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RC-17-2956Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address P r lt..174 �12-17, -2956 Permit T pe Resid anti I Construction INoncbassifc ition: Alteration PertnitStatus: APPROVED Issue oate::3/6/2018' Expiration: 09/02/2018 Parcel Number Applicant 551 NE 102 Street Miami Shores, FL 33138-2454 1132060170980 Block: Lot: CORY & LISA GITTNER Owner Information Address Phone CeII CORY & LISA GITTNER 551 NE 102 Street MIAMI SHORES FL 33138-2454 Contractor(s) WILCON CO Phone (786)399-8855 CeII Phone Valuation: Total Sq Feet: $ 30,000.00 250 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: NEW Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : CABINETS AND COUNTERTC Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $18.00 $50.00 $13.50 $9.00 $6.00 $5.00 $900.00 $80.00 $120.00 $12.00 $24.00 $1,737.50 Pay Date Pay Type Invoice # RC-12-17-65923 03/06/2018 Check #: 8099 12/15/2017 Check #: 8065 Bond #: 3680 Amt Paid Amt Due $ 1,537.50 $ 200.00 $ 200.00 $ 0.00 Available Inspections: Inspection Type: Final PE Certification Window Door Attachment Framing Insulation Drywall Screw Window and Door Buck Fill Cells Columns Review Electrical Review Electrical Review Electrical Review Building Review Building Review Structural Review Structural Review Planning Review Plumbing Review Plumbing Review Mechanical In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certi that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zo))ng. Futh;u . e I - uthorize the above -named contractor to do the work stated. March 06, 2018 •,,. •, Authorized Sig(tature. / Applicant / Contractor / Agent Date Building Department Copy March 06, 2018 1 BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 VFD 207 FBC 20MS44' Master Permit No. n 2 / co Sub Permit No. BUILDING ❑ ELECTRIC ROOFING REVISION ❑ EXTENSION RENEWAL • PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores Folio/Parcel#: - / / 32.00 O (7O' �O Occupancy Type: County: Miami Dade Load: Construction Type: Zip: F7/ C Is the Building Historically Designated: Yes NO r1— Flood Zone: BFE: OWNER: Name (Fee Simple Titleholder): C O 12 G /T 7itier_ Phone#: Address: S S1 VIE C (� City: U ` c A'- f t4-6 ✓L ki _5 State: S 7 K,ErT U ' L- FFE: Zip: 3 3 d Tenant/Lessee Name: r 9 Phone#: Email: GOjr1'� wt � d f'a 4-e. c-14 i a c 4 1 l✓D wl CONTRACTOR: Company Name: t() 1 Z Coit) . Address: 1113-4=. A/C c %1A,'-e . ( O City: 01 1 D-i--(I 5 1 S State: 0 Qualifier Name: (il it 1 i 4,,N) Crw 2 // State Certification or Registration #: C /cJ-� 4Z Certificate of Competency #: DESIGNER: Architect/Engineer. f� O FN (9 /Al J�6z 1, y Phone#: (�j I , l ��y T ^Tj p Address: [, t� l N ui q^^ / ` G l City: J"L. 4N r -T (D dI State: FL Zip: `3 P4 Value of Work for this Permit: $ P?V/ OW - 03 Square/Linear Footage of Work: Type of Work: ❑ Addition Ii Alteration n New // ❑Repair/Replace ❑ Demolition L) GC c Description of Work: ,/ /1► 11 4 L ., r\Te p`/ 'Psy 12(�v vc w a /, .1:70bNie'l Phone#: /3q- Phone#: Specify color of color thru tile: Submittal Fee Scanning Fee $ Permit Fee $ AM. Q CCF $ 'CO CO/CC $g) ' Radon Fee $ 1 CAM DBPR $ ( . 50 Notary $ 5 • Technology Fee $ ' ,,� Structural Reviews $ S6 . Q Training/Education Fee $ 6 Double Fee $ Bond $ 6 (Revised02/24/2014) TOTAL FEE NOW DUE $ OS9 • JV (-03T.3O Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City, State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be'delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved a a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this day of/i��C C�U C ( /fit ` " who is personally known to me or who has produced i identification and who did take an oath. NOTARY PUBLIC: ‘ Old.4p3 •Pint: ^'v°�y :. �, 4�a .�, s zr , °<s�93/e . •o '' ' • .0446944## R�,ks********** APPROVED BY (Revised02/24/2014) _(4 VOL_ as • ****************************************************************** The foregoing instrument was acknowledged before me this , 20 (7 , by I day of 20 \� by Cal U.I1C `1 Qi12-1.3-;., who is personally known to me or who has produced L 1Pf2-(2-- identification and who did take an oath. NOTARY PUBL Sign: Print: Seal: roe Notary Public State of Florida .( Sindia Alvarez j. Sc. ca My Commission FF 156750 1( '4aFaoQ Expires09/03/2018 {L Plans Examiner Zoning Structural Review Clerk Property Search Application - Miami -Dade County Page 1 of 2 Summary Report Property Information Folio: 11-3206-017-0980 Property Address: 551 NE 102 ST Miami Shores, FL 33138-2454 Owner CORY GITTNER &W LISA B GITTNER Mailing Address 551 NE 102 ST MIAMI SHORES, FL 33138-2454 PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths / Half 5/3/1 Floors 2 Living Units 1 Actual Area Sq.Ft Living Area Sq.Ft Adjusted Area 3,345 Sq.Ft Lot Size 9,225 Sq.Ft Year Built 1926 Assessment Information Year 2017 2016 2015 Land Value $276,617 $230,638 $221,738 Building Value $212,950 $214,196 $215,442 XF Value $636 $636 $516 Market Value $490,203 $445,470 $437,696 Assessed Value $284,946 $279,086 $277,146 Benefits Information Benefit Type 2017 2016 2015 Save Our Homes Cap Assessment Reduction $205,257 $166,384 $160,550 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 4 AMD PLAT PB 15-14 LOT 19 & W1/2 LOT 20 BLK 93 LOT SIZE 75.000 X 123 OR 16041-0259 0893 1 Generated On : 12/15/2017 Taxable Value Information 2017 2016,2015 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $234,946 $229,086 $227,146 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $259,946 $254,086 $252,146 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $234,946 $229,086 $227,146 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $234,946 $229,086 $227,146 Sales Information Previous Sale Price OR Book - Pa a 9 Qualification Description 06/01/2004 $0 22397- 2017 Sales which are disqualified as a result of examination of the deed 08/01/1993 $100,000 16041 0259 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability. see full disclaimer and User Agreement at htto://www.miamidade.00v/info/disclaimer.aso http://www.miamidade.gov/propertysearch/ 12/15/2017 IN &L INi GENERAL CONTRACTOR CONSTRUCTION MANAGEMENT LICENSED & INSURED CGC# 151264X WIWAM CRUZ 9686 NE 9TN AVE RS. UMW SNORES r . ,8196 OESISN-SUILD Cat. 786-899.8859 OM= 306 4869988 wCRUZ$9@NOTMAILCO; State of no/Lre/1-- County of Dade Before me this day personally appeared_ 11111 /LCU4.- who, bed duly Skvotn, deposes and says: That he or she will be the only person wowing on #t ro�eCt Ei l /�. ' /02 . &/' Sworn to (or affirmed) and subscribed before me this° day of 4ia&tl< ,234, by `t/t//rn 1 PAtv/_ Penally Know Or produced Identification Type of Identification proms Print, type or stamp of Ivry Notary Public State of Ronda } Siftdia Alvirez Q¢ My Commission' }�` 0 %042 Expires Oa/031201 s Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full -tithe employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BE OW v ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami -Dade The foregoing was acknowledge before me this day of �Z—�— , 26 1 By CoL l to rrirj Notary: SEAL: \\>> 11 IIIIIIIII/ \\�,�� k1ih opaliy known to me or has produced yew s>> a§`ide atio.6 •zN o a'V� .u, � I.Q= 06/ ///: * 4///111110111 0\`\\\ Structural Calculations 551 NE 102nd Street Miami Shores, FL Table of Contents Steel Beams 1-4 .... Steel Columns .5,7• • • . Footing Steel Base Plate • .. . • • 8-9 • • •••• •tQ-I'i, •••• • •• Connection at Tie Beam .....A .12,16 ••• •• • . • • • • • • • • • . • • • •• • •• • • • �',4% '�1. �F .. •.. %RIDA .••' 4,v`.. ,'� °NAL E$ �000` �- j1/Itip a i8 Carlos E. yos, P.E. FL 81268 9812 NW 9th CT. Plantation, FI (954) 815 2941 `‘‘###GAa�OS. . 'io `�• •` GENSF. �J''.• • o g 1268 1*! N„ T.. STATEof i . 0 •. Steel Beam Lic. # : KW-06011976 Description : W8X40 (14.33 ft Span) CODE REFERENCES Licensee i Hoyos Engineering, KW-06011976 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Methodlllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi 0(0.309 L(0.41) r " _._, W8x40 Span = 14.330 ft • • • • �fi� ••••. • • • •• • • • • • • • •• • • • • Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.3080, L = 0.410 klft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.196: 1 W8x40 19.457 k-ft 99.301 k-ft +D+L+H 7.165ft Span # 1 • • Service loads entered. Load FaCtBi% IPbe applied tot calculations.• • • Maximum Shear Stress Ratio = 0.092 in Ratio = 0.092 in Ratio = 0.171 in Ratio = 0.000 in Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs • • • • • • • • • • • •• •• •• • • • • • • • • • 1,863 >=360 1,863 >=360 1008 >=180 0 <180 • • • • • • • • • • •• • Desi ' OK • • • • • • • •• • 0.091 : 1 • I 8x40 • ••••5!431 k,•••I •• 59.40 k.••• •••+U-1i+H IJ 13.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+H Dsgn. L = 14.33 ft 1 +D+L+H Dsgn. L = 14.33 ft 1 +D+Lr+H Dsgn. L = 14.33 ft 1 +D+S+H Dsgn. L = 14.33 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 14.33 ft 1 +D+0.750L+0.750S+H Dsgn. L = 14.33 ft 1 +D+0.60W+H Dsgn. L = 14.33 ft 1 +D+0.70E+H Dsgn. L = 14.33 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 14.33 ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 14.33 ft 1 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 14.33 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 14.33 ft 1 0.090 0.196 0.090 0.090 0.169 0.169 0.090 0.090 0.169 0.169 0.169 0.054 0.042 0.091 0.042 0.042 0.079 0.079 0.042 0.042 0.079 0.079 0.079 0.025 8.93 19.46 8.93 8.93 16.83 16.83 8.93 8.93 16.83 16.83 16.83 5.36 8.93 19.46 8.93 8.93 16.83 16.83 8.93 8.93 16.83 16.83 16.83 5.36 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 99.30 1.14 1.00 99.30 1.141.00 99.30 1.14 1.00 99.30 1.14 1.00 99.30 1.14 1.00 99.30 1.141.00 99.30 1.14 1.00 99.30 1.14 1.00 99.30 1.14 1.00 99.30 1.14 1.00 99.30 1.14 1.00 99.30 1.14 1.00 2.49 5.43 2.49 2.49 4.70 4.70 2.49 2.49 4.70 4.70 4.70 1.50 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 1 Steel Beam Lic`# : KW-06011976 .-'" ' r. Licensee : Hoyos Engineering, KW-06011976 Description : W8X40 (14.33 ft Span) Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Summary of Moment Values Summary of Shear Values Max Stress Ratios +0.60D+0.70E+0.60H Dsgn. L = 14.33 ft 1 0.054 0.025 5.36 Overall Maximum Deflections 5.36 165.83 99.30 1.14 1.00 1.50 89.10 59.40 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions Load Combination 1 0.1706 7.206 Support 1 Support 2 0.0000 0.000 Support notation : Far left is #' Values in KIPS Overall MAXimum 5.431 5.431 Overall MINimum 1.496 1.496 +D+H 2.493 2.493 +D+L+H 5.431 5.431 +D+Lr+H 2.493 2.493 +D+S+H 2.493 2.493 +D+0.750Lr+0.750L+H 4.697 4.697 +D+0.750L+0.750S+H 4.697 4.697 +D+0.60W+H 2.493 2.493 +D+0.70E+H 2.493 2.493 +D+0.750Lr+0.750L+0.450W+H 4.697 4.697 +D+0.750L+0.750S+0.450W+H 4.697 4.697 +D+0.750L+0.750S+0.5250E+H 4.697 4.697 +0.60D+0.60W+0.60H 1.496 1.496 +0.60D+0.70E+0.60H 1.496 1.496 D Only 2.493 2.493 Lr Only L Only 2.938 2.938 S Only W Only E Only H Only • • • • • • • • .•.. • • • •• • .. • • . • • .. • • • • • • • .... •• • . . • • • • • • •• ... • • • •• •• •• • • . • • • • • . . • • • • • • • • •• • •. • • • • •• • 2 Steel Beam Lic. # : KW-06011976 Description : W8x40 (11.5 ft Span) CODE REFERENCES Licensee : Hoyos Engineering, KW-06011976 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoiAllowable Strength Design Beam Bracing Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield 50.0 ksi E: Modulus : 29,000.0 ksi D(1.7?) L(3) ' II D(0.446) L(0.266) n � -, : ,W .,4, t A,,, �1 '14 r. - • W8x40 Span =11.50ft • • • • • • •• •••• l•••al • • •• • • • •• • • • • Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.4460, L = 0.2660 k/ft, Tributary Width = 1.0 ft Point Load : D = 1.760, L = 3.0 k @ 4.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.245: 1 Section used for this span W8x40 Ma : Applied 24.325 k-ft Mn / Omega : Allowable 99.301 k-ft Load Combination +D+L+H Location of maximum on span 4.271 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factdte y,Mbe appericalculatlener • • • Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.060 in Ratio = 0.060 in Ratio = 0.126 in Ratio = 0.000 in Ratio = • • • • • • • • • • • • •• •• • 2,287 >=360 2,287 >=360 1091 >=180 0 <180 •• • • • • • • • • • • • • • • • • •• -Design OK' ,icx • • • • • •• • • • 0.123:1• • •.W8x40 ;•••�: Z3 ••••25 k 59.40 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm +D+H Dsgn. L = 11.50 ft 1 +D+L+H Dsgn. L = 11.50 ft 1 +D+Lr+H Dsgn. L = 11.50 ft 1 +D+S+H Dsgn. L = 11.50 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 11.50 ft 1 +D+0.750L+0.750S+H Dsgn. L = 11.50 ft 1 +D+0.60W+H Dsgn. L = 11.50 ft 1 +D+0.70E+H Dsgn. L = 11.50 ft 1 +D+0.750Lr+0.750L+0.450 W +H Dsgn. L = 11.50 ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 11.50 ft 1 +D+0.750L+0.750S+0.5250E+H 0.123 0.245 0.123 0.123 0.214 0.214 0.123 0.123 0.214 0.214 0.066 0.123 0.066 0.066 0.109 0.109 0.066 0.066 0.109 0.109 12.21 24.33 12.21 12.21 21.30 21.30 12.21 12.21 21.30 21.30 12.21 24.33 12.21 12.21 21.30 21.30 12.21 12.21 21.30 21.30 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 165.83 Summary of Shear Values Va Max VnxVnx/Omega 99.30 1.18 1.00 99.30 1.23 1.00 99.30 1.18 1.00 99.30 1.18 1.00 99.30 1.22 1.00 99.30 1.22 1.00 99.30 1.18 1.00 99.30 1.18 1.00 99.30 1.22 1.00 99.30 1.22 1.00 3.90 7.32 3.90 3.90 6.47 6.47 3.90 3.90 6.47 6.47 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 89.10 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 59.40 Steel Beam Lic. # : KW-06011976 Description : W8x40 (11.5 ft Span) Load Combination Segment Length Max Stress Ratios Licensee : Hoyos Engineering, KW-06011976 Summary of Moment Values Span # M V Mmax + Mmax - Ma Max Dsgn. L = 11.50 ft 1 0.214 0.109 21.30 +0.60D+0.60W+0.60H Dsgn. L = 11.50 ft 1 0.074 0.039 7.33 +0.60D+0.70E+0.60H Dsgn. L = 11.50 ft 1 0.074 0.039 7.33 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span 21.30 7.33 7.33 Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega 165.83 99.30 1.22 1.00 6.47 89.10 165.83 99.30 1.18 1.00 2.34 89.10 165.83 99.30 1.18 1.00 2.34 89.10 Load Combination +D+L+H 1 Vertical Reactions Load Combination 0.1265 Support 1 Support 2 5.586 Support notation : Far left is #' 59.40 59.40 59.40 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 7.325 2.342 3.904 7.325 3.904 3.904 6.470 6.470 3.904 3.904 6.470 6.470 6.470 2.342 2.342 3.904 6.083 2.067 3.445 6.083 3.445 3.445 5.424 5.424 3.445 3.445 5.424 5.424 5.424 2.067 2.067 3.445 3.421 2.638 • • •.•• • • • •• • .••. • . .••• • • .. •. • • • • • • • •. • •. • • . • • .• • •• • .• • • • • • .. ..• • • • • • • . •• • .. . • • • •• • • • • 4 Description : Steel Column Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS4x4x3/8 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Column self weight included : 259.050 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 15.0 ft, D = 3.445, L = 2.638 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Pa : Axial Pn / Omega : Allowably Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratii Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions ;c• .,; Licensee : Hoyos Engineering, KW-06011976 Overall Column Height 15.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Lu for X-X Axis buckling : 15 ft, K = 1.0 Y-Y (depth) axis : Lu for Y-Y Axis buckling : 15 ft, K = 1.0 0.1355 : 1 +D+L+H 0.0 ft 6.342 k 46.796 k 0.0 k-ft 11.479 k-ft 0.0 k-ft 11.479 k-ft 0.0 : 1 0.0 ft 0.0 k 0.0 k Service loads entered. Load Factors will be applied for calculations. • • • •• • Maximum Load Reactions. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y • • • • • • •••• • • •••• •• • • • "• •• • • 0.Qk • • 0.t k• • 0.0• • 0. • • •• • � • • • •• •• Maximum Load Deflections•.a • • • Along Y-Y 0.0 in at• for load combination : • • • • • Along X-X 0.0 in • at • for load combination : Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.079 PASS 0.136 PASS 0.079 PASS 0.079 PASS 0.121 PASS 0.121 PASS 0.079 PASS 0.079 PASS 0.121 PASS 0.121 PASS 0.121 PASS 0.047 PASS 0.047 PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Axial Reaction X-X Axis Reaction Load Combination @ Base @ Base @ Top +D+H 3.704 • • • • • • • 40.0 ft • above bay : • • • • •d0tt•above Base • Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS •• • 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top 5 Steel Column Lic. # : KW-06011976 Description : Steel Column Maximum Reactions Load Combination w,;; Licensee : Hoyos Engineering, KW-06011976 Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+L+H 6.342 +D+Lr+H 3.704 +D+S+H 3.704 +D+0.750Lr+0.750L+H 5.683 +D+0.750L+0.750S+H 5.683 +D+0.60W+H 3.704 +D+0.70E+H 3.704 +D+0.750Lr+0.750L+0.450W+H 5.683 +D+0.750L+0.7505+0.450W+H 5.683 +D+0.750L+0.7505+0.5250E+H 5.683 +0.600+0.60W+0.60H 2.222 +0.60D+0.70E+0.60H 2.222 D Only 3.704 LrOnly •••••• L Only 2.638 • • •••• SOnly •• ..• • W Only E Only H Only Extreme Reactions • • • • • • • • • • Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End MOft�fits k-ft 'My'End Momenta • • Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base• • @• pop •@.Base @ Top: • • • Axial @ Base Maximum 6.342 • • • • • • • Minimum . • • • • Reaction, X-X Axis Base Maximum 3.704 : • • • • Minimum 3.704 • • • • • Reaction, Y-Y Axis Base Maximum 3.704 • • • •• • •• • • • Minimum 3.704 • ••• Reaction, X-X Axis Top Maximum 3.704 Minimum 3.704 Reaction, Y-Y Axis Top Maximum 3.704 Minimum 3.704 Moment, X-X Axis Base Maximum 3.704 Minimum 3.704 Moment, Y-Y Axis Base Maximum 3.704 Minimum 3.704 Moment, X-X Axis Top Maximum 3.704 Minimum 3.704 Moment, Y-Y Axis Top Maximum 3.704 Minimum 3.704 Steel Section Properties : HSS4x4x3/8 Depth = 4.000 in I xx = 10.30 104 J = 17.500104 Design Thick = 0.349 in S xx = 5.13 inA3 Width = 4.000 in R xx = 1.470 in Wall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 i02 I yy = 10.300 in^4 C = 9.140 in^3 Weight = 17.270 pif S yy = 5.130 iO3 R yy = 1.470 in • • •• • • Ycg 0.000 in •• • • • • • •• • Steel Column Lic. # : KW-06011976 Y-a7 Licensee : Hoyos Engineering, KW-06011976 Description : Steel Column Sketches c 0 0 /Load 1 4.00in x •••w • j;. • • ••• • • • •• • •• • • • • • • •• • • • •••• •• • • • • • •• • • • ••••• • • •• • • •• •• ••• • •• •• • • • • • • • • • • • •• • • • • • •• • • • • • • General Footing Lic. #: KW-06011976 Description : 3'x3'x1' Concentric Loading Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Pc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. _ Min. Overturning Safety Factor Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears : Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear : Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 3.0 ksi = 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Licensee : Hoyos Engineering; KW-06011976 Soil Design Values Allowable Soil Beari Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. 2.0 ksf = No = 250.0 pcf 0.30 Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = 0.00180 when footing base is below = 1.0 : 1 1.0 : 1 Increases based on footing plan dimension • • • • Yes Allowable pressure increase per foot of depth • • • • Yes No 3.0 ft 3.0 ft 12.0 in in in in 3.0 in 5.0 # 5 5.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr No • • •_ when max. length or width is great* than • • • • • • ••••" • • •. •. •'• • •.• • • • • • •• • • • • • •• • • •• • •• ..• - • • •. • • • • • •. • • • • X •• • z 7-0' X.X Sec. Loa.. L S W E 3.445 2.638 1.0 ft ksf ft ksf ft H k ksf • .• • • • • • • • • • • • k-ft k-ft k k - Description : 3'x3'xV Concentric Loading DESIGN SUMMARY Min. Ratio Item Applied Capacity Licensee : Hoyos Engineering, KW-06011976. Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.4105 n/a n/a n/a n/a n/a 0.05289 0.05289 0.05289 0.05289 0.07847 0.07847 0.07847 0.07847 0.1471 Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450V1 X-X, +D+0.750L+0.7505+0.450W X-X, +D+0.750L+0.7505+0.5250E X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450V1 Z-Z, +D+0.750L+0.7505+0.450W Z-Z, +D+0.750L+0.750S+0.5250E Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H Soil Bearing 0.8209 ksf Overturning - X-X 0.0 k-ft Overturning - Z-Z 0.0 k-ft Sliding - X-X 0.0 k Sliding - Z-Z 0.0 k Uplift 0.0 k Z Flexure (+X) 1.044 k-ft/ft Z Flexure (-X) 1.044 k-ft/ft X Flexure (+Z) 1.044 k-ft/ft X Flexure (-Z) 1.044 k-ft/ft 1-way Shear (+X) 6.447 psi 1-way Shear (-X) 6.447 psi 1-way Shear (+Z) 6.447 psi 1-way Shear (-Z) 6.447 psi 2-way Punching 24.175 psi Xecc Zecc Gross Allowable (in) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 19.747 k-ft/ft 19.747 k-ft/ft 19.747 k-ft/ft 19.747 k-ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+L+H about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50 Lr+1.60L+1.60H +1.20 D+0.50Lr+1.60L+1.60H + 1.20 D+0.50 L r+ 1.60 L+ 1.60 H +1.20D+0.50Lr+1.60L+1.60H +1.20 D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+. der+•1.60H +1:20100.50Lr+162t!t!+1.60 H •• • •• • • • • • • •• • • • • • • • Actual Soil Bearing Stress � tion • • Actual / a ctr: Bottom, -Z Top, +Z Left, "n.. J ght, +t • • • • Ra1lp• • • 0.5278 0.5278 rWa • • • • n/a. • • 0,2 ..' 0.8209 0.8209 Na'..' nn/a /a ••: 0 11 0.5278 0.5278 0.5278 0.5278 rola • • • n/a ' 0.264• • 0.7476 0.7476 rt/a • nl� • • • • 007.1• • • 0.7476 0.7476 Ma • n 0.374 • 0.5278 0.5278 ii/a.' : n/a • •• 0: ' • 0.5278 0.5278 n/a n!a • • 0.264 • 0.7476 0.7476 n/a ne' ' 0.374 0.7476 0.7476 n/a n/a 0.374 0.7476 0.7476 n/a n/a 0.374 0.3167 0.3167 n/a n/a 0.158 0.3167 0.3167 n/a n/a 0.158 n/a n/a 0.5278 0.5278 0.264 n/a n/a 0.8209 0.8209 0.411 n/a n/a 0.5278 0.5278 0.264 n/a n/a 0.5278 0.5278 0.264 n/a n/a 0.7476 0.7476 0.374 n/a n/a 0.7476 0.7476 0.374 n/a n/a 0.5278 0.5278 0.264 n/a n/a 0.5278 0.5278 0.264 n/a n/a 0.7476 0.7476 0.374 n/a n/a 0.7476 0.7476 0.374 n/a n/a 0.7476 0.7476 0.374 n/a n/a 0.3167 0.3167 0.158 n/a n/a 0.3167 0.3167 0.158 9 SteelBase. Plate Lic. # : KW-06011976 Description: -None-- Code Reference Licensee : Hoyos Engineering, KW-06011976;. Calculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 General Information Material Properties AISC Design Method-oad Resistance Factor Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing A' -ring Area = P / Fp Column & Plate c : LRFD Resistance Fac Allowable Bearing Fp per J8 Column Properties Steel Sectic HSS3-1/2x3-1/2x3/8 Depth 3.5 in Width 3.5 in Flange Thickne 0.349 in Web Thickne 0 in Plate Dimensions N : Length 12.0 in B : Width 12.0 in Thickness 1.0 in Column assumed welded to base Area Ixx lyy 4.09 inA2 6.49 in^4 6.49 in^4 Support Dimensions Width along "X" Length along "Z' 36.0 in 36.0 in Applied Loads M-X P-Y V-Z D : Dead Load 3.445 k 0.0 k L : Live 2.638 k 0.0 k Lr: Roof Live 0.0 k 0.0 k S:Snow 0.0k 0.0k W : Wind 0.0 k 0.0 k E: Earthquake 0.0 k 0.0 k H : Lateral Earth 0.0 k 0.0 k 0.0 k-ft a �,Z,r5-�, `i-Z; " P " = Gravity load, "+" sign is downwil�" Moments create higher soil pressure at +Z ec,:. ,� a . u__..,a .-.-.ems--: ,t. "+" Shears push plate towards +Z edge 0.60 5.10 ksi 3'-0" Anchor Bolts Anchor Bolt or Rod Description 3/4 Max of Tension or Pullout Capacity Shear Capacity Edge distance : bolt to plate Number of Bolts in each Row Number of Bolt Rows 0.0 k 0.0 k 1.250 in 2.0 1.0 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0k-ft x Cistanat x Cistance /0 Steel Base Plate Description : —None— GOVERN/NG DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combinat +1.20D+0.50Lr+1.60L+1.60H Axial Load Only 1'-0" x 1'-0" x 1" 8.355 k 0.000 k-ft Goveming Load Case Typ Design Plate Size Pu : Axial Mu : Moment ,, t " Licensee : Hoyos Engineering, KW-06011976 Mu : Max. Moment fb : Max. Bending Stress Fb : Allowable : Fy* Phi Bending Stress Rati 0.009 k-in 0.038 ksi 32.400 ksi 0.001 Bending Stress OK fu : Max. Plate Bearing Stress .... Fp : Allowable ; min( 0.85*fc•sgrt(A2JA1), 1.7* fc)*Phi Bearing Stress Ratic 0.522 ksi 3.060 ksi 0.171 Bearing Stress OK • • • . . .• • • • • • •.•• • • •. •. • . . • . • • • . . •. • • .•• • • ••.• .• • • • • • .• • •. • • . • • •. •.• • • . • .. . • . • � • • • • � • • • 11 www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Profis Anchor 2.7.6 Page: Project Sub -Project I Pos. No.: Date: 2/22/2018 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 [in.] & Loading [lb, in.ib] KWIK HUS-EZ (KH-EZ) 3/4 (4) her = 2.920 in., hnom = 4.000 in. Carbon Steel ESR-3027 2/1/2016 112/1/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 6.500 in. x 16.375 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile • • uncracked concrete, 3000, fc' = 3,000 psi; h = 420.000 in. • • • tension: condition B, shear. condition B; no supplemental splitting reinforcemeltesent 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 Hilt is a registered Trademark of Hilti AG, Schaan 12 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 679 679 0 2 0 679 679 0 3 0 679 679 0 4 0 679 679 0 5 0 679 679 0 6 0 679 679 0 7 0 679 679 0 8 0 679 679 0 max. concrete compressive strain: - (Tool max. concrete compressive stress: - [Psi) resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] Profis Anchor 2.7.6 2 2/22/2018 05 03 A 06 0 4 01 02 07 08 • • • • • •• • • • • • • ••.• •. • • • • • •• • •••• •• • 3 Tension Toad • • •• • •••• • .• Load N. (Ib] Capacity 4, N„ (Ib] Utilization 0,1 =4.4 dN, ys Sta• Steel Strength* N/A N/A N/A • • • • N/A ' •' Pullout Strength* N/A N/A N/A , • N/A • Concrete Breakout Strength' N/A N/A N/A • � • Hi • : • • • * anchor having the highest loading '*anchor group (anchors in tension) • • • • •• •. • • • • Dx � • • • • • • • • • • Input data and results must be checked far 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 _Iriii.nr" www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 3 2/22/2018 4 Shear Toad Load V. [Ib] Capacity $ Vn (Ib] Utilization pv = V„a/$ Vn Status Steel Strength* 679 9,996 7 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 5,431 34,603 16 OK Concrete edge failure in direction x+** 5,431 7,557 72 OK anchor having the highest loading '"anchor group (relevant anchors) 4.1 Steel Strength Vm = ESR value 4 Veteel a V. Variables /4•,v [in.2] refer to ICC-ES ESR-3027 ACI 318-08 Eq. (D-2) fut. [psi] 0.39 81,600 Calculations Vsa [lb] 16,660 Results V5. [Ib] 16,660 4) steel 0 V. [lb] V. [Ib] 0.600 9,996 679 4.2 Pryout Strength 11 VV.„— "W [(^nANCO) W ec,N Ai/ed.N W c.N W cp,N Nb] Vcpg 2 Vua AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANm = 9 hBf 1 W ac,N = ( 2 eN) s 1.0 1+3hef Wed,N=0.7+0.3 (Vet) 51.0 1.5haf W cp,N =MAX(—! "'n, 1.511ef) 5 1.0 `9c CaC Nb = Ito Vrc heir Variables k, p he [in.] ect,N [in.] 2 2.920 0.000 W c,N [in.] kc 1.000 4.410 27 Calculations ANc [in.2] 261.12 Results V.g [lb] 49,432 Awe [in.2] W eel,N 76.74 1.000 4) conaete 41 Vcpg [Ib] 0.700 34,603 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) 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) ed,N [in.] 0.000 1 Ca,rrn [in] 4.250 fc [psi] 3,000 • • • • • •• • • . • •• • • • • • • •• • • • • • •• • • • • • •• • • • • • . • • • • • •• . • •• •• • • • • • • • • • • •• • • • • • • • •• • • • •• • • • • •• • W ec2,N W ed,N W cp.N Nb [Ibl 1.000 0.991 0.993 7,379 Vua [Ib] 5,431 • • . • • • • • •• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 HMI AG, FL-9494 Schwan Hitt' is a registered Trademark of Hiltl AG, Schaan /4 1!!IIn - r www.hiltii.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 4 2/22/2018 4.3 Concrete edge failure In direction x+ Avc Vac -(Avg)Wec,vWed,vWevWh,vIv lamely Vb Vcbg 2 Vue Av, see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Av�o =4.5c 1 _ ( 2e„)51.0 kVeaV 1 + 3cat W ed,v = 0.7 + 0.00 5 1.0 h.v 1.5cat Z 1.0 W - ha 0 Vb = (7 (aa)2 NZ) f c;.5 Variables cat [in.] 4.250 ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) ca2 [in.] ecv [in.] W c,v 0.000 1.400 le [in.] da [in.] fb [psi] 2.920 1.000 0.750 3,000 Calculations Avc [in.2] Avco [in.2] W ec,V W ed,V 164.16 81.28 1.000 1.000 Results Vcbg [Ib] concrete 4) Vcbe [Ib] Vaa [Ib] 10,795 0.700 7,557 5,431 ha [in.] 420.000 W parellel.V 1.000 W h.V 1.000 • • • • • •• • • • • • • •• •• Vb (14 • • 3,816" • • • • • • •• • •••• • • •• • • • • • •• • •• • • • • • •• • • • • • • •• • • • •• • • • . •• • 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. Them 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 your local standard. • 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 ACI 318 or the relevant standard! 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 Hllti AG, Schaan '5 www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 5 2/22/2018 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.875 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual leaning of the drilled hole according Anchor type and diameter. KWIK HUS-EZ (KH-EZ) 3/4 (4) Installation torque: 1,380.002 in.lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 4.375 in. Minimum thickness of the base material: 6.000 in. to instructions for use is required. 6.1 Recommended accessories - Drilling Cleaning • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit 3.250 3.250 0 6 to 0 co co Setting • Torque wrench iri 0 0 co CO co OD CO 1.500 3.500 1.500 Coordinates Anchor in. Anchor x y c-x c+x 1 -1.750 -2.500 4.250 7.750 2 1.750 -2.500 7.750 4.250 3 -1.750 2.500 4.250 7.750 4 1.750 2.500 7.750 4.250 c-y c+y • • • • 9 •• • • • • • • • • • • • • • • •• •• • • • •• •• • • • •• Anchor x y c.x c+x 5 -1.750 6.500 4.250 7.750 6 1.750 6.500 7.750 4.250 7 -1.750 -6.500 4.250 7.750 8 1.750 -6.500 7.750 4.250 c.y • • •• • • • • • • •• • • • • • •• • •• • • • • • •• • • • • • • •• • •• • •• • .. C+y •' • • • • • • • • • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003.2009 Hilh AG, FL-9494 Schaan HUB is a registered Trademark of Hilti AG, Schwan /c+ 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Description: NEW CABINETS AND COUNTERTOPS, REMOVE WALL, FLOORING 551 NE 102 ST Miami Shores , FL 331382454 If the building is located in a special flood hazard area documentation of the as -built lowest floor elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. Not Transferable POST IN A CONSPICUOUS PLACE Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 AZZTel: (305) 795.2204 Name: j An/ Fax: (305) 756.8972 Permit # 2/ `2 2 QC Email: C,J/CfiZ-Z3 �j 4 ra JcemPhone # Z 3 5F PST- CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST Building permit card. ❑ Surveys (2 copies) Final as built - Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. ❑ Certificate of Elevation — (Sealed by surveyor). Expiration date required on the form. ❑ Certificate of Insulation. ❑ Certificate of Soil Treatment (Final treatment -original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter (On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. El Soil Compaction Letter (Density report is required) ❑ Final certification letter from the Engineer/Architect (on masonry, trusses, special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami -Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO — • - -Emergency-C-& fWithortt 24-Hrs Processing-) AdditionaFfee-is $80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO $150.00 • Residential CC $50.00 • Commercial CO and CC $200.00 Permit: 1201— 2..95 Miami Shores Viiiage Building Department E-mail: Phone: N\V1 ❑ Building permit card. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST ❑ Surveys (2 copies) Final as built - Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. ❑ Certificate of Elevation — (Sealed by surveyor). Expiration date required on the form. ❑ Certificate of Insulation. ❑ Certificate of Soil Treatment (Final treatment -original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter (On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. ❑ Soil Compaction Letter (Density report is required) ❑ Final certification letter from the Engineer/Architect (on masonry, trusses, special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami -Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing) Additional fee is $80.00. • Temporary CO (Up to 90 days max) $75.00. '' • Residential CO $150.00 � � � • Residential CC $50.00 ,9 S �` • Commercial CO and CC $200.00 F, r <001 i i i Miami Shores Village Building Department 10050 NE 2 Ave Miami Shores FL 33138 Issue Date: 3/6/2018 it NO. RC 12-1F7.295 fiype: 3u(Id(ng (Residential) Wort class:'Atteratlon Permit Status: 'ApprOved Expires: 01/16/2019 INSPECTION REQUESTS: (305)762-4949 or log on at https://bldg.msvfl.gov energov_prod/selfservice Requests must be received by 3:30pm WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAYTHROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE . IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION . POST ON SITE 1132060170980 1 Owner's Name: CORY & LISA GITTNER Job Address: 551 NE 102 ST Miami Shores , FL 33138-2454 Owner's Phone: Total Square Feet: 250 rotal Job Valuation : $ 30,000.00 Contractor(s) WILCON CO Phone (786)399-8855 Address 9636 NE 5 AVE, MIAMI SHORES, FL 33138 Description: NEW CABINETS AND COUNTERTOPS, REMOVE WALL, FLOORING WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Page 1 of 1 INSPECTION RECORD Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance FINAL DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS & DOORS INSPECTION DATE INSP Attachment FINAL PUBLIC WORKS INSPECTION DATE INSP Excavation ANAL ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With FINAL ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm FINAL Rough Water Service 2nd Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final FINAL PLUMBING COMMENTS Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum FINAL MECHANICAL COMMENTS