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ACT-11-1166Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 161419 Permit Number: ACT -6 -11 -1166 Scheduled Inspection Date: August 22, 2011 Inspector: Bruhn, Norman Owner: LOUZADO, LYLLIAM Job Address: 33 NW 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: JC AWNING INC Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: Miscellaneous Phone Number Parcel Number 1131010330150 Phone: (305)910 -6336 Building Department Comments 20X10 AWNING CANOPY Passe Failed e;.6,4J/ Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CG August 19, 2011 For Inspections please call: (305)762 -4949 Page 6 of 32 cl\e-RD/ \\\--`vr\ n i4i c rL Miami Shores Village Building Department 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 No. 46C-11 1 Master Permit No. Permit Type: BUILDING ROOFING OWNER: Name (Fee Simple Titleholder): 0 1 CA Q J) Z. a V a A `' j 0 Phone #: Address: 33 3 N(i, 8 511 City: 1p ) M f cb a ( FS State: -FL Zip: 331 'D Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: City: Folio/Parcel #: 33 Ni-1 5-/ Miami Shores County: Miami Dade Zip: 33 / O Is the Building Historically Designated: Yes NO ` Flood Zone: CONTRACTOR: Company Name: ,-7--,--e 4/A./ nip? t4 9 S .Tei C Phone #: . .W.6�— 7 / 0!v 6 . Address: / a 76- 6A-) 55" 5f # 32 City: /1/G-Iat G) ` State: f L Zip: 3 0/ -7.-- Qualifier Name: ,r, /`,/ � .¢C� e- Phone #: 06---1/6) �� . State Certification or Registration #: ,,ea-3 Certificate of Competency #: 6?-65(9030 Contact Phone #: Email Address: DESIGNER: Architect/Engineer: Phone #: Value of Work for this Permit: $ / C ®V, 6C Square/Linear Footage of Work: 2 00 Type of Work: ❑Addition DAlteration ONew ORepair/Replace Description of Work: ,I(A)P1 t'vt g ODemolition i **** ***x****** *x::+x**** *** * *** *** ****** ees****,**a ****** * **** ** ********** * *** * **** ***** Submittal Fee $ , ,� ,�, Permit Fee $ ,, LJ CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ I L(Q [1(:) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S At'N'iDAVIT: 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. Owner or Agent The forego* instrument was acknowledged before me thi day of �/ 20 �� by /e/ e, e—abia -2?" who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC' Sign: Print: My Commission Expires: ao1PS+;?yeGc AWAV.PEREZ MY COMMISSION * EXPIRES: May 22, 2013 Bowled 1tmu Budget Signature Contractor The foregoing instrument was acknowledged before me this) day of V Ge , 20 4, by Nd �4'eE ,*PT j' who is personally known to me or who has produced as identification and who did take an oath. My Commission Expires: a°4;."*'ueuo MIA V. PEREZ * MY COMMISSION #DD855941 f EXPIRES: May 22, 2013 :NoR t,te Bonded T ru Budget New S�Cas * * * * * * * * * * * * * * * * * * * * * * * ** **** u:+ x**> K**+ x***** *u:*+ x***** *m *+ x*** *u:******************** **+ x******+x************* ** APPROVED BY Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09) Clerk 06/27/2011 13:44 3055597944 PP INSURANCE PAGE 01/01 DATE (MMIDDIW) °',.. CERTIFICATE OF LIABILITY INSURANCE 06/27/11 PRODUCER The P & P Insurance Agency, Inc. 2705 SW 142 Ave Miami, FL 33175 Phone (305)559 -7942 INSURED JG AWNINGS INC 1275W35St #32B HIALEAH, FL 33012- (305) 910-6336 COVERAGES Fax (305)559 -7944 THIS CERTIFICATE IS ISSUED AS 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 FOLIC ES BELOW. INSURERS AFFORDING COVERAGE NAtC # INSURER A, GM UNDERWRITERS INSURER B: INSURER C. INSURER 0: INSURER E: THE POLICIES OF INSURANCE LISTED 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 I5 SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. _ INSR LTR A ADD'L INSRD 0 0 0 TYPE OF INSURANCE POLICY NUMBER GENERAL LIABILITY © COMMERCIAL GENERAL LIABILITY 00 CLAIMS MADE © OCCUR 0 0 GUM AGGREGATE LIMIT APPLIES PER: ❑ POLICY ❑ PROJECT ❑ LOG AUTOMOBILE LIABILITY ❑ ANY AUTO ❑ ALL OWNED AUTOS ❑ SCHEDULED AUTOS ❑ HIRED AUTOS ❑ NON OWNED AUTOS GMG -2776 POLICY EFFECTIVE POLICY £XPI 11ON DATE (MMIDDYYYY DATE (MWU D 08/16/2010 NONE GARAGE LIABIUTY ❑ ANY AUTO EXCESS / UMBRELLA LIABILITY ❑ OCCUR ❑ CLAIMS MADE ❑ DEDUCTIBLE ❑ RETENTION $ NONE NONE WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR / PARTNER / EXECUTIVE OFFICER / MEMBER EXCLUDED? (Mandatory In NH) Eyes, desanbe under SPECIAL PROVISIONS below OTHER DE- SCRIPTION OF OPERATIONS t LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS NONE NONE 08/16/2011 LIMITS EACH OCCURRENCE 15AMA0 1Z5'RENTED PREMISES (Ea occurrence) MED EXP (Any one person) PERSONAL &ADV INJURY GENERAL AGGREGATE PRODUCTS - COMP /OP AGG DEDUCTIBLE COMBINED SINGLE LIMIT (Ea accident) - BODILY INJURY Per person) BODILY INJURY (Per accident) 300.000 100.000 5.000 300.000 300.000 300.000 500.00 PROPERTY DAMAGE= (Per accident) AUTO ONLY - EA ACCIDENT OTHER THAN EA ACC AUTO ONLY: EACH OCCURRENCE AGO AGGREGATE ❑ ORY. LIMBS. 0 OFRH E.L EACH ACCIDENT E.L. DISEASE - EA EMPLOYEE E.L. DISEASE . POLICY LIMIT AWNING INSTALLATION CERTIFICATE HOLDER CITY OF MIAMI SHORES 10050 NE 2 AVE MIAMI SHORES, FL 33138 ACORD 25 (2009/01) QF CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL. ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SOS IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURE IT AGE TS OR REPRESENTATIVES. AUTHORIZED REPRESENTAT :ay` LEONOR PEREZ rittejltE ®1988 -2008 • • RD •T• - PORATION. All right reserved. The ACORD na e and logo are registered marks of ACORD Cci I sbk--- Permit No: 11 -1166 Job Name: June 30, 2011 Miami Shores Viiiage Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) 3105.4.4 The horizontal projection of cantilevered portions shall not be greater than two times the height. The design must include columns. Plan review is not complete, when all items above are corrected, we will doa complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Permit No: 11 -1166 Job Name: June 30, 2011 IVIiami v7 hores V illage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) 3105.4.4 The horizontal projection of cantilevered portions shall not be greater than two times the height. The design must include columns. Plan review is not complete, when all items above are corrected, we will doa complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 1 lanning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)758 -8972 Folio Number:1131010330150 Owner's Name: LYLLIAM LOUZADO Job Address: 33 98 Street Miami Shores, FL 33138- Owner's Phone: Total Square Feet: Total Job Valuation: 200 $ 1,600.00 Contractor(s) JC AWNING INC Phone (305)910 -6336 Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: Yes Comments: Date Approved: 6/27/2011: Yes �T 1 Miami hores Village Miami hores Village APPROVED ZONING DEPT BLDG DEPT w SUBJECT TO CO. .' '1 IAN fl '^11TH ALL FEDERAL 412 49Z. 3 • S4 13.1,? % e 83o ue_ o des v8 ,pos 00 S tier ,. uoT1.32puo3ui auoz poo14 TJTA.,:ta °alt 9Q2 , C' a/ • ,. ..' -.N. ..Z',// tier ,. uoT1.32puo3ui auoz poo14 TJTA.,:ta °alt 9Q2 ,y /- "r77"�' .�'�.`� ,�"�'�, "-N .. .`^_`�- '�'�"�� -^!f �.'.+ -�+ _w,�'�+.±�., r. .rS" ""'•,�'��;;�'!rSY ^� �a 1,.!! 1rc kiyi11fiS�iI�tl�iITE� 11f1��11111(l�filc��iL�� 11 1 111 17,1' 1 (2'i171717 ��f1�111�117��1��:. certificate of jftame 3&.ettante REGISTERED APPLICATION CONCERN No. F-06901 ISSUED B7 HERCUL :. -. = ii:' +,JC`: "'w INC PO BOX 4'..:' 1*'F'IT G'SV PA 1 Date Work Performed 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;4LLC AT — It rte. 1,1f4 ; P ETE COHEN t' CITY CLEVELAND 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 Fire 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 Stag Fire Marshal for such use. p,' E J N i R �,.' D ',' S {�W' I_ °'.._. Trade name of flame- resistant fabric or material used' ' Reg. No. :),,19):11 The flame Retardant Process Used "' NUT Be Removed By Washing (will or will not) Nome of Production Superintendent ='1 "EPH1ANTE MU ER T, C M NA F 0. By Title .,x ;J�1)f j %tT1% , TJ['7r . I Tt f, I �'C TS )t' ,t r ,i"c1 !Y. ? T r . LC ..„It I.TT7CI1t ?C i g C' E,�. 1,., � � ���.,. i T,�� I r� t.; i CI ��C�� (.1I,IT.�1,��� r ,� I,., _ j' �ji�T »t7 11I I S I LL f xp 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 Control/ lot # ALL X Customer order* '397841.04 Tri Vantage, LLC invoice # JESUS AWN I NC6 467 W 28TH STREET NTAL.EAH FL 3301C By A- uantity WEi3LCN CP27i i5"- 7: +: C!? K BR;: iF!N Description 9x - < Product Code r 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 COVER SHEET DATE: July 24, 2011 PROJECT: Awning ADDRESS: 33 NW 98th St, Miami Shores, FL 33150 CLIENT: / 24 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 24. 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 24. iEngineer PLLC, CA #29119 Juan C. Moreno, F.L Reg PTE# 69818 PROJECT "AWNINGS for 33 NW 98th St; Ml rYii Shores, FL 33150" VALID ONLY FOR ONE (1) PERMIT ONLY. VALID ONLY WITI1 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.iengineerplic.com; E -mail: juan(aiengineerplic.com PAGE ii/24 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 Frame with Length and dead load (self weight) 2 Wind Loads 3 Members' design 4 Load combination's reactions 7 Wall anchors connections design (single) 8 Wall anchors connections design (double) 14 Dead and wind Toad reactions 20 Concrete footing design 22 PROJECT "AWNINGS for 33 NW 98th 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, Kd = 0.85, Kh = 0.85 qh = 0.00256 x Ka x Kd x Kh x V2 x 1 qh = 11.5 psf Length = 10 ft Width = 20.33 ft Area = Length x Width /6 Area = 33.9 sf ASCE 7 -05 Figure 6 -5 GCP1 = 0.00 (open buildings) ASCE 7 -05 Figure 6 -14A GCp = -1.55 zone 2') Pdesign = qh X [(GCp) — (GCpi)) Pdesign = 17.8 psf tAd 31za U,, ,9..A k. ®G..� \) ■Axi 1 cAAA.c. IC a-kyc )Aek Design Group: Steel_ Beam Z_G02 per AISC LRFD (2005) Designed As: Pipe 1.31 x 0.083, Material: \Steel1ASTM A992 Grade 50 Combined Check Member Name BmZ008 -16 Result Case 0.9D +1.6W +1.6H » +X Offset Code ft Ref. 1.6944 H1 -1b Unity Details Check 0.3745 0K Lb = 1.6944 ft Axial Check Member Result Name Case BmZ008 -16 0.9D +1.6W +1.6H » +X Offset Demand Fx Capacity Fx Code ft Ib Ib Ref. 0.0000 685.5143 14456.1014 02 -1 Unity Details Check 0.0474 OK Strong Flexure Check `Member Result Name Case Offset Demand Capacity Mz Code Mz ft lb-ft Ib -ft Ref. Unity Details Check - BmZ008 -16 0.9D +1.6W +1.6H » +X 1.6944 - 97.9915 473.1375 F8 -1 0.2071 OK Lbz = 1.6944 ft, Cb = 1 Weak Flexure Check Member Result Name Case BmZ008 -16 0.9D +1.6W +1.6H » +X Offset Demand Capacity My Code My ft Ib -ft 0.0000 - 67.9568 Strong Shear Check Ib -ft Ref. 473.1375 F8-1 Unity Details Check 0.1436 OK Lby = 1.6944 ft Member Result Name Case Offset Demand Capacity Vy Code Vy ft Ib Ib Ref. Unity Details Check BmZ008 -16 0.9D +1.6W +1.6H » +X 0.0000 - 953.4237 4336.8304 G6 -1, 2b +St.Venant 0.2198 OK Weak Shear Check Member Result Name Case Offset Demand Capacity Vz Code Vz ft Ib Ib Ref. Unity Details Check BmZ008 -16 0.9D +1.6W +1.6H » +X 1.6944 - 880.5276 4336.8304 G6 -1, 2b +St.Venant 0.2030 OK Design Group: Steel_Column G05 per AISC LRFD (2005) Designed As: Pipe2STD, Material: \Steel\ASTM A53 Grade B Combined Check Member Result Name Case COL018 0.9D +1.6W +1.6H » +X Offset Code ft Ref. Unity Details Check 8.0000 H1 -1b 0.0602 OK Lb = 8 ft Axial Check Member Result Name Case COL018 0.9D +1.6W +1.6H » +X Offset Demand Fx Capacity Fx Code ft Ib Ib Ref. 8.0000 417.6037 31500.0000 D2 -1 Unity Details Check 0.0133 OK Strong Flexure Check 'Member Result Name Case COL018 1.4(D +F) Offset Demand Mz Capacity Mz Code ft Ib -ft Ib -ft Ref. 8.0000 - 2.1361 1871.6250 F8 -1 Unity Details Check Weak Flexure Check Member Result Name Case 0.0011 OK Lbz = 8 ft, Cb = 1 COL018 0.9D +1.6W +1.6H » +X Strong Shear Check Member Name Offset Demand My Capacity My Code ft Ib -ft Ib -ft Ref. Unity Details Check 0.0000 - 98.7112 1871.6250 F8 -1 0.0527 OK Lby = 8 ft Result Case Offset Demand Vy ft Ib Capacity Vy Code Ib Ref. Unity Details D +F Check COL018 1.4(D+F) ) 8.0000 - 0.2670 9450.0000 G6 -1, 2b 0.0000 OK Weak Shear Check Member Result Name Case COL018 0.9D +1.6W +1.6H » +X Offset Demand Vz Capacity Vz Code ft Ib Ib Ref. Unity Details Check 8.0000 - 12.3389 9450.0000 G6 -1, 2b 0.0013 OK 945.'64 • • .a 5 2 8 ri • au-r, ov%. Coy"- 6.1\&r.A.17 Fti `'9`,jfb • • • • • • • • • • • • • 1 s 2� www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.4 -I- Page: Project Sub - Project I Pos. No.: Date: 1 7/24/2011 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement Seismic loads (cat. C, D, E, or F): Geometry [n.] & Loading [lb, in. -113] Kwik Bolt TZ - CS, 1/2 (31/4) h„ = 3.250 in., h,„„ = 4.000 in. Carbon Steel ESR 1917 9/1/2009 I - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.250 in. x lY x t = 2.000 x 2.000 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 3000, f: = 3000 psi; h = 8.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no 0 ^Y - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 H!Itl AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan www.hiltLus Company: Specifier. Address: Phone I Fax: E -Mail: 1041,1.1.1 11 Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 2 7/24/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2774 16 max. concrete compressive strain [%a]: 0.70 max. concrete compressive stress [psi]: 3059 resulting tension force in (x/y)= (0.000/0.000) [Ib]: 2774 resulting compression force in (x/y)=(0.000/-0.803) [Ib]: 1807 -3 -16 3. Tension load Proof Load N,,„ [Ib] Capacity (A [Ib] Utilization 13N [ %] = NA N., Status Steel Strength* 2774 8029 Pullout Strength* 2774 3500 Concrete Breakout Strength" 2774 3546 * anchor having the highest loading **anchor group (anchors in tension) Steel Strength Equations N. = ESR value (I) Nsted zNua Variables Ase,N [in.2] 1 0.10 Calculations N., [lb] 10705 Results N., [Ib] 10705 refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D -1) f„5 [psi] 106000 Nsa [Ib] N [Ib] 0.750 8029 2774 35 79 78 OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilt is a registered Trademark of HIS AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: 11•14111111.."Ir PROFIS Anchor 2.1.4 Page: Project Sub - Project I Pos. No.: Date: 3 7/24/2011 Pullout Strength Equations Npn'{ = Np.25D° 2500 f N =# z Nr= Variables ( [psi] __. N1,2500 [lb] 3000 4915 Calculations 1 ?C 2500 1.095 Results N dIb] 5384 f concrete 0.650 refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D -1) f Npn.>G [lb] 3500 Nua [Ib] 2774 Concrete Breakout Strength Equations ANC Nth = (A.) yed,N yc,N ycp,N Nb ACI 318-08 Eq. (D-4) f Nub 2 Nua ACI 318-08 Eq. (D -1) ANC see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANC° = 9 licit ACI 318-08 Eq. (D-6) 1 yee.N = 1 51.0 ACI 318-08 Eq. (D -9) 3 hat y ed,N = 0.7 + 0.3 (5het) 51.0 ACI 318-08 Eq. (D-11) y Cp,N = MAX( , 1,f) 1.0 ACI 318-08 Eq. (D-13) Nb = kC I Vic her ACI 318-08 Eq. (D -7) Variables hat [in.] eC %N [in.] S a,N [in.] 3.250 0.000 0.000 f [Psi]_ 3000 Calculations ANC[n21_ 95.06 Results Nth [Ib] 5456 ANA [in2] 95.06 f concrete 0.650 Cent, [in.] y c,N 393.701 1.000 Cac [in.] kc 6.000 17 y ecl,N y ec2,N y ed,N y cp,N Nb [Ib] 1.000 1.000 1.000 1.000 5455 f Ncn [Ib] NCa [Ib] 3546 2774 Input data and results must be checked for agreement with the existing conditions and for plausibility( PROFIS Anchor ( c) 2003-2009 HIM AG, FL -9494 Schaan Hill is a registered Trademark of Hilt AG, Schaan r■.,� -ri www.hilti.us Company: Specifier. Address: Phone 1 Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 4 7/24/2011 4. Shear Toad Proof Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction** * anchor having the highest loading Steel Strength Equations V. = ESR value f Vsteel z Vua Variables n Calculations V.. [lb] 6405 Results Vsa pb] 6405 Load V. [Ib] Capacity f V, [Ib] 16 4163 N/A N/A 16 7638 N/A N/A **anchor group (relevant anchors) refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D -1) Ase.v [in 2] _ futa [psi] 0.10 106000 f steel 0.650 f Vsa [Ib] V. [Ib] 4163 16 Utilization by [ %] = VV /f V* 0 N/A 0 N/A Status OK N/A OK N/A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hilt AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: - 1 - Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 5 7/24/2011 Pryout Strength (Concrete Breakout Strength controls) Equations rr ANC l Vcd �' L\ANCO) y ed.N yGN YcP,N Nb] f Va, Z Vua Ark see ACI 318-08, Part D.5.2.1, Fig. Ar,ico = 9 hi 1 Yec,N= 1 +2ei.I51.0 3 he Yed,N = 0.7 +0.3 ( 5h1i) 51.0 Ycp.N = MAX(ca =mm 1.5h ,g151.0 cac ' Cac Nb =kcI 11 Variables het [in.] 3.250 c [psi] 3000 Calculations ANC Cn 2] ANcO 95.06 95.06 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-1) RD.5.2.1(b) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D -9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D -13) ACI 318-08 Eq. (D -7) eo1,N fin.] era N [in.] 0.000 0.000 ec1,N 1.000 Results VVp (Ib] f concrete f V, , [lb] 10911 0.700 7638 5. Combined tension and shear loads bN =N• /f N• b = V• /fVn 0.793 0.004 bav= (b,, + by) /1.2 < =1 z Gamin (in.] Y cac [in•] yed,N Ycp,N Nb [lb] 1.000 1.000 5455 Utilization bK„ IN 66 Status OK kc 17 6. Warnings • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: -I- Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 6 7/24/2011 7. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.563 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y 1 0.000 0.000 Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (3 1/4) Installation torque: 480.001 in.-lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 8.000 in. 0 0 0 0 0 0 0 x 0 0 o o o o 0 0 1.0000 1.0000 1.0000 1.0000 c� c„ c.� C.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 7/24/2011 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement Seismic Toads (cat. C, D, E, or F): Geometry [in.] & Loading [Ib, in.-lb] Kwik Bolt TZ - CS, 1/2 (2) too = 2.000 in., hoo,,, = 2.625 in. Carbon Steel ESR 1917 9/1/2009 I - design method ACI 318 / AC 193 eb = 0.000 in. (no stand -off); t = 0.250 in. Ix x 1, x t = 2.000 x 5.000 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 3000, fo' = 3000 psi; h = 8.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 2 7/24/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 1042 4 -4 0 1042 4 -4 0 max. concrete compressive strain [%]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.00010.000) [Ib]: 2085 resulting compression force in (x/y) =(0/0) [Ib]: 0 3. Tension load Proof Load N. [Ib] Steel Strength* 1042 Pullout Strength* N/A Concrete Breakout Strength** 2085 * anchor having the highest loading *'anchor group (anchors in tension) Capacity 4tN, [Ib] Utilization RN [ %] = N. /4•N* Status 8029 13 OK N/A N/A N/A 2568 81 OK Steel Strength Equations N. = ESR value �N ,a N. Variables n 1 Calculations Nye [lb] 10705 Results N. [lb] 10705 se,N [in•2] refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D -1) f„t. [psi] 0.10 106000 0s 4, N., [Ib] N. [Ib] 0.750 8029 1042 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 3 7/24/2011 Concrete Breakout Strength Equations Ncb9 — (t) Wec.N WedN WaN Wcp.N Nb (I) Ncbg k Abk see ACI 318 -08, Part D.5.2.1, Fig. RD.5. A =9hef Wec,N Wed,N Wcp.N Nb 1 = \1 +2eN151.0 3h� = 0.7 +0.3 ( 5he)51.0 = MAXX 1' �/ 5 1.0 = kc J, Iffc he/ Variables he [in.] 2.000 fc [Psi] 3000 Calculations Anc Cn21 54.00 ec1.N [in.] 0.000 Awl) [in2] 36.00 Results Nth, [lb] 4concrete 3950 0.650 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D -1) 2.1(b) ACI 318-08 Eq. (D -6) ACI 318-08 Eq. (D -9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D -7) ec2,N fin.] 0.000 Ca,min [in.] 393.701 Wec1,N Wec2,N 1.000 1.000 Ncbg [lb] Nth, [lb] 2568 2085 Wc,N c [in.] 1.000 4.500 Wed,N Wcp,N 1.000 1.000 17 Nb [lb] 2634 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hiltl AG, FL -9494 Schaan Hilt is a registered Trademark of HIM AG, Schaan www.hiltLus -I I L ,,? PROFIS Anchor 2.1.4 Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: 4 7/24/2011 4. Shear load Proof Load V. [Ib] Capacity (I.V, [lb] Utilization j3„ [ %] = V./(V9 Status Steel Strength* 4 Steel failure (with lever arm)* N/A Pryout Strength** 7 Concrete edge failure in direction** N/A * anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations V9. =ESR value + Vste& a Variables n Calculations V. [Ib] 6405 Results Vs„ [Ib] 6405 Ase,v [in .1 0.10 4163 0 OK N/A N/A N/A 2765 0 OK N/A N/A N/A refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D -1) fa, [psi] 106000 $ (kVea [lb] V„a [Ib] 0.650 4163 4 Input data and results must be checked for agreement with the adsting conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hilt AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 5 7/24/2011 Pryout Strength (Concrete Breakout Strength controls) Equations 4 [(to) N ] ACI 318-08 Eq. D -31 v� — kcp A tVe0.N wed,N tllc,N 1l1cpN b q• ( ) V p z Vaa ACI 318-08 Eq. (D -1) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 4 ACI 318-08 Eq. (D-6) 1 yrec•N = (1 } 51.0 ACI 318-08 Eq. (D -9) 3 he Wed.N = 0.7 + 0.3 ( 5h ") 5 1.0 ACI 318-08 Eq. (D -11) Wra.N = MAxtc.r. 1.c5hhe 1.0 Nb = kc X Y J ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D -7) Variables - kcp het [in.] eca.N fin.] eat,' [in.] ca,mb, [in•] Wc,N C [in.] 1 2.000 0.000 0.000 1.000 - X fc [psi] 1 3000 Calculations ANc [in .2] ANco [in.21 yrec1.N 1pec2,N yred,N tlfgo,N Nb [lb] 54.00 36.00 1.000 1.000 1.000 1.000 2634 Results V cPli [lb] eats _ 4) Vcv9 [lb] V. [lb] 3951 0.700 2765 7 5. Combined tension and shear Toads RN = N /�N jiv = V• /4V" 0.812 0.003 p„„= ([3N +I )/1.2 < =1 Utilization 13N,,, [%] Status 68 OK kc 17 6. Warnings • Condition A applies when supplementary reinforcement is used. The Cofactor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. - Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schwan Hliti is a registered Trademark of HIM AG, Schaan ILITT911 www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.4 6 7/24/2011 7. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y 1 0.000 1.500 2 0.000 -1.500 c., c„ c1 Anchor type and diameter. Kwik Bolt 17 - CS, 1/2 (2) Installation torque: 480.001 in.-lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 6.000 in. y 1 0 0 0 fV x O O O 2 1.0000 1.0000 1.0000 1.0000 C41 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan yv�2q - 126.04 lb 0/ b • • • • • • • • • • • • • • PROJECT: CLIENT : JOB NO. : DATE: PAGE: DESIGN BY : REVIEW BY : ECG@ iG opting Design Based 011 ACI 31 INPUT DATA DESIGN SUMMARY COLUMN WIDTH c1 = 2.5 in FOOTING WIDTH COLUMN DEPTH c2 = 2.5 in FOOTING LENGTH BASE PLATE WIDTH b1 = 2.5 in FOOTING THICKNESS BASE PLATE DEPTH b2 = 2.5 in LONGITUDINAL REINF., TOP FOOTING CONCRETE STRENGTI- f0 = 3 ksi LONGITUDINAL REINF., BOT. REBAR YIELD STRESS fy = 60 ksi TRANSVERSE REINF., BOT. AXIAL DEAD LOAD Poi = 0.053 k AXIAL LIVE LOAD PLL = 0 k LATERAL LOAD (0 =WIND, 1= SEISMIC) = 0 Wind,ASD WIND AXIAL LOAD PLAT = -0.276 k, ASD WIND MOMENT LOAD Mi,s,T = 0 ft -k, ASD WIND SHEAR LOAD VwT = 0 k, ASD SURCHARGE q8 = 0 ksf SOIL WEIGHT w$ = 0.11 kcf FOOTING EMBEDMENT DEPTH Df = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE Qs = 2 ksf FOOTING WIDTH B1 = 0.75 ft B2 = 0.75 ft FOOTING LENGTH L1 = 0.75 ft L2 = 0.75 ft REINFORCING SIZE # 5 THE FOOTING DESIGN IS ADEQUATE. B = 1.50 ft L = 1.50 ft T = 18 in 1 #5 2 #5 @12ino.c. 2 #5@12ino.c. Ztil 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 clftg CASE 2: DL + LL + 1.3W P = 0 kips M = 0 ft-kips V = 0 kips e = 0.0 ft,fr clftg CASE 3: DL + LL + 0.65 W P = 0 kips M = 0 ft-kips V = 0 kips e = 0.0 ft, fr dftg 1.2DL +1.6LL 1.2 DL + LL + 1.6 W 0.9 DL+ 1.6 W CHECK OVERTURNING FACTOR MR / Mo = 2.0 > F =1.5 [Satisfactory] Where Mo = MAT + VuT Df - PuTL2 = 0 k -ft Pttg = (0.15 kcf) T B L = 0.51 k, footing weight Psoii = wa (Df - T) B L = 0.00 k, soil weight MR = PoLL2 +0.5(P +P,u)L= 0 k -ft F = 1.5 for wind, IBC 1609.1.3 FOR REVERSED LATERAL LOADS, MR / Mo = 2.0 > F = 1.5 [Satisfactory] Where Mo = ML T + Vida Df - PuTLl = 0 k -ft MR = PoLLl + 0.5 (PRg + P,7) L = 0 k -ft Pu = 0 kips Mu = 0 ft-kips eu = 0.0 ft,fr clftg Pu = 0 kips Mu = 0 ft -kips Vu = 0 kips eu = 0.0 ft,fr clftg Pu = 0 kips Mu = 0 ft -kips Vu = 0 kips eu = 0.0 ft,fr clftg CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) Service Loads CASE 1 0.25 L1 0.19 0 0.0 0.00 CASE 2 0.75 L1 0.56 0 0.0 0.00 CASE 3 CoIR 0.85 0.0 0.1 0.00 0.25 L2 0.94 0.0 0.1 0.00 P 0.1 L 1.50 0.0 0.1 0.00 -0.3 0 -0.1 0.0 k e 0.0 0.0 0.0 0.0 0.0 Vu,surah (k) ft (from center of footing) cis B L 0.0 0.0 0 0.0 0.0 0.0 k, (surcharge load) (0.15-ws)T B L 0.1 0.41 0.1 0.41 0.1 0.41 k, (footing increased) £ P 0.2 0.41 -0.2 Mu,ng & nn (ft-k) 0.0 0.0 k eL 0.0 < U6 0.0 < U6 0.0 < U6 ft ea 0.0 <B /6 0.0 <B /6 0.0 <B/6 ft qL 0.1 9u.soti (ksf) -0.1 0.30 0.0 0.30 k/ft gmax 0.1 0.30 -0.1 0.30 0.0 0 ksf gaaovr 2.0 0.1 2.7 0.2 2.7 0.4 ksf Where qL FP 1+ 6e` L) L qc 1 + L > for eL 6 __ B 6eB • for eB 5 6 q MAX 2(EP) L 2qt B > for ec > - 6 , for ee >- 3(O.SL -ec) 6 3(0.5B -BB) 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) qu,MAX - P° (EPu)(1+ Lu I L BL iii' for eu 6 2(Epu) for eu L 3B(0.5L -eu)' 6 0.85 /c I 1 M J u 0.383bd2 fc f FACTORED SOIL PRESSURE Pule= 0.85 fit f� eu f y Eu +St p, ,,= MIN ('0.0018 3p) (cont'd) [Satisfactory] I I I 1 J I L I _t Factored Loads CASE 1 0.25 L1 0.19 0 0.0 0.00 CASE 2 0.75 L1 0.56 0 0.0 0.00 CASE 3 CoIR 0.85 0.0 0.1 0.00 0.25 L2 0.94 0.0 0.1 0.00 Pu 0.1 L 1.50 0.0 0.1 0.00 -0.4 0 -0.4 0.0 k eu 0.0 0.0 0.0 0.0 0.0 Vu,surah (k) ft y qs B L 0.0 0.0 0.0 0.0 0.0 0.0 k, (factored surcharge load) y[0.15T + ws(Df- T))BL 0.6 0.41 0.6 0.41 0.5 0.41 k, (factored footing & backfill Toads) £ Pu 0.7 0.41 0.2 Mu,ng & nn (ft-k) 0.1 0.0 k eu 0.0 <U6 0.0 <U6 0.0 <L/6 ft qu, max 0.298 0.2 0.102 0.3 0.027 0.4 ksf FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1 Section Xu (ft, dist. from left of footing) Mu,col (ft-k) Vu,001(k) Pu,surch (klf) 0 0 0 0 0.00 0.25 L1 0.19 0 0.0 0.00 0.50 L1 0.38 0 0.0 0.00 0.75 L1 0.56 0 0.0 0.00 CoIL 0.65 0 0.0 0.00 CoIR 0.85 0.0 0.1 0.00 0.25 L2 0.94 0.0 0.1 0.00 0.50 L2 1.13 0.0 0.1 0.00 0.75 L2 1.31 0.0 0.1 0.00 L 1.50 0.0 0.1 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,surah (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,gg & tth (klf) 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 Mu,ng & nn (ft-k) 0 0.0 0.0 -0.1 -0.1 -0.1 -0.2 -0.3 -0.3 -0.5 Vu,Bg 8, fill (k) 0 0.1 0.2 0.2 0.3 0.3 0.4 0.5 0.5 0.6 9u.soti (ksf) 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 Mu,soil (ft -k) 0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.5 V1 (k) 0 -0.1 -0.2 -0.3 -0.3 -0.4 -0.4 -0.5 -0.6 -0.7 £ Mu (ft-k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 £ Vu (kips) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 2 Section Xu (ft, dist. from left of footing) Mu,col (ft -k) Vogl (k) Pu sum (klf) 0 0 0 0 0.00 0.25 L1 0.19 0 0.0 0.00 0.50 L1 0.38 0 0.0 0.00 0.75 L1 0.56 0 0.0 0.00 Cols 0.65 0 0.0 0.00 CoIR 0.85 0.0 -0.4 0.00 0.25 L2 0.94 0.1 -0.4 0.00 0.50 L2 1.13 0.1 -0.4 0.00 0.75 L2 1.31 0.2 -0.4 0.00 L 1.50 0.3 -0.4 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,fy 8,1111 (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 -0.1 -0.2 -0.3 -0.3 -0.5 Vu,ftg & fill (k) 0 0.1 0.2 0.2 0.3 0.3 0.4 0.5 0.5 0.6 clu,soU (ksf) 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 Mu,soil (ft-k) 0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 Vu,son (k) 0 0.0 -0.1 -0.1 -0.1 -0.1 -0.1 -0.2 -0.2 -0.2 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 0.1 0.1 0.2 -0.2 -0.1 -0.1 0.0 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3 Section 0 0.25 L1 0.50 L1 0.75 L., Coli, 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 0.65 0.85 0.94 1.13 1.31 1.50 Mu.col (ft -k) 0 0 0 0 0 0.0 0.1 0.1 02 0.3 Vogl (k) 0 0.0 0.0 0.0 0.0 -0.4 -0.4 -0.4 -0.4 -0.4 Pu,surch (klf) 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) 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 Mu,ftg &fill (ft -k) 0 0.0 0.0 0.0 -0.1 -0.1 -0.1 -0.2 -0.3 -0.3 Vu,ftg & fill (k) 0 0.1 0.1 0.2 0.2 0.3 0.3 0.3 0.4 0.5 qu,sos (ksf) 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 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 -0.1 -0.1 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 0.1 0.1 0.2 -0.2 -0.1 -0.1 0.0 0 DESIGN FLEXURE Location Mu,max (We = 2 ¢ b d (c) °_5 d (in) Pmin Prep Pmax smax Transverse Use Pprovo Top Longitudinal -0.1 ft -k 15.69 0.0000 0.0000 0.0155 no limit 16.9 1 # 5 0.0011 Bottom Longitudinal 0.0 ft-k 14.69 0.0000 0.0000 0.0155 18 2 #5 @ 12 in o.c. 0.0023 Bottom Transverse 0 ft-k / ft 14.38 0.0000 0.0000 0.0155 18 2 # 5 @ 12 in o.c. 0.0024 CHECK FLEXURE SHEAR Direction Vu,max (We = 2 ¢ b d (c) °_5 check Vu < 0 Vc Longitudinal 0.2 k 22 k [Satisfactory] Transverse 0.1 k / ft 14 k / ft [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) Pu -R 0.5yvMubl vu(PSZ)= Ap ±0.5y J= Ca6lJLl +rb )2 ±3r�i11 R = Publb2 Af Ap= 2(bl +b2)d 1 yy -1 1 +3�1?2 1� 2 Af =BL (conrd) [Satisfactory] �c(ps+)= 6(2 +Y) Frc y =MIN 2, 4 ,40 d C Pc bo b0= dP, b1=( 0. 5c1 +0.5b1 +d),b2= (0.5c2 +0.5b2 +d) Case Pu Mu b1 b2 b0 Yv 13c y Ar Ap R J vu ( 0 vc 1 0.1 0.0 16.9 16.9 0.5 0.4 1.0 2.0 2.3 6.7 0.1 2.6 0.0 164.3 2 -0.4 0.0 16.9 16.9 0.5 0.4 1.0 2.0 2.3 6.7 -0.3 2.6 0.0 164.3 3 -0.4 0.0 16.9 16.9 0.5 0.4 1.0 2.0 2.3 6.7 -0.3 2.6 0.0 164.3 where = 0.75 (ACI 318-02, Section 9.3.2.3 ) [Satisfactory] ("A 1 d7 -24 -2011 J (SHEET 1 OF 2 ) 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 "B" (TYP) SEE DETAIL "C" (TYP) SEE DETAIL "B" (TYP) ALL MEMBERS STEEL ASTM A992 G GATO' `� D TUBE 1.315 O.D. X 1 (UNLESS NOTICED • t - S SEE DETAIL "A ALL COLUMNS STEEL ASTM A53 GRADE B PIPE 2 SCH40 (UNLESS NOTICED OTHERWISE) 1 TYPICAL CONNECTION DETAIL "A" SCALE : N.T.S. ISOMETRIC SCALE : N.T.S. )/(.0(0_ Miami Shores Village APPROVED ZONING DEPT BY DATE BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL. STATE AND COUNTY RULES AND REGULATIONS SEE DETAIL "D" (TYP) 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 AWNING SHOP DRAWINGS 33 NW 98th St, Miami Shores, FL 33150 SDA SHOWN DESIGNED J.M. J.M N a w v GNAWING NO. SD -1 STRUCTURAL NOTES tMIS I INLi 51tS" b I UG'C:U LINE • F FINIS W °� ao °' " 4 . a° .. 3/16 ° °�� \` '' 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: •— `�� �. b ° 0 ° ° a a. °, - 3/16 STEEL ASTM A36 I — " �;_ PLATE 2 X 2 X 1/4 W! 1 KWIK BOLT -III BY HILTI () A� 1" 1/2" 0 X 31/4" MIN. EMBED. y, ift . INTO CONCRETE OR ,, 2" GROUT FILL CELL MASONRY (f "c= 3,000p.s.I,) FRONT VIEW 31/4" SIDE MIN VIEW 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 3105.4.2.1) STRUCTURAL STEEL: SCALE : N.T.S. EXISTING 5 /8" STUCCO LINE OF FINISH WALL. �° ' A=NT! ° ,� :��•...�� : . • , 3116 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= 50KsLOR 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: ° ° a ... a a ° ° �' 3/16 \` _ STEEL ASTM A36 4� i , �� .r.._I ... °.° . , 3116 �� ' 3/16 (2) PLATE 2 X 2 X 1/4 ..,,�� W/ (2) KWIK BOLT -III BY HILTI 1/2" 0 X 3" MIN. EMBED. ,' 2" 1 ,Y 2 "-7IL , INTO CONCRETE OR GROUT FILL CELL MASONRY 3" MIN (f'c= 3,000p.s.i.) TOP VIEW FRONT VIEW DETAIL "C" SCALE : N.T.S. 2 #5 WELDED COLUMN. COLUMN 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 FORANY 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 OWNERS 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. AT , i STEEL , 1/$ / 'vauo �, meywirw aedez PE setae rut) F ` "'.-0 ,Z ,;, ,o �E #69816 I -911=1 -1=--- ( 1 � III I I I.1, a a °' ° ° o ° a . a Q. ° ° g 4. ° 4 P _ `I I I- f I I 1- — 1 I I, 1$" = _ I I- ISOLATED CONCRETE FOOTING FOUNDATION DETAIL DETAIL ,F ®!! * $SSi Ot Qyq� 47EMB0 tb.4TE -2011 � scams: N.T.S. NOTE: 2 #5 BOTTOM E.W. - DESIGN LIMITED TO STEEL AWNING jsemi l 1 AS SHOWN 1 iDE ONEc a ° -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT iEngineer. THIS DOCUMENT IS THE PROPERTY OF „, MOM 3102" CL a ° ° a Q Q ° ' DRAWING No. -� U 1 "CL [ENGINEER AND SHALL NOT BE 3 2 / / e X 1' REPRODUCED IN WHOLE OR PART / 1 -6" -6u WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER, f 1SHEET 2 OF 2