILITY 00 CLAIMS MADE ® OCCUR O ❑ _ PP INSURANCE OF LIABILITY INSU 59 -7844 'NCE PAGE 01/01 DATE (MM/DD1YY) 06/21/11 THIS CERTIFICATE IS ISSUED AB -A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLIC ES BELOW. INSURERS AFFORDING COVERAGE NAIC # INSURER A; PENN AMERICA INSURANCE CO. INSURE- B: INSURER C: INSU ER D: A a 0 0 DEDUCTIBLE 1:1 RETENTION $ GEMLAGGRFGAT$ UM1"APPLIES PER: ❑ POLICY ❑ PROJECT ❑ LOC AUTOMOBILE LIABILITY ❑ ANYAUTO ❑ ALL OWNED AUTOS ❑ SCHEDULED AUTOS ❑ HIRED AUTOS ❑ NON OWNED AUTOS 0 PAC6728890 09/12/10 NONE GARAGE LIABILITY ❑ ANY AUTO 0 EXCESS/UMBRELLA LIABILITY ❑ OCCUR ❑ CLAIMS MADE 1r/rIbliKORS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR / PARTNER / EXECUTIVE OFFICER / MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below OTHER NONE NONE POLICY EXPIRATION DATE INWOLIrrl) 09/12/11' NONE NONE DESCRIPTION OF OPERATION$ / LOCATIONS / VEHICLES 1 EXCLUSIONS ADDED BY ENDORSEMENT/ SPECIAL PROVI&I AWNING INSTALLATION LIMITS EACH OCCURRENCE • GE O RENTED PREMISE (Ea occurenoe) MED EXP y one person) PERSONA &ADV INJURY GENERAL GGREGATE PRODUCT. - COMP /OP AGO DEDUC IBLE COMBINE o SINGLE LIMIT Ea reside t) BODILY IN (Per URY BODILY IN (P' acd•- URY t) DAMAGE r acciden9 O ON Y - EA ACCIDENT EA ACC AGG CH OC URRENCE GREG 500.000 50.00 5.000 500.000 — 1.000.000 500.000 500 I ANY EACH CCIDENT E - EA EMPLOYEE POLICY LIMIT CERTIFICATE HOLDER CITY OF MIAMI SHORES 10050NE2AVE MIAMI SHORE$, FL 33113 ACORD 25 (2001/08) OF NS CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POL CIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING IN - RER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE C FICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DQ SO SHALL I P SE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, I G a REPRESENTATIVES. �S AUTHORIZED REPRESENTATIVE LEONOR PEREz A ORD CORPORATION 1988 watt 'urtrejur$ 2nr. LAID SURVEYORS SURWYNa A SHEET So. 2 OF 2 BOUNDARY SURVEY SCALE =f =2tr NORTH LINE OF THE SOUTH 178 FEET OFSE1/4, NW4/4,SS1J40F sec.140.41 fJ:P 1R' CAP, Jam` fift eb F.I.P 1/2' NO CAP +0YYP4. C.L.F. P tvt C. FJP 112' NO CAP coot saoaBeans VAON 8ZZOt8Z408 IVA 0 :TI 80 /4Z /9O w� �. frf T .o .. r �t17d7 11` 1 Il1`t1T riiiiTLTi11`1. futhiiitl,Itli`I1r wt7T ETEEE111 litiii1,� 17.1 1 17I��l QS GO ti Certificate of jYtame 3&ettante REGISTERED APPLICATION CONCERN No. F —n1,901 ISSUED BY HER CULIT5 PRODUCTS, INC. PO BOX 43 5 EM G5V 1 L.L.E PA 17318 -000 -0000 This is to certify that the materials described on the reverse side hereof have been flame - retardant treated (or are inherently nonflamable). FOR TRI VANTAGE,'LLC Date work Performed 4/08/10 c nry CLEVELAND AT 2937 WEST 25th STREET STATE OHIO 44113 Certification is hereby made that: (Check "a" or "b ") (a) The articles described at the bottom of this Certificate have been treated with a flame - retardant chemical approved and registered by the State Flre Marshal and that the application of said chemical was done In conformance with the law of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used Chem. Reg. No. Method of application (b) The articles described at the bottom hereof are made from a flame - resistant fabric or material registered and approved by the State Fire Marshal for such use. Trade name of flame - resistant fabric or material used R E I NF R C D �� I N Y L Reg. No `� `� 90 The flame Retardant Process Used ;L_L NO Be Removed By Washing (will or will not) Nome of Production Superintendent B O T EPHANIE f`1UMMERT, 0 C MANAGER y Title `r,C A11 IAT tIT TA1)417117TAT1t1'IT,q I�,' 1?� 11 TAIA -T YI I,,lt17� Jt7IC1y .TATIItTATLI,�ATi T7%31141)41 lc�lkflr-6 T T �T1t 1•t11.(TT[ nT� TIC 4, We hereby certify this to be a true copy of the original "CERTIFICATE OF FLAME RESISTANCE" issued to us, "original copy" of which has been filed with the California State Fire Marshal. TRI VANTAGE, LLC By C !b} 28 000 YD Control /lot # Quantity i,JEi3LON CP2725— ,2 BARQUE BROWN Customer order # Description i, 857225 Tri Vantage, LLC invoice # Product Code iEngineer, PLLC. Consulting Engineers. 17980 NE 31st COURT #1326, AVENTURA, FL. 33160; Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.iengineerpllc.com; E -mail: juan @iengineerDllc.com COVER SHEET DATE: May 31, 2011 PROJECT: Awning ADDRESS: 43 NW 91st St, Miami Shores, FL 33150 CLIENT: PAGE This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 23. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in -house developed software. Prior to commissioning into service, the in -house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 23. h` iEngineer PL L CA #29119 Juan C. Moreno, F.L Reg. `P.E # 69818 PROJECT "AWNINGS for 43 NW 913't St, Mimi,Shores, FL 33150" VALID ONLY. ;,FOR O E (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. iEngineer, PLLC. Consulting Engineers. 17980 NE 31st COURT #1326, AVENTURA, FL. 33160; Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.iengineerpllc.com; E -mail: juan ©iengineerpllc.com PAGE H/23 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 Frame with Longs and dead Toad + self weight 2 Wind Loads 3 Unity check 4 Elements design 5 Reactions 11 Concrete footing design 13 Double anchor wall connection (Detail B) 19 iEngineer PLLC, CA #29119 Juan C. Moreno, F.L Reg. P.E # 69818 PROJECT "AWNINGS for 43 NW 91st St, Miami Shores, FL 33150" VALID ONLY FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. WIND LOAD DESING FOR CANVAS AWNING ASCE 7 -05 (C &C, h <60FT) Z = 15ft V = 90 mph FBC 2007 3105.4.2.1 I = 0.77 FBC 2007 3105.4.2.1 EXPOSURE CATEGORY = "C" Krt 1.0, K = 0.85, Kh = 0.85 qh = 0.00256 x Krt x Kd x Kh X V2 X1 qh = 11.54 psf Length = 10 ft Width = 31.17 ft Area = Length x Width / 8 Area = 39 ft ASCE 7 -05 Figure 6 -5 GCP; = 0.00 (open buildings) ASCE 7 -05 Figure 6 -14b GCP = 1.4 Pdesign = qh x [(GCP) — (GCPi)] Pdesign = w iv.a riv,ttkvy, ti3 OL [1w) i., i&A)A~N. .b-qcv , 1,b,„.14-i- a i 3 Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.06 M298 -3 Designed COLUMNS PIPE2SC PIPE2SCH40 None Design Member Results Design Load Cases Strength Service Load Case (Deflection Type) Number Number Name 1 13 Dead loads First Order (Other) 2 - 2.3.1 First Order ,1.40D 3 - 2.3.2Lr First Order ,1.20D 4 - 2.3.3Lr +W First Order ,1.20D +0.80W 5 - 2.3.4Lr First Order ,1.20D +1.60W 6 - 2.3.6 First Order ,0.90D +1.60W 7 - 2.3.7 First Order ,0.90D 8 - 2.4.1 First Order ,D 9 - 2.4.5W First Order ,D +W 10 - 2.4.6W +Lr First Order ,D +0.75W 11 - 2.4.7 First Order ,0.60D +W 12 - 2.4.8 First Order ,0.60D RISC -LRFD Steel Design Design Group: COLUMNS, Group Report, Designed As: PIPE2SCH40 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing in weak direction (parallel to z): Lateral bracing in strong direction (parallel to y): Pattern = Unbraced Pattern = Unbraced COLUMN INFORMATION: Braced frame in the y- direction (strong axis bending for most shapes). Braced frame in the z- direction (weak axis bending for most shapes). Effective length factors: K is calculated automatically. Fy = 35.00Ksi Design checks assume a 2nd order analysis was performed. (No B1, B2 factors needed.) Combined Stresses Check: Member Load Offset Pu Muz Muy On 0Mnz $Mny Code Unity Name Case # ft lb lb -ft .Lb -ft lb lb -ft lb -ft Ref. Check M298 -3 6 0.00 2101.70 42.02 -0.28 31832.50 1997.62 1997.62 H1 -lb 0.05 Flexure Check (Strong Bending): Member Load Offset Muz Lu Name Case # ft lb -ft ft M298 -3 5 0.00 42.87 8.00 Axial Check: Cb 1.67 4Mnz Code Unity lb -ft Ref. Check 1997.62 F1 -1 0.02 6Th Member Load Offset Pu KL /r A,c Xe Q For On Code Unity Name Case # ft lb Ksi lb Ref. Check M298 -3 6 0.00 2101.70 121.68 -1.00 -1.00 1.00 35.00 33705.00 D1 -1 0.06 49AM)24A/ S OLV6rA Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.78 M296 -2 -1 Designed MEMBERS Pipe0.1 Pipe0.11 None Design Member Results Design Load Cases Strength Service Load Case (Deflection Type) Number Number Name 1 13 Dead loads First Order (Other) 2 - 2.3.1 First Order ,1.40D 3 - 2.3.2Lr First Order ,1.20D 4 - 2.3.3Lr +W First Order ,1.20D +0.80W 5 - 2.3.4Lr First Order ,1.20D +1.60W 6 - 2.3.6 First Order ,0.90D +1.60W 7 - 2.3.7 First Order ,0.90D 8 - 2.4.1 First Order ,D 9 - 2.4.5W First Order ,D +W 10 - 2.4.6W +Lr First Order ,D +0.75W 11 - 2.4.7 First Order ,0.60D +W 12 - 2.4.8 First Order ,0.60D AISC -LRFD Steel Design Design Group: MEMBERS, Group Report, Designed As: Pipe0.11 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing at top flange (at +y): Lateral bracing at bottom flange (at -y): Fy = 50.00Ksi Pattern = Unbraced Pattern = Unbraced Combined Stresses Check: Member Load Offset Pu Muz Muy On 4Mnz 4Mny Code Unity Name Case # ft lb lb -ft lb -ft lb lb -ft lb -ft Ref. Check M296 -2 -1 6 0.00 63.77 250.48 - 116.10 13652.98 473.14 473.14 Hl-lb 0.78 Flexure Check (Strong Bending): Member Load Offset Muz Lu Cb 4Mnz Code Unity Name Case # ft lb -ft ft lb -ft Ref. Check 51296 -2 -1 6 0.00 250.48 3.77 1.95 473.14 F1 -1 0.53 Flexure Check (Weak Bending): Member Load Offset Muy 4Mny Code Unity Name Case # ft lb -ft lb -ft Ref. Check M296 -2 -1 6 0.00 - 116.10 473.14 F1 -1 0.25 Shear Check (Strong Axis): Member Load Offset Vuy -h /tw OVny Code Unity Name Case # ft lb lb Ref. Check M296 -2 -1 6 0.00 - 284.63 6.27 6505.25 F2 -1 0.04 Shear Check (Weak Axis): Member Load Offset Vuz Aw lVnz Code Unity Name Case # ft lb in ^2 lb Ref. Check M296 -2 -1 6 0.00 52.72 0.24 6505.25 H2 -2 0.01 • • 0 • 0 • •• • • • • • • • • • • • • • • • • • 0 • • • • • -4501 • • ,.• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -1388 I •• •• • • • • 6 • • • • • • • • • • •• -450 I tf"""") oO a 0 • •(� v \N) \I\)Ls WA aio\AS -296 iir \?+1,11) PROJECT: CLIENT : JOB NO. : DATE: PAGE: DESIGN BY : REVIEW BY : Eccentric Footing Design Based on AC1 318 -02 INPUT DATA COLUMN WIDTH c1 COLUMN DEPTH C2 BASE PLATE WIDTH b1 BASE PLATE DEPTH b2 FOOTING CONCRETE STRENGTI- fc' REBAR YIELD STRESS fy AXIAL DEAD LOAD PDT AXIAL LIVE LOAD Pu, LATERAL LOAD (0 =WIND, 1= SEISMIC) WIND AXIAL LOAD PLAT WIND MOMENT LOAD Mu,T WIND SHEAR LOAD Vim SURCHARGE qs SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH REINFORCING SIZE ws Df T Qa B1 B2 L1 L2 = 3 in = 3 in 3 in • 3 in 3 ksi 60 ksi = 0.161 k • 0 k 0 Wind,ASD _ -1.388 k, ASD • 0 ft -k, ASD • 0 k, ASD = 0 ksf = 0.11 kcf 2 ft 24 in 2 ksf = 1.5 ft = 1.5 ft = 1.5 ft = 1.5 ft # 5 THE FOOTING DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF., TOP LONGITUDINAL REINF., BOT. TRANSVERSE REINF., BOT. B L T 3.00 3.00 24 1 #5 3 #5 @15ino.c. 3 #5 @15ino.c. T4 ft ft in ANALYSIS DESIGN CASE 1: CASE 2: CASE 3: LOADS AT TOP OF FOOTING (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1) DL + LL P = M = e DL +LL +1.3W P M V e DL +LL +0.65W P M V e CHECK OVERTURNING FACTOR MR / Mo = Where Mo = Pftg = Psoil = MR = 0 0 0.0 -2 0 0 0.0 -1 0 0 0.0 2.1 > F = 1.5 Mv.T + Vv,T Df - PuTL2 = (0.15 kcf) T B L = 2.70 ws(Df -T)BL= 0.00 PDt,L2 + 0.5 (Pftg + P8011) L = F =1.5 for wind, IBC 1609.1.3 FOR REVERSED LATERAL LOADS, MR /Mo = 2.1 > F =1.5 Where Mo = MLAT + VLAT Df - PL,TLl _ MR = PDLL1 + 0.5 (Pftg + Psoii) L = kips ft -kips ft, fr cl ftg kips ft -kips kips ft, fr cl ftg kips ft -kips kips ft, fr cl ftg 1.2 DL + 1.6 LL 1.2DL +LL +1.6W 0.9 DL+ 1.6 W [Satisfactory] 2 k -ft k, footing weight k, soil weight 4 k -ft [Satisfactory] 2 k -ft 4 k -ft Pu = 0 kips Mu = 0 ft-kips eu = 0.0 ft, fr cl ftg Pu = -2 kips Mu = 0 ft -kips Vu = 0 kips eu = 0.0 ft, fr cl ftg Pu = -2 kips Mu = 0 ft -kips Vu = 0 kips eu = 0.0 ft, fr cl ftg CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) Service Loads CASE 1 0.25 Li CASE 2 0.75 Li CASE 3 CoIR 0.25 L2 P 0.2 L -1.6 0 -0.7 0.75 k e 0.0 1.88 0.0 2.63 0.0 Mu,coi (ft-k) ft (from center of footing) qs B L 0.0 0 0 0.0 0.0 -0.1 k, (surcharge load) (0.15 -ws)T B L 0.7 0 0.7 0.0 0.7 0.0 k, (footing increased) E P 0.9 0.2 -0.9 Pu,surch (kit) 0.0 0.00 k et. 0.0 <U6 0.0 <U6 0.0 <L/6 ft es 0.0 < B/6 0.0 < B/6 0.0 < B/6 ft qI. 0.3 Vu,surch (k) -0.3 0.0 0.0 0.0 k/ft gmax 0.1 0.0 -0.1 0.0 0.0 1.08 ksf galiow 2.0 1.08 2.7 1.08 2.7 1.08 ksf Where qL = (EP)(1+ LL) L L , for eL 5 6 2(EP) L 3(O.5L -eL)' for eL> 6 [L[1+ 6e8) , for 9MAX _ B 2qL f or 3(0.5B -eB)' DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318-02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.3) (Epu)(1+ Lu) qu„uar• = BL for eu _ 2Epu ) � 3B(0.5L -eu)' for eu> 0.85fc[1 111 Mu 0.383bd -f'c fy FACTORED SOIL PRESSURE PMax = 0.85/3,fc Eu fy EU +et p,rfrN = MIN 0.0018 d ' 3 P) t__r eB< 6 B en > 6 (cont'd) [Satisfactory] r 1 r r r 1 r 'T 1 r r Factored Loads CASE 1 0.25 Li CASE 2 0.75 Li CASE 3 CoIR 0.25 L2 Pu 0.2 L -2.0 0 -2.1 0.75 k eu 0.0 1.88 0.0 2.63 0.0 Mu,coi (ft-k) ft 7%01- 0.0 0 0.0 0.0 0.0 -0.1 k, (factored surcharge Toad) y[0.15T + ws(Df- T)]BL 3.2 0 3.2 0.0 2.4 0.0 k, (factored footing & backfill loads) E Pu 3.4 0.2 1.2 Pu,surch (kit) 0.4 0.00 k eu 0.0 <U6 0.0 <U6 0.0 <U6 ft qu, max 0.381 0.0 0.135 0.0 0.039 0.0 ksf FOOTING MOMENT & SHEAR AT LONGITUDINAL Section 0 0.25 Li 0.50 Li 0.75 Li Cols CoIR 0.25 L2 0.50 L2 0.75 L2 L Xu (ft, disc from left of footing) 0 0.38 0.75 1.13 1.38 1.63 1.88 2.25 2.63 3.00 Mu,coi (ft-k) 0 0 0 0 0 0.0 -0.1 -0.1 -0.2 -0.3 Vu,u,i(k) 0 0.0 0.0 0.0 0.0 0.2 0.2 0.2 0.2 0.2 Pu,surch (kit) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,surch (ft -k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,ftg & fill (klf) 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 Mu,ftg &fill (ft-k) 0 -0.1 -0.3 -0.7 -1.0 -1.4 -1.9 -2.7 -3.7 -4.9 Vu,ftg & fill (k) 0 0.4 0.8 1.2 1.5 1.8 2.0 2.4 2.8 3.2 qu,soil (ksf) 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 Mu,sotl (ft-k) 0 0.1 0.3 0.7 1.1 1.5 2.0 2.9 3.9 5.1 Vu,soi1(k) 0 -0.4 -0.9 -1.3 -1.6 -1.9 -2.1 -2.6 -3.0 -3.4 E Mu (ft-k) 0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0 E Vu (kips) 0 0.0 0.0 -0.1 -0.1 0.1 0.1 0.0 0.0 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 2 Section • 0 0.25 L, 0.50 L1 0.75 L1 Cols CoIR 0.25 L2 0.50 L2 0.75 L2 L Xu (ft, dist from left of footing) 0 0.38 0.75 1.13 1.38 1.63 1.88 2.25 2.63 3.00 Mu,coi (ft -k) 0 0 0 0 0 0.3 0.8 1.5 2.3 3.0 Vu.u01(k) 0 0.0 0.0 0.0 0.0 -2.0 -2.0 -2.0 -2.0 -2.0 Pu,surch (kif) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,surch (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 V,,,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,ftg &fin (klf) 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 Mu,ftg & fin (ft-k) 0 -0.1 -0.3 -0.7 -1.0 -1.4 -1.9 -2.7 -3.7 -4.9 Vu,ftg &fin (k) 0 0.4 0.8 1.2 1.5 1.8 2.0 2.4 2.8 3.2 qu,soil (ksf) 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 Mu,soli (ft-k) 0 0.0 0.1 0.3 0.4 0.5 0.7 1.0 1.4 1.8 Vu,soil (k) 0 -0.2 -0.3 -0.5 -0.6 -0.7 -0.8 -0.9 -1.1 -1.2 E Mu (ft-k) 0 0.0 -0.2 -0.4 -0.6 -0.6 -0.4 -0.2 0.0 0 E Vu (kips) 0 0.3 0.5 0.8 0.9 -0.9 -0.8 -0.5 -0.3 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3 Section Xu (ft, dist. from left of footing) Mu,col (ft-k) Vu, 01(k) Pu,surch (kif) 0 0 0 0 0.00 0.25 L1 0.38 0 0.0 0.00 0.50 L, 0.75 0 0.0 0.00 0.75 L, 1.13 0 0.0 0.00 Cols 1.38 0 0.0 0.00 CoIR 1.63 0.3 -2.1 0.00 0.25 L2 1.88 0.8 -2.1 0.00 0.50 L2 2.25 1.6 -2.1 0.00 0.75 L2 2.63 2.3 -2.1 0.00 L 3.00 3.1 -2.1 0.00 Mu,suroh (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,ftg & fill (klf) 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Mu,ftg & fin (ft-k) 0 -0.1 -0.2 -0.5 -0.8 -1.1 -1.4 -2.1 -2.8 -3.6 Vu,ftg & fill (k) 0 0.3 0.6 0.9 1.1 1.3 1.5 1.8 2.1 2.4 clu,soil (ksf) 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Mu,soil (ft -k) 0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.5 Vu,soil (k) 0 0.0 -0.1 -0.1 -0.2 -0.2 -0.2 -0.3 -0.3 -0.4 E Mu (ft -k) 0 0.0 -0.2 -0.4 -0.7 -0.7 -0.4 -0.2 0.0 0 E Vu (kips) 0 0.3 0.5 0.8 1.0 -1.0 -0.8 -0.5 -0.3 0 DESIGN FLEXURE Location Mu,max Mu d (in) Pmin Prego Pmax smax k Use Pprovo Top Longitudinal -0.7 ft -k 21.69 0.0000 0.0000 0.0155 no limit 23.4 1 # 5 0.0004 Bottom Longitudinal 0.1 ft-k 20.69 0.0000 0.0000 0.0155 18 3 # 5 @ 15 in o.c. 0.0012 Bottom Transverse 0 ft -k / ft 20.38 0.0000 0.0000 0.0155 18 3 # 5 @ 15 in o.c. 0.0013 CHECK FLEXURE SHEAR Direction Vu max Mu OVc = 2 4) b d (fc) °'5 check Vu < 0 Vu Longitudinal 1.0 k 61 k [Satisfactory] Transverse 0.3 k / ft 20 k / if [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) v(psi) = p- R +0.57VMub1 r llrrAp J J =1 d61 JL1 +rb 12+3011 R = I`publb2 11 J l J Af Ap= 2(b1 +b2)d 1 7y =1 1 3�b1 �I 2 of =BL Ove(Ps0= 0(2 +y) fc y = fc b0 (coned) [Satisfactory] b0= d , b1=( 0. 5ci +0.5b1 +d),b2= (0.5c2 +0.5b2 +d) Case Pu Mu b1 b2 b0 Yv Pc y Af Ap R J vu (psi) I) vu 1 0.2 0.0 23.4 23.4 0.6 0.4 1.0 2.0 9.0 13.2 0.1 10.0 0.1 164.3 2 -2.0 0.0 23.4 23.4 0.6 0.4 1.0 2.0 9.0 13.2 -0.9 10.0 -0.6 164.3 3 -2.1 0.0 23.4 23.4 0.6 0.4 1.0 2.0 9.0 13.2 -0.9 10.0 -0.6 164.3 where = 0.75 (ACI 318-02, Section 9.3.2 3 ) [Satisfactory] PROJECT: CLIENT : JOB NO. : DATE: PAGE: DESIGN BY : REVIEW BY : Eccentric Footing Design Based INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTI- f� REBAR YIELD STRESS fy AXIAL DEAD LOAD PDL AXIAL LIVE LOAD Pu_ LATERAL LOAD (0 =WIND, 1= SEISMIC) WIND AXIAL LOAD WIND MOMENT LOAD WIND SHEAR LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH n AGi 318-02 c, = 3 in c2 = 3 in b, = 3 in b2 = 3 in 3 ksi 60 ksi = 0.078 k = 0 k = 0 Wind,ASD PLAT = -0.45 k, ASD MLAT = 0 ft -k, ASD VLAT = 0 k, ASD qs = 0 ksf ws = 0.11 kcf Df - 2 ft T = 24 in Qa = 2 ksf B1 = 0.75 ft B2 = 0.75 ft L1 = 0.75 ft L2 = 0.75 ft # 5 FOOTING LENGTH REINFORCING SIZE THE FOOTING DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF., TOP LONGITUDINAL REINF., BOT. TRANSVERSE REINF., BOT. B = 1.50 L = 1.50 T = 24 1 #5 2 #5 @12inc.c. 2 #5@ 12 inc.c. ft ft in ANALYSIS DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1) CASE 1: DL + LL P = 0 kips M = 0 ft -kips e = 0.0 ft, fr cl ftg DL + LL + 1.3W P = -1 kips M = 0 ft -kips V = 0 kips e = 0.0 ft,fr clftg DL + LL + 0.65 W P = 0 kips CASE 2: CASE 3: CHECK OVERTURNING FACTOR MR /Mo = Where Mo = Pftg = ['soil = MR = M = 0 ft -kips V = 0 kips e = 0.0 ft, fr cl ftg 1.7 > F = 1.5 MLAT + VLAT Df - PLATL2 = 0 k -ft 1.2 DL + 1.6 LL 1.2 DL + LL + 1.6 W 0.9 DL+ 1.6 W [Satisfactory] (0.15 kcf) T B L = 0.68 k, footing weight ws (Df - T) B L = 0.00 k, soil weight POLL2 + 0.5 (Pftg + Pea) L = 1 k -ft F = 1.5 for wind, IBC 1609.1.3 FOR REVERSED LATERAL LOADS, MR /Mo = Where Mo = MR = 1.7 > F = 1.5 MLAT + VLAT Df - PLATL1 = PDLL, + 0.5 (Pftg + Psou) L = [Satisfactory] 0 k -ft 1 k -ft Pu Mu eu Pu Mu Vu eu Pu Mu Vu eu 0 kips 0 ft -kips = 0.0 ft, fr cl ftg _ -1 kips 0 ft-kips 0 kips = 0.0 ft, fr cl ftg -1 kips = 0 ft-kips 0 kips 0.0 ft, fr cl ftg • (cont'd) CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) Service Loads CASE 1 CASE 2 CASE 3 �n /1:1) , t P e 0.1 -0.5 -0.2 0.0 0.0 0.0 k ft (from center of footing) k, (surcharge Toad) cis B L 0.0 0 0.0 (0.15 -ws)T B L 0.2 0.2 0.2 k, (footing increased) E P et. ea 0.3 -0.3 0.0 0.0 < U6 0.0 < U6 0.0 < U6 0.0 < B/6 0.0 < B/6 0.0 < B/6 k ft ft qt. gmax 0.2 -0.2 0.0 0.1 -0.1 0.0 k / ft ksf Ballow 2.0 2.7 2.7 ksf DESIGN (ACI 318-02 quomx 0.85 P= Where qL- / l (EP )I 1+ L`) L < - l qL(1+ BB 1 \ ea <_ 1-B6B6 [Satisfactory] ee >3(0.5L r.. r Y r r r r r r r t t_ r r t 'T t r L , for eL 6 gMAX = 2(EP) L B for 2qL FLEXURE = & SEC.15.4.2, (Epu) CHECK ' 1 +6iu for eL >- -eL)' 6 FLEXURE SHEAR 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.3) I L / <- for 3(0.5B -eu)' t_. foru f e BL 0.85 6 - far f c Eu Ptiux fY Eu +et 2(EPu) 1 1 1 1 1 1 for eu >L 3B(0.5L -eu)' 6 f /1 1 Mu Z T 4 1 0.383bd fe) Panv =MINI 0.0018 ' , o)J fy FACTORED SOIL PRESSURE Factored Loads CASE 1 CASE 2 CASE 3 Pu eu 0.1 -0.6 -0.6 0.0 0.0 0.0 k ft y gs B L 0.0 0.0 0.0 k, (factored surcharge load) y[0.15T +ws(Df -T)]BL 0.8 0.8 0.6 k, (factored footing & backfill loads) E Pu eu 0.9 0.2 0.0 0.0 <U6 0.0 <U6 0.0 <U6 k ft qu, max 0.402 0.082 -0.019 ksf FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1 Section Xu (ft, dist. from left of footing) Mu,coi (ft-k) Vu,c01 (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fin (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) gu,soil (ksf) Mu,soll (ft -k) Vu,soi1 (k) E Ma (ft -k) 1 Vu (kips) 0 0 0 0 0.00 0 0 0.54 0 0 0.40 0 0 0 0 0.25 L1 0.19 0 0.0 0.00 0.0 0.0 0.54 0.0 0.1 0.40 0.0 -0.1 0.0 0.0 0.50 Lt 0.38 0 0.0 0.00 0.0 0.0 0.54 0.0 0.2 0.40 0.0 -0.2 0.0 0.0 0.75 Lt 0.56 0 0.0 0.00 0.0 0.0 0.54 -0.1 0.3 0.40 0.1 -0.3 0.0 0.0 Cols 0.63 0 0.0 0.00 0.0 0.0 0.54 -0.1 0.3 0.40 0.1 -0.4 0.0 0.0 CoIR 0.88 0.0 0.1 0.00 0.0 0.0 0.54 -0.2 0.5 0.40 0.2 -0.5 0.0 0.0 0.25 L2 0.94 0.0 0.1 0.00 0.0 0.0 0.54 -0.2 0.5 0.40 0.3 -0.6 0.0 0.0 0.50 L2 1.13 0.0 0.1 0.00 0.0 0.0 0.54 -0.3 0.6 0.40 0.4 -0.7 0.0 0.0 0.75 L2 1.31 -0.1 0.1 0.00 0.0 0.0 0.54 -0.5 0.7 0.40 0.5 -0.8 0.0 0.0 L 1.50 -0.1 0.1 0.00 0.0 0.0 0.54 -0.6 0.8 0.40 0.7 -0.9 0 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL S Section 0 0.25 L1 0.50 Li 0.75 L1 CoIR CoIR 0.25 L2 0.50 L2 0.75 L2 L Xu (ft, dist. from left of footing) 0 0.19 0.38 0.56 0.63 0.88 0.94 1.13 1.31 1.50 Mu,coi (ft -k) 0 0 0 0 0 0.1 0.1 0.2 0.4 0.5 Vu,001 (k) 0 0.0 0.0 0.0 0.0 -0.6 -0.6 -0.6 -0.6 -0.6 Pu,surch (kit) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,sumh (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,ftg &fin (klf) 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 Mu,ftg & fill (ft-k) 0 0.0 0.0 -0.1 -0.1 -0.2 -0.2 -0.3 -0.5 -0.6 Vu,ftg & fill (k) 0 0.1 0.2 0.3 0.3 0.5 0.5 0.6 0.7 0.8 4u,soil (ksf) 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 Mu,soil (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 Vu,soil (k) 0 0.0 0.0 -0.1 -0.1 -0.1 -0.1 -0.1 -0.2 -0.2 E Mu (ft -k) 0 0.0 0.0 -0.1 -0.1 -0.1 -0.1 0.0 0.0 0 E Vu (kips) 0 0.1 0.2 0.2 0.3 -0.3 -0.2 -0.2 -0.1 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS F Section 0 0.25 L1 0.50 L1 0.75 L1 Cols CoIR 0.25 L2 0.50 L2 0.75 L2 L X. (ft, dist from left of footing) 0 0.19 0.38 0.56 0.63 0.88 0.94 1.13 1.31 1.50 Mu,col (ft-k) 0 0 0 0 0 0.1 0.1 0.2 0.4 0.5 Vu,col (k) 0 0.0 0.0 0.0 0.0 -0.6 -0.6 -0.6 -0.6 -0.6 Pu,surch (klf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,su (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,su (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,ftg & fin (klf) 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 Mu,ftg & fin (ft-k) 0 0.0 0.0 -0.1 -0.1 -0.2 -0.2 -0.3 -0.3 -0.5 Vu,ftg & fill (k) 0 0.1 0.2 0.2 0.3 0.4 0.4 0.5 0.5 0.6 4u,soil (ksf) -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 Mu,son (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,soil (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E Mu (ft -k) 0 0.0 0.0 -0.1 -0.1 -0.1 -0.1 0.0 0.0 0 E Vu (kips) 0 0.1 0.2 0.2 0.3 -0.3 -0.2 -0.2 -0.1 0 DESIGN FLEXURE Location Mu,max Mu d (in) Pmin Prego Pmax Smax 31 k use Pprovo Top Longitudinal -0.1 ft -k 21.69 0.0000 0.0000 0.0155 no limit 0.6 0.4 1 # 5 0.0008 Bottom Longitudinal 0.0 ft -k 20.69 0.0000 0.0000 0.0155 18 2 # 5 @ 12 in o.c. 0.0017 Bottom Transverse 0 ft -k / ft 20.38 0.0000 0.0000 0.0155 18 2 # 5 @ 12 in o.c. 0.0017 CHECK FLEXURE SHEAR Direction Vu,max Mu $Vc = 2 $ b d (fc) °'5 check Vu <4) Vc Longitudinal 0.3 k 31 k [Satisfactory] Transverse 0.2 k / ft 20 k / ft [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) vu(pSZ) = pu - R ±0.5y vM ubi ((( llrrAp J J = [d61 JLl +rb \2 +3r bl /] R = Publb2 l J 11 J Af Ap= 2(bi +b2)d 1 yv =1 1 +3�b1 �I 2 Af =BL Ovc(Ps = 0(2 +Y) .fc y =MIN 2, ,40 d �c b0 (contd) [Satisfactory] bp= d ' bl=( 0. 5c1 +0.5b1 +d),b2= (0.5c2 +0.5b2 +d) Case Pu Mu b1 b2 bo Yv Re Y Ar Ap R J vu (psi) $ VC 1 0.1 0.0 20.7 20.7 0.6 0.4 1.0 2.0 2.3 11.7 0.1 7.2 0.0 164.3 2 -0.6 0.0 20.7 20.7 0.6 0.4 1.0 2.0 2.3 11.7 -0.8 7.2 0.1 164.3 3 -0.6 0.0 20.7 20.7 0.6 0.4 1.0 2.0 2.3 11.7 -0.9 7.2 0.1 164.3 where $ = 0.75 (ACI 318-02, Section 9.3.2.3 ) [Satisfactory] -4361 • • • • • • • • • • 0 • 0 • • Lo GJ COY v\ VCIAcAT -tdv■ \ibLckvri *a\Ns • • 0 0 • • • is -1289 • • 0 • • • • it • `°I • 0 0 0 • • • • 0 • 0 11.1.11 1611111111r ® User application PROFlS Anchor 1.11.20 Company. Sheet 1 of 4 Specifier. Project: Adder Contract No„ n 1j" [1 Phone/Fax -/- Responsble: S1) http: //w m.ushilti.corn/ E -Mail: Location/Date: -/ 5/31/2011 Specifiers comments: Anchor type and size: Kwik Bolt 3 (KB3 )-1/2 Effective embedment depth: hef=2.25 in. Material: Carbon Steel Proof: design method: lilti ASD from lilfi Product Technical Guide Stand -off installation: eb = 0.00 in. (no stand -off); t = 0.25 in. Anchor plebe: CUSTOM; ff = 36000 ps; Ix x l x t = 2.00 x 8.00 x 0.25 in. Base material: unaacled concrete 3000, fc' = 3000 ps; h = 8.00 in. Reinforcement - Anchor Geometry lin.1 plan view AY section A M/2 haf=2.2 z x II 0 h ri rn M m x c o 2 o O "' lx =2.Y1 > m to section B z Y 0 N-. cn o) EM h =8.00 6.00 393.70 1y =8.00 1 section A 4 Loading Goveming loads[lb, N = 577 M== 1800 in.-lb] Goveming loads[lb, in. -lb] Vy= 881 My= 1000 N 577 V 6 Vr 881 0 --•� ,r-1 It M„ M„ 1000 1800 M, x Eccentricity (structural section) [in.] ex =0.00; ey =0.00 Vx= 6 M =0 Input data and results must be checked for agreement with the eidsting conditions and for plausibility! PROF1S Anchor ( c ) 2003 Hilti AG, FL -9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan PEI Lair I User application PROFIS Anchor 1.11.20 Company Sheet 2 of 4 S • peafier. Project: Address Contrail Isb.: (k1 1 Phone/Fax - / - Respond ble: http: /MNwv.ushilti.00m/ E -Mail: Location/Date:- /5/31/2011 Load case (governing): Anchor reactions Db] Tension force: ( +Tenson - Pressure) 2 T� : .:4,:. on Anchor Tendon force Shearforoe 1 2 876 876 570 566 max conaete compressive strain max concrete compressive dress resulting tendon force [lb]: 1751 resulting compression force [lb]: Loads on the critical anchor roc]: 0.17 [pd]: 660 1174 2 — Design values [lb] Utilization [ %] Proof — Load Strength RN / RI/ Status Tension load 876 1417 62/- OK Shear load (no bending) 567 2204 -/ 26 OK Combined tension and shear loads RN Rv a Utilization RN,V IN Status 0.618 0.257 1.667 55 OK RN +Rv< =1 Details fA,N fA,V fRN fRV indshearthread 0.991 0.998 1.000 0.889 0 *0: shear through the bolt 1: stearthrough the threads all (Mb] all Vb] all Na all V. all M[in. -Ib] N,c[Ib] V,a,[Ib] 1430 2485 - - 678 1417 2204 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c ) 2003 Hilti AG, FL 9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company. Sheet 3 of 4 111•14111 Lair • • User application PROFIS Anchor 1.11.20 Specifier. Project: Address Contract No.: iii Phone/Fax - / - Res )onsbl e: http : //wmv..ushiIti.com/ E -Mail: Location/Date: - / 5/31/2011 Anchorplate, steel: CUSTOM; fN, = 36000 psi Section type: - no profile (0.00 x 0.00 x 0.00) Hole diameter df = 0.56 in. ny Recommended plate thickness. not calculated 0 0 IR x > 2 o 0 v O 0 0 0 1: 1 0 0 0 1.000 1.000 ` 1.000 1.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 Hilti AG, FL -9494 Schaan Hilti is a registered Trademait of Hilti AG, Schaan IMII I aril ii Il User application PROFIS Anchor 1.11.20 Company 9 Sheet 4 of 4 /1/./) Specifier. Project: Address Contract No.: Phone/Fax -/- Resoonable: http://www.ushilti.com/ E -Mail: Location/Date:- /5/31/2011 Coord'naies Anchor [n.] Anchor x y Anchor x y Anchorplate [n.] x y x y 1 1 I 0.00 I -2.50 I 2 0.00 I 2.50 -1.00 4.00 1.00 -4.00 1.00 4.00 - 1.00 -4.00 Input data and results must be checked for agreement with the Boasting conditions and for plausibility! PRGFIS Anchor ( c ) 2003 Hilt AG, FL-9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WtND VELOCITY. REMOVABLE CANVAS MUST BE REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M/S) AND /OR HURRICANE WARNING OR ALERT IS ADVISED. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE CANVAS DURING SUCH PERIODS OR TIME. A GI t to SEE DETAIL 'B" (TYI 1 Miami Shores Village APPROVED BY DATE SEE DETAIL "A" (TYP) ALL SECONDARY MEMBERS TUBE 1.315 O.D. X 0.104 THKS (GALVANIZED 8840) (UNLESS NOTICED OTHERWISE) SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS 0 SEE DETAIL "D" (TYP) G SEE DETAIL "C" TYPICAL CONNECTION DETAIL "A" SCALE : N.T.S. F2 F1 ALL COLUMNS SHALL BE STEEL ASTM A501 PIPE 2 SCH40 (UNLESS NOTICED OTHERWISE) ISOMETRIC SCALE : N.T.S. F2 REVISIONS NO. DATE iEngineer PLLC, CA# 29119 Consuliing Engineers. 17980 NE 31 CT #1328, AVENTURA FL 33180 PHONE (954) 274 -2429 Web site: www.lengineerplic.com E- mail: juan@lengineerpilc.com 43 NW 91st St, Miami Shores, FL 33150 NOTE: - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAIMNGS AND CALCULATIONS. COPYRIGHT Engineer. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. DATE OS 31 -2D11 SAA.SSHOVUi4 `GNED 1 M. J DRAWN J.M. t DRAWING NO. SD -1 SHEET 1 Or 2 . .STRUCTURAL NOTES EXISTING EXISTING 5/8" STUCCO GENERAL NOTES: . . ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN WIND LOADS: CONCRETE WALL +1"'14 I CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS MUST BE REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M/S) AND /OR HURRICANE WARNING OR ALERT IS ADVISED. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE CANVAS DURING SUCH PERIODS OR TIME. 3 y ' UNE OF FINISH WALL 1- " "' 3t�s , fi" 2" 3<16 t, VIEW STEEL ANGLE ASTM A38 I L 2 X 2 X 1/4 X sa LG W/ 1 KWIK BOLT -3 BY HI 11 TOP Ifl,, 1 • °0X3 °MIN. EMBED. 1- 2" eo INTO CONCRETE OR ip` . 3D M GROUT ALL CELL MASONRY (f 3,000 p-9.1.) VIEW FRONT DETAIL "B" THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2007 AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2007 AND ASCE 7 -05. WIND VELOCITY : 90 MPH EXPOSURE CATEGORY : C GCPI : ± 0.0 KD : 0.85 IMPORTANCE FACTOR : 0.77 (ACCORDING TO FBC 2007 3105.42.1) STRUCTURAL STEEL: SCALE: N.T.S. 43 PAN 91st St, Miami Shoes, FL 33150 STEEL COLUMN COL WELDED AT F O► GT I N G SCHEDULE THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC -ASD. ALL ANGLES SHALL BE ASTM A36, Fy=36Ksi OR APPROVAL EQUAL U.N.O. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED, Fy= 50KsI.OR APPROVAL EQUAL U.N.O. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI, U.N.O. WITH WASHERS UNDER THE TURNED ELEMENT U.N.O. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF- THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E60XX LOW - HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. CONCRETE: 1/$ (/ / _ a ° 4 ` 4 4 4 —_ MARK SIZE REINFORCING -I _ I I I I 1 I L X L HEIGHT (B) BOTTOM =III —� ° 0 4 ° . a �d ° ti _ -I I- F -1 3'-O" x 3' -00 24" 3#5 E.W. _I IL i (( F -2 1'-6" x 1'-60 240 2#5 E.W. ISOLATED CONCRETE FOOTING FOUNDATION DETAIL DETAIL "C" SCALE: N.T.S. 4 d • ° • • • J 1N 3 1/2" CL ° ° ° a° o °CL 31 /2 CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 3,000 PSI REGULAR WEIGHT FOR FOOTINGS. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME - STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. ALL CONCRETE SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD C-309, TYPE 1. CURING COMPOUNDS SHALL HAVE A FUGITIVE DYE. THE CURING COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE VISIBLE WATER HAS LEFT THE UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK. OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER. -f — L X L STEEL CAP PLATE 118 1/8 "'„, -r< „t- + 4 X 4 X 1/4 FESS /p'ti � VALID ONLY WITH RAISE PE SEAL VAL'O FOR (1) P?RM1TONLY , >e (c. Morello 'FL -. P.E. #89818 1/8 COLUMN * �� /NEMO exori31 -2011 J o x La 0 FRONT SCHEMATIC & • SIDE NOTE. - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. VIEW COPYRIGHT 'Engineer. THIS DOCUMENT IS THE PROPERTY OF DETAIL "D” !ENGINEER AND SHALL NOT BE REPRODUCED IN VVHOLE OR PART WI ROUT WRITTEN CONSENT OF THE rsCA1 1 l AS SHOWN J (DEsIONED 1 ` J.M, J [",FaN j oRAWINC; NO. I. SD 2 f ISHEer 2 OF 2 SCALE : N.T.S. CERTIFYING ENGINEER