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RC-11-20-2617, 142 NE 103rd StMiami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 142 NE 103RD ST, Miami Shores, FL 33138 11320601317SO :ontacts Fernando Yanez Owner Atem Construction INC Contractor 142 103 Eduardo Soto e FERNYAN@YAHOO.COM 3686 Estepona AVE, Doral, FL 33178 Mobile:786-285-2361 atemconstruction@gmail.com Inspection Requests: Description: EXTENDING ROOF OVERHANG AT FRONT AND Valuation: $ 8,700.00 305762-4849 —� REAR OF HOUSE o TotalSq Feet: 50.00 Fees Amount Application Fee - Other $50.00 CCF $5.40 DBPR Fee $3.92 DCA Fee $2.61 Education Surcharge $1.80 Permit Fee $211.00 Scanning Fee $12.00 Structural Review ($90) $90.00 Technology Fee $6.53 Total: $383.26 Payments Date Paid Amt Paid Total Fees $383.26 Credit Card 11/13/2020 $50.00 Credit Card 11/30/2020 $333.26 Amount Due: $0.00 Building Department Copy 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 certif that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatirAg construction and zor/ . Futhermore, I authorize the above named contractor to do the work stated. Authorized Signsdture--Owner `/ Applicant / Contractor / Agent Date November 30, 2020 Page 2 of 2 Miami Shores Village Building Department I I3 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 T I (305) 795 2204 F e 1305 756 8972 ) - INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION FE-IBUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 142 NE 103 STREET FBC 201 � Master Permit No.pC --II — 2o 2C, 17+— Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 4." C 13 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): FERNANDO YANEZ Address:142 NE 103 STREET City: MIAMI SHORES State: FL Tenant/Lessee Name. N/A Email: I fLai j Phone#: 305-510-3348 ne#: p: 33138 CONTRACTOR: Company Name: ATEM CONSTRUCTION INC Phone#: 786-285-2361 Address: 3686 ESTEPONA AVE City: DORAL State: FL Zip: 33178 Qualifier Name: EDUARDO M SOTO State Certification or Registration #: CBC-059223 DESIGNER: Architect/Engineer: RUBEN JUAN PUJOL Phone#: 786-285-2361 Certificate of Competency #: Phone#: 305-968-2155 Address:12237 SW 204 TERRACE MIAMI City: MIAMI State: FL Zip: 33177 Value of Work for this Permit: $ 8,700 Square/Linear Footage of Work: 50 Type of Work: ❑ Addition K Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: EXTENDING ROOF OVERHANG AT FRONT AND REAR OF HOUSE- SEE PLANS Specify color of color thru tile: Submittal Fee S Scanning Fee $ Technology Fee $ Structural Reviews $ Permit Fee $ Radon Fee $ Training/Education Fee $ CCF S DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE (Revised02/24/2014) W • C: Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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. 1 understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this day of 20 �7 , by 64�F— 4ho is personally known to me or who has produced 2tll�qeZ as identification and who did take an oath. NOTARY PUBLIC: .. rrct.ENIS SILVERA Print: i? !l MYCOMMISSfew4 The foregoing instrument was acknowledged before me this _t_ day of *l&WO - , 20 Z by _0 34'0 who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: .%t Print; 4QF,4 V. Sa-k-) eq �oP,r cnrIt{E5: March 6, 202' 1 4 - - - — _ Seal: �ndedThruNote'),p. Seal: iq Notary Public State of Florida "' ; Gloria Villalba Soto w ExPMY Cres 07/30/2023 ommission GG 298522 APPROVED BY Plans Examiner ® �� " Zoning _ Structural Review Clerk (Revised02/24/2014) .� WE JIMMY PATRONIS CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 3/2/2020 PERSON: EDUARDO M SOTO FEIN: 651064828 BUSINESS NAME AND ADDRESS: ATEM CONSTRUCTION INC 3686 ESTEPONA AVENUE MIAMI, FL 33178 SCOPE OF BUSINESS OR TRADE: Contractor -Project Manager, Construction Executive, Construction Manager or Construction Superintendent EXPIRATION DATE: 3/2/2022 EMAIL: ATEMCONSTRUCTION@GMAIL.COM IMPORTANT: Pursuant to subsection 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to subsection 440.05(12), F.S., Certificates of election to be exempt issued under subsection (3) shall apply only to the corporate officer named on the notice of election to be exempt and apply only within the scope of the business or trade fisted on the notice of election to be exempt. Pursuant to subsection 440.05(13), F.S., notices of election to be exempt and certificates of election to be exempt shall be subject to revocation it, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 E01095075 QUESTIONS? (850) 413-1609 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 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-time 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 BELOW YOU 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 y day of hi� By Tef `!K/ , who is personally known to me or has produced t i_ as identification. Notary: SEAL: =*f .: MY COMMISSION # GG 971705 EXPIRES: March 22, 2024 cF c g• Bonded rm Notary public Underwriters Atem Construction Inc RESIDENTIAL AND COMMERCIAL CONSTRUCTION EDUARDO M. SOTO BUILDING CONTRACTOR 3686 ESTEPONA AVENUE — DORAL FLORIDA 33178 MOBILE: 786-285-2361—atemconstruction@gmail.com DATE: NOV. 5, 2020 STATE OF FLORIDA COUNTY OF MIAMI DADE Before me, this day personally appeared, Eduardo M. Soto who, being duly sworn, deposes and says: That he will be the only person working on the project located at 142 NE 103 Street, i Shores FI o tor's gnature Sworn to (or affirmed) and subscribed before me this 50' day of November 2020 Personally known Or produced Identification Type of Identification Produced .n Notary Public state of Florida +P Gloria ViIlalbs Soto My Co n isssim GG 2%522 C Expires 01130=23 w Print, Type or Stamp name of Notary r STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! Local Business Tax Receipt Miami —Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY 5724282 RECEIPT NO. RENEWAL BUSINESS NAME/LOCATION 4474813 ATEM CONSTRUCTION INC 3827 ESTEPONA AVE DORAL, FL 33178 LBT EXPIRES SEPTEMBER 30, 2021 Must be displayed at place of business Pursuant to County Code Chapter 8A - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS PAYMENT RECEIVED ATEM CONSTRUCTION INC 196 SUB -GENERAL BLDG BY TAX COLLECTOR CONTRACTOR 45.00 08/27/2020 Worker(s) 1 CBC059223 CREDITCARD-20-070194 This Local Business Tax Receipt only confirms paymentof the Local Business Tax. The Receipt is note license, permit, era certification of the holders qualificabooL to do business. Holder mast comply with any governmental or nongovernmental regulatory laws and requirements which applyto the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miamn-Dade Code Sec 8a 276. MWM=AMD1E For more information, visit www.miamidode govhaxcallector ACORV CERTIFICATE OF LIABILITY INSURANCE DATE/04/2020I� 11 �o4�2a2o PRODUCER Office: 305-593-7883 Fax: 305-591-3997 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION J. Yara Insurance dba GlobalGreen Insurance ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 2500 NW 97 AVE #202 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. DORAL, FL 33172 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURERA: MESA UNDERWRITERS SPECIALTY ATEM CONSTRUCTION, INC INSURERB: 3827 ESTEPONA AVENUE INSURERC: DORAL, FL 33178 INSURER D: INSURER E: r_nVFRAr:ES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR DD' "SRQ TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATIONTR LflYIRS A' GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY I I CLAIMS MADE X OCCUR _ LGEN'L MP0009001006977 08/25/2020 0DATE8/25/2021 EACH OCCURRENCE $ 1,000,000 PREMISES Ea occurrence $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL BADVINJURY ; 1,000,000 GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMPIOP AGG $ 2,000,000 AGGREGATE LIMIT APPLIES PER: i POLICY PRO- i LOC 4 AUTOMOBILE LIABILITY ' ANY AUTO f COMBINED SINGLE LIMIT (Ea accident) BODILY INJURY (Par pe—) $ i j ALL OWNED AUTOS SCHEDULED AUTOS ( HIRED AUTOS 1 NON -OWNED AUTOS j BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ 1 GARAGE UABIUTY AUTO ONLY - EA ACCIDENT $ �_. OTHER THAN EA ACC $ ANY AUTO $ AUTO ONLY: AGG I EXCESS / UMBRELLA LIABILITY I EACH OCCURRENCE $ OCCUR CLAIMS MADE i AGGREGATE $ $ DEDUCTIBLE $ RETENTION $ WORKERS COMPENSATION WC STATU- OTH- AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE F---j OFFICERIMEMBER EXCLUDED? E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ (Mandatory in NH) If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS GENERAL CONTRACTOR. License #CBC-059223 MIAMI SHORES VILLAGE SHOULD ANYOFTHE ABOVE DESCRIBED POL.ICIESBECANCELLED BEFO ETHEEXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 45 DAYS WRITTEN BUILDING DEPARTMENT NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL 10050 N.E. 2 N D AVENUE IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR MIAMI SHORES, FL 33138 REPRESENTATIVES. AUTHORIZED REPRESENT E JORGE YARA ACORD 25 (2009101) 01988-2009 CORD CORPORATI . All rights reserved. The ACORD name and logo are registered marks of AC RD 4 STRUCTURAL REPORT PROJECT: PORCH AND CANOPY EXTENSION FOR:., FERNANDO YANEZ 142 NE 103rd STREET MIAMI SHORE, FL 33138 FROM PAGE 1 TO 26 BY: RUBEN JUAN PUJOL architect, P.A. A.I.A. AR # 0010458 N.A.C.A. AA # 26002479 • TABLE OF CONTENTS CHAPTER # CONTENT PAGLs ;,,,;, •; ...... . ...... 1 ROOF WIND PRESSURES CALCULATION FROM'I'TO 4 :...:.:0099 ' .... . ..... 2 REACTIONS DESIGN FROM'3T0 500 • 3 WOOD RAFTERS DESIGN FR©M 8'TO 10 ' . . .. . ...... 4 WOOD BEAM DESIGN FRAM J'I.TO 13 •"• ;....; 5 WOOD LEDGER DESIGN FROM 14 TO 16' •' • • 6 CONNECTION DESIGN FROM 17 TO 18 7 N.O.A. NUMBERS FROM 19 TO 26 RUBEN JUAN PUJOL, A.R., ASSUMES RESPONSABILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. 12237 SW 204th Terrace, Miami FL. 33177 ph: (305) 968-2155 fax: (305) 253-7258 JOB -'v"c f ) ADDRESS: AL PROJECT No.: Si IFF T No,: OF: CALCULATED IM DATE: - CHECKED BY: DATE: • 0* 0 • 12 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011480 CAD CONSTRUCTION GROUP, CORP. DESCRIPTIO WOOD BEAM DESIGN CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethoiAllowable Stress Design Fb + 925.0 psi Load CombinatiBC 2018 Fb - 925.0 psi Fc - Prll 1,350.0 psi Wood Species Mixed Southern Pine Fe - Perp 565.0 psi Wood Grade No.2: 2" - 4" Thick: 8" Wide Fv 175.0 psi • Ft 550.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.02330 Lr 0.06990 W 0.2913 3x12 Span = 11.50 ft E : Modulus of Elasti Ebend-xx 1,400.Oksi Eminbend - x 510.0ksi Density 31.840pcf Applied Loads Service loads entered. Load Factors will be applie4 fo• calculations. ' • Beam self weight calculated and added to loads Loads on all spans... • • •. • • • • - :so**: Uniform Load on ALL spans: D = 0.010, Lr = 0.030, W = 0.1250 0000 ksf, TributaryWidth = 2.330 ft • • ...• • • • • • • • .•••- DESIGN SUMMARY __ 00''O's ' • • •.' Maximum Bending Stress Ratio = 0.541: 1 Maximum Shear Stress Ratio •; • .' ' • • te*6 : 1 • • • •. Section used for this span 3x12 Section used for this span • �,. .3x12 ' fb: Actual = 801.28psi fv: Actual ; _ • ; • 5g.83 psi . . •• Fb: Allowable = 1,480.00psi Fv: Allowable _ Q$Q400 psi Load Combination +D+0.750Lr+0.450W Load Combination +0+O.750Lr+0. QOW •••+•• Location of maximum on span = 5.750ft Location of maximum on span '= ' •" .Q00ft ' Span # where maximum occurs = Span # 1 Span # where maximum occurs = # 1 Maximum Deflection Max Downward Transient Deflection 0.278 in Ratio = 497> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.203 in Ratio = 679>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 J Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr Cm C t CL Moment Values Shear Values M fb F'b V fv F'v D Only Length = 11.50 ft 1 0.133 0.048 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.49 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.323 0.117 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.64 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.267 0.096 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.35 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.519 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 +D+0.750Lr+0.45OW 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.541 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.52 +D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.408 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 0.00 0.00 0.00 0.00 111.04 832.50 0.14 7.60 157.50 0.00 0.00 0.00 0.00 373.99 1156.25 0.48 25.59 218.75 0.00 0.00 0.00 0.00 308.25 1156.25 0.40 21.09 218.75 0.00 0.00 0.00 0.00 768.41 1480.00 0.99 52.58 280.00 0.00 0.00 0.00 0.00 801.28 1480.00 1.03 54.83 280.00 0.00 0.00 0.00 0.00 604.07 1480.00 0.78 41.34 280.00 13 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1988-2020, Build:12.20.8.24 .. DESCRIPTIO WOOD BEAM DESIGN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFIV Ci Cr Cm C t CL M fb F'b V fv F'v +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.489 0.177 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 724.00 1480.00 0.93 49.54 280.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.045 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29 66.63 1480.00 0.09 4.56 280.00 Overall Maximum Deflections Load Combination Span Max. " ' Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.2776 5.792 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0281 in 5.792 ft 0.0000 in 0.000 ft +D+Lr 1 0.0948 in 5.792 ft 0.0000 in 0.000 ft +D+0.750Lr 1 0.0781 in 5.792 ft 0.0000 in 0.000 ft +D+0.60W 1 0.1947 in 5.792 ft 0.0000 in 0.000 ft +D+0.750Lr+0.450W 1 0.2030 in 5.792 ft 0.0000 in 0.000 ft +D+0.450W 1 0.1531 in 5.792 ft 0.0000 in 0.000 ft +0.60D+0.60W 1 0.1834 in 5.792 ft 0.0000 in 0.000 ft +0.60D 1 0.0169 in 5.792 ft 0.0000 in 0.000 ft - Lr Only 1 0.0666 in 5.792 ft 0.0000 in 0.000 ft W Only 1 0.2776 in 5.792 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 • • Overall MAXimum 1.675 1.675 • • :'''�' . • • • • • Overall MINimum 1.675 1.675 • ' • • DOnly 0.170 0.170 •••••• • +D+Lr 0.572 0.572 • +D+0.750Lr 0.471 0.471 . • • • • +D+0.60W 1.175 1.175 • • • • • ' • • +D+0.750Lr+0.45OW 1.225 1.225 • • • • • • • • • • +D+0.450W 0.923 0.923 • • • . • • • • • • : • • • +0.60D+0.60W 1.107 1.107 • • •• •• • •• .. •.•..• +0.60D 0.102 0.102 • Lr Only 0.402 0.402 • • • • W Only 1.675 1.675 . • JOB: ADDRESS:- (4,L SHEET No.: 0 F; CALCULATI.-A) BY' (TIFCKFD BY: DATE r Osseo 0 0*0*4,1 00.00 :00 00 0009:i .0. so 0 go.:* 0 0000 0 OOOqOj Page 1 of 4 1 MecaW±nd v2313 'Soft-w're ➢ ,-elnpe.r. He(-, Inc., www.meca.biz Copyr.tgl^ ..,=10.1.8 Calculations Prepared by: Date: Nov 09, 2020 Designer: Engineer Calculations Prepared For: Client: Customer Project #: Engineer Location: Location Description: Description File Location : C:\Users\abel\Documents\WIND PRESSURES CALCULATION\FERNANDO YANEZ, ROOF.wnd Basic Wind Parameters Wind Load Standard = ASCE 7-10 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed General Wind Settings = ASCE 7-10 Wind Parameters = Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 10.000 Hz NF = Natural Frequency of Structure = 10.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft GenElev = Specify the Elevations For Wind Pressures = Automatic SDB = Simple Diaphragm Building = False MWFRS = Analysis Procedure being used for MWFRS = Ch 27 Pt 1 C&C = Analysis Procedure being used for C&C = Ch 30 Pt 1 0_Kd = Override the Directionality Factor 'Kd' = 0.850 MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Gabled Gabled = W Width Perp to Ridge = 44.000 ft L Length Along Ridge = 56.170 ft • • EHt Eave Height = 8.000 ft RE Roof Entry Method = Slope • • • • •• • Slope Slope of Roof = 3.5 :12 OH Specify Roof to Wall intersections and Overhangs= Overhang Parapet Type of Parapet = None Theta Roof Slope = 16.26 Deg •• • •• �• Par Is there a Parapet = False OH ALL Sofit = 1.000 ft • • •• • • ••• • OH ALL Sofit = 1.000 ft OH ALL Sofit = 1.000 ft • Exposure Constants per Table 26.9-1: • •• • Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft • • ••• • At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 • • •• •• C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1= 0.200 • • • • •••••• Overhang Inputs: • • • Std = Overhangs on all sides are the same = True • • OHType = Type of Roof Wall Intersections = Sofit • • OH = Overhang of Roof Beyond Wall = 1.000 it • • • Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: EHt = Eave Height RHt = Ridge Height h = Mean Roof Height: 0.5*(EHt+RHt) Zh = Mean Roof Height for Kh: h + Base_Dist Kh = Since Zh<15 ft [4.572 m) --> 2.01 * (15/2g)^(2/Alpha) Kzt = Topographic Factor is 1 since no Topographic feature specified Kd = Wind Directionality Factor Manually Specified by Designer GCPi = Ref Table 26.11-1 for Enclosed Building RA = Roof Area LF = Load Factor based upon ASD Design qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF qin = For Negative Internal Pressure of Enclosed Building use qh*LF qip = For Positive Internal Pressure of Enclosed Building use qh*LF Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht Izm = Cc * (33 / Zm) 0.167 Lzm = L * (Zm / 33) Epsilon Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 8.000 ft = 14.708 ft = 11.354 ft = 11.354 ft = 0.849 = 1.000 = 0.85 +/-0.18 2787.31 sq ft 0.60 33.94 psf 33.94 psf 33.94 psf = 0.85 = 15.000 ft = 0.228 = 427.057 = 0.923 = 0.884 = 0.850 file:///C:/Users/abel/AppData/Roaming/MecaWind/SelectedAnalysis.html 11 /9/2020 Page 2 of 4 2 MWFRS Wind Normal to Ridge (Ref Fig 27.4-11 h = Mean Roof Height Of Building = 11.354 ft RHt = Ridge Height Of Roof = 14.708 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 56.170 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 44.000 ft L/B = Ratio Of L/B used For Cp determination = 0.783 h/L = Ratio Of h/L used For Cp determination = 0.258 Slope = Slope of Roof = 16.26 Deg OH_Top_+X+Y= Overhang Coefficient Overhang +X+Y (Leeward) _ -0.53, -0.53 OH_Top Overhang Coefficient Overhang +X-Y .(Windward) = 0.04, -0.46 _+X-Y= OH_Top_+Y = Overhang Coefficient Top +Y (Leeward) _ -0.53, -0.53 OH_Top_-X+Y= Overhang Coefficient Overhang -X+Y (Leeward) _ -0.53, -0.53 OH_Top_-X-Y= Overhang Coefficient Overhang -X-Y (Windward) = 0.04, -0.46 OH_Top_-Y = Overhang Coefficient Top Windward Edge = 0.04, -0.46 Roof = Roof Coefficient (Leeward) _ -0.53, -0.53 -LW Roof_WW = Roof Coefficient (Windward) = 0.04, -0.46 Sofit -Y = Overhang Coefficient Sofit -Y = 0.8, 0.8 • Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp LW = Leward Wall Coefficient Using L/B = -0.50 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf - ---- ----- ----- ----- ------------------- ------ -------------- 8.00 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ---- ----- ----- ----- ------------- ------- ------ -------------- • • 8.00 0.849 1.000 33.94 -0.18 29.19 -8.32 -14.09 37.51 9.60 • • •• •• _ Notes Wall Pressures: • • • • • • Kz = Velocity Press Exp Coeff Kzt = Topographical Factor ••••• •• •• ••• • •••••• qz = 0.002'56*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient • Side = qh * G * Cp SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi • • • • • • • Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press* •• • • • • • • • • • ' * Minimum Pressure: Para 27. 4. 7 no less than 9.60 psf (Incl LF) applied to Walls • • • • • • • • • • • + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • • • • • • • •••••• • • ••••• •• •• •• •• •••••• Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Normal to Ridge • All wind pressures include a load factor ••• of 0.6 • •••• • • • • • • •• • •••••• Roof Var Start End C min C max GCPi Pressure Pressure Pressure Pressure • • • Dist Dist Pn min* Pp_min* Pn max Pp max • • • 000090 ft ft •• • ••••• • • psf psf psf psf • ----------- ----- ---- ------ ------ ------------- -------- OH_Top_+X+Y N/A N/A -0.530 -0.530 0.000 -15.29 -15.29 -15.29 -15.29 OH_Top_+X-Y N/A N/A 0.040 -0.460 0.000 1.15 1.15 -13.27 -13.27 OH Top +Y N/A N/A -0.530 -0.530 0.180 -9.18 -21.40 -9.18 -21.40 OH Top_-X+Y N/A N/A -0.530 -0.530 0.000 -15.29 -15.29 -15.29 -15.29 OH_Top_-X-Y N/A N/A 0.040 -0.460 0.000 1.15 1.15 -13.27 -13.27 OH_Top_-Y N/A N/A 0.040 -0.460 0.180 7.26 -4.96 -7.16 -19.38 Roof N/A N/A -0.530 -0.530 0.180 -9.18 -21.40 -9.18 -21.40 -LW Roof_WW N/A N/A 0.040 -0.460 0.160 7.26 -4.96 -7.16 -19.38 Son -Y N/A N/A 0.800 0.800 0.180 29.19 16.97 29.19 16.97 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max = Largest Coefficient Magnitude Cp Min = Smallest Coefficient Magnitude Pp_max = qh*G*Cp_max - qip-(+GCPi) Pn max = qh*G*Cp max - qin*(-GCpi) Pp= qh*G*Cp_min - qip*(+GCPi) Pn min* = qh*G*Cp min - qin*(-GCPi) _min* P OH = Overhang X = Dir along Ridge Y = Dir erpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-11 h = Mean Roof Height Of Building = 11.354 ft RHt = Ridge Height Of Roof = 14.708 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 44.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 56.170 ft file:///C:/Users/abel/AppData/Roaming/MecaWind/SelectedAnalysis.html 11/9/2020 3 Page 3 of 4 L/B = Ratio Of L/B used For Cp determination = 1.277 h/L = Ratio Of h/L used For Cp determination = 0.202 Slope = Slope of Roof = 16.26 Deg OH_Bot = Overhang Bottom (Windward Face Only) = 0.8, 0.8 OH Top_l = Overhang Top Coeff (0 to h/2) (0.000 ft to 5.677 ft) = -0.18, -0.9 OH_Top_10 = Overhang Top Coeff (>2h) (>22.708 ft) = -0.18, -0.3 OH_Top_2 = Overhang Top Coeff (0 to h/2) (0.000 ft to 5.677 ft) = -0.18, -0.9 OR Top_3 = Overhang Top Coeff (0 to h) (0.000 ft to 11.354 ft) = -0.18, -0.9 OH_Top_4 = Overhang Top Coeff (0 to h) (0.000 ft to 11.354 ft) = -0.18, -0.9 OH_Top _5 = Overhang Top Coeff (h to 2h) (11.354 ft to 22.708 ft) = -0.18, -0.5 OH_Top = Overhang Top Coeff (h to 2h) (11.354 ft to 22.708 ft) = -0.18, -0.5 _6 OH_Top = Overhang Top Coeff (>2h) (>22.708 ft) = -0.18, -0.3 _7 OH_Top = Overhang Top Coeff (>2h) (>22.708 ft) = -0.18, -0.3 _8 OH Top_9 = Overhang Top Coeff (>2h) (>22.708 ft) = -0.18, -0.3 Roof_1 = Roof Coeff (0 to h) (0.000 ft to 11.354 ft) = -0.18, -0.9 Roof = Roof Coeff (h to 2h) (11.354 ft to 22.708 ft) = -0.18, -0.5 _2 Roof 3 = Roof Coeff (>2h) (>22.708 ft) = -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp LW = Leward Wall Coefficient Using L/B = -0.44 Cp SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz ft psf ----- ----- ----- ----- 14.71 0.849 1.000 33.94 10.21 0.849 1.000 33.94 8.00 0.849 1.000 33.94 GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* psf psf psf psf psf psf ------------ ------- ------ -------------- 0.18 16.97 -18.94 -26.30 35.91 9.60 0.18 16.97 -18.94 -26.30 35.91 9.60 0.18 16.97 -18.94 -26.30 35.91 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* • • ft psf psf psf psf psf psf psf •••••• • • • ----- ----- ----- ----- ------------- ------- ------ -------------- • • 14.71 0.849 1.000 33.94 -0.18 29.19 -6.72 -14.09 35.91 9.60 •• • • • 10.21 0.849 1.000 33.94 -0.18 29.19 -6.72 -14.09 35.91 9.60 • • •• •• 8.00 0.849 1.000 33.94 -0.18 29.19 -6.72 -14.09 35.91 9.60 •• •• • • • Notes Wall Pressures: •••• • • Kz = Velocity Press Exp Coeff Kzt = Topographical Factor • • • ••• •• qz = 0.00256*Kz*Kzt*Kd*V-2 GCPi = Internal Press Coefficient • ••• • Side = qh * G * Cp SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi • •• •• • • • Leeward = qh * G * Cp LW - qip * +GCPi Total = Windward Press - Leeward Pres•S• • • • • * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Intl LF) applied • • to Walls • • • + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • ••• •• • • • •• • Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Para1100to Ridge •• All wind pressures include a load factor of 0.6 •• • •• •• •••• Roof Var Start End Cp min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp_min* Pn_max Pp max ft ft --------------- ------ ------ ------ ------ ------------- psf psf -------- psf psf -------- OH Bot N/A N/A 0.800 0.800 0.000 23.08 23.08 -------- 23.08 23.08 OH Top_l (-X+Y) 0.000 5.677 -0.180 -0.900 0.000 -5.19 -5.19 -25.97 -25.97 OH Top 10 (+Y) 22.708 57.170 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 OH Top 2 (-X-Y) 0.000 5.677 -0.180 -0.900 0.000 -5.19 -5.19 -25.97 -25.97 OH Top_3 (-Y) 0.000 11.354 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 OH Top_4 (+Y) 0.000 11.354 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 OR Top 5 (-Y) 11.354 22.708 -0.180 -0.500 0.1.80 0.92 -11.30 -8.32 -20.53 OR Top 6 (+Y) 11.354 22.708 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 OR Top 7 (+X+Y) 22.708 58.170 -0.180 -0.300 0.000 -5.19 -5.19 -8.66 -8.66 OH Top_8 (+X-Y) 22.708 58.170 -0.180 -0.300 0.000 -5.19 -5.19 -8.66 -8.66 OH Top_9 (-Y) 22.708 57.170 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Roof 1 (+Y) 0.000 11.354 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof 2 (+Y) 11.354 22.708 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof 3 (+Y) 22.708 57.170 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp Max = Largest Coefficient Magnitude Cp Min = Smallest Coefficient Magnitude Pp max = qh*G*Cp max - qip*(+GCPi) Pn_max = qh*G*Cp max - qin*(-GCpi) Pp min* = qh*G*Cp min - qip*(+GCPi) Pn_min* = qh*G*Cp min - qin*(-GCPi) OH - Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined file:///C:[Users/abel/AppData/Roaming/MecaWind/SelectedAnalysis.htm] 11/9/2020 Page 4 of 4 n with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Components And Cladding (CSC) Calculations per Ch 30 Part 1: EHt = Eave Height = 8.000 ft RHt = Ridge Height = 14.708 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 11.354 ft Zh = Mean Roof Height for Kh: h + Base -Dist = 11.354 ft Kh = Since Zh<15 ft [4.572 m] --> 2.01 * ( [15 ft or 4.572 m] / zg)^(2/Alpha)= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor Manually Specified by Designer = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 psf LHD = Least Horizontal Dimension: Min(B, L) = 44.000 ft al = Min(0.1 * LHD, 0.4 * h = 4.400 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 4.400 ft Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf psf ----------- ---- ----- ----- ----- ----------- ----- ------ ----- ------ RAFTER 1 1.330 3.500 4.66 No 30.4-2B 0.500 -0.900 23.08 -36.66 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF} Components and Cladding (C&C) Overhang Calculations per Section 30.10: Wind Pressures for C&C per Section 30.10 & Figure 30.4-2 All wind pressures include aload factor of 0.6 Description Zone Width Span Area 1/3 Ref GCpi GCp GCp p p • • Length Rule Fig +/- Max Min Max Min :**a** ••••• ft ft ft sq ft psf psf • • • • ------------ ---- ----- ------ ----- ----------- ---- ----- ------ ----------- • • • • • • RAFTER 2 OH 1.330 3.500 4.66 No 30.4-2B 0.00 0.000 -2.200 9.60 -74.67 • • •• • • • •••••• • •••••• RAFTER 3 OH 1.330 3.500 4.66 No 30.4-2B 0.00 0.000 -3.700 9.60-125.58 • •••••• # OH = Zone # on Overhang with Zero Internal Pressure (GCPi = 0) • •• • • • • • Area = Span Length x Effective Width • • 000000 1/3 Rule = Effective width need not be less than 1/3 of the span length • • p = Wind Pressure: qh*(GCp - GCpi)-LF [Eqn 30.4-1]* •••••• • • ••••• • • • • *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.960 kPa] {Includes LF} • • • • • • • • • • ••• • • Values of GCp for overhangs include contributions from both upper and lower surfaces. • •••••• • • • • •• • •••••• • • • •• • • • 0000 file:///C:[Users/abel/AppData/Roaming/MecaWind/SelectedAnalysis.html 11 /9/2020 15 Project Title: Engineer: Project ID: Project Descr: Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 :t .- DESCRIPTIO WOOD LEDGER TYPE A DESIGN Code Reference. - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2018 General Information Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade;ed Southern Pine, No.2: 2" - 4" " Ledger Wood Spel Southern Pine Fb Allow 800.0 psi G : Specific Gravity 0.55 Fv Allow 175.0 psi Bolt Diameter 1/2" in Fyb : Bolt Bending Yie 45,000 psi Bolt Spacing 18.0 in Concrete as Main Supporting Member Cm - Wet Service Fac 1.0 Using 6" anchor embedment length in equation Ct - Temperature Fac 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table Cg - Group Action Fat 1.0 C A - Geometry Facto 1.0 D(52.50) S47.50) W(660.0) i Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final t �s are an envelore solution- • • o Load Data Dead Roof Live Floor Live Snow Wind •$4Smip .Earth �• Uniform Load... 0.0 plf 0.0 pif plf plf 0.0 plf • : plf•• • pif••:• Point Load... 52.50 Ibs 157.50 Ibs Ibs Ibs 660.0Ibs .'• Ibs •' :b,%.. Spacing 18.0 in ' • • •""• • ' Offset 9.0 in 0000 Horizontal She; Ibs Ibs Ibs Ibs Ibs Ibs Ibs 16 project Title: Engineer: Project ID: Project Descr: Wood, Ledger Software copyright ENERCALC,, INC. 1983-2020, Build:12.20.8.24 ' DESCRIPTIO WOOD LEDGER TYPE A DESIGN DESIGN SUMMARY Design • Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... for specific gravity & bolt diameter) +D+0.750Lr+0.450W +D+0.750Lr+0.450W Ledger, Perp to Grain 7,500.0 ksi Moment 87.680 ft-lb Max. Vertical Load 467.626 Ibs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual StresE 80.070 psi Bolt Allow Vertical Low 657.71 Ibs Supporting Member, Perp to 3,650.0 ksi Fb : Allowable Stre 1,280.0 psi Supporting Member, Parallel tq 6,150.0 ksi Stress Ratio 0.06255 :1 Max. Horizontal Load 0.0 Ibs Bolt Allow Horizontal Lc 1,093.60 Ibs Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+0.750Lr+0.450W Diagonal Compone 467.626 Ibs Shear 233.814 Ibs Allow Diagonal Bolt For, 657.71 Ibs fv : Actual Stress 43.0 psi Stress Ratio, Wood @ Bo 0.7110 :1 Fv : Allowable StreM6.667 psi Stress Ratio 0.2304 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load CombinatieD+0.750Lr+0.450W Resutant Load Angle : Theta 90.0 deg Ktheta = 1.250 Fe theta = 657.71 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain • • Fem 7,500.0 Fes 3,650.0 Fyb 45,000.0 Fern 7,500.0 Fes 6,150.0,,fYb 401168 •••• • - Re 2.055 Rt 4.0 • • Re 1.220 Rt ?.e • •00 k1 2.476 k2 1.50 k3 1.185 k1 1.591 k2 1.12§:" 01.252 0000 • • Im : Eq 11.3-1 Rd = 5.0 Z= 0.0lbs Im : Eq 11.3-1 Rd = 49 Z_ 0.9lbs �••••� Is : Eq 11.3-2 Rd = 5.0 Z = 547.50 Ibs • Is : Eq 11.3-2 Rd = %Q• 0= 1,i33.JS1bs I I : Eq 11.3-3 Rd = 4.50 Z = 1,506.32 Ibs 11 : Eq 11.3-3 Rd = 3.6Q • n= 2,938.98=bs • • • • • Illm : Eq 11.3-4 Rd = 4.0 Z = 1,651.64 Ibs Illm : Eq 11.3-4 Rd = 110**Z = 2,301.211bs Ills : Eq 11.3-5 Rd = 4.0 Z = 411.070 Ibs Ills : Eq 11.3-5 Rd = 1.200 2:_ §$3.5Q Ibs IV : Eq 11.3-6 Rd = 4.0 Z = 536.39 Ibs ••• • IV : Eq 11.3-6 Rd = 3.20 •7 = Z89.6Q1bs • • min: Basic Design Value = 411.070 Ibs Zmin : Basic Design \ialu _: 683.60 Ibs : �•••; Reference design value - Perpendicular to Reference design value - Parallel to GAMP Z " CM ` CD* Ct " Cg * Cdelta = 657.71 Ibs Z " CM ' CD" Ct " Cg " Cdelta = 1,093.60 Ibs JOB� . v r, r,i,- -1, , � i , � �t, � i � , - - - , e 'j,,, -, ; .-- ., ') (J ADDRESS: ....... . . ...... .. ...... PROJECT No.: SHEET No.: 17 OF: CALCULATIA) BY: DATE: CHECKED BY: DATE: • 0 0 :600:9 0. 00000• : 0 0 0 0 0 0• 00•00, 00•00 o •0 0 0 0 • : : 0 0 0 0 0 :118 0 0 0000 DOWEL -TYPE FASTENER , I ,nble UGBOLTS: Reference Lateral Design Values (Z) for Double Shear (three member) Cennectiens1,2 � �- for sawn lumber or SCL with 1/4" ASTM A 36 steel side plate Thickness ra -j � u ain S y d n A C oo. i%�v i S � ii � ti� Y mco O m 0 M ii N a) t1 0 o � cb 03 C U-) moU 'a in o t— a)� r oaE "tf o vr0 2 Mc to "nm�� C,O 11 CL yc'Sv3m' o 00 Ua ( x C A U3: 0uj)W U z D Z11 Zl Zu 'Z1 ZII Zl Zf Z1 ZB Zi Zn Zl Zn Zl Z8 Zl ZN Zl Z1f 'Zl in. in. in. lbs, lbs. lbs, lbs, lbs. lbs. I lbs. tbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1/2 1410 730 1150 550 1050 470 1030 460 970 420 900 380 880 370 780 310 760 290 730 290 518 1760 810 1440 610 1310 530 1290 520 1210 470 1130 420 1100 410 970 350 950 330 910 320 1-1/2 1/4 3/4 2110 890 1730 660 1580 590 1550 560 1450 520 1350 460 1320 450 1170 370 1140 360 1100 350 718 2460, 960 2020 -720 1140 630 1800 600 1690 550 1580 500 1540 490 1360 410 1330.1390 12W. 370 1 2810 1020 2310 .770 2100:,680 2060 650 1930 .600 1800 540 1760 5301560 440 1520 420 1460` 410 _ 112 1640 850 1350 640 1230 550 1200 530 1130 490 1060 450 1030 430 910 360 890 340 850 330 518 2050 940 1680 710 1530 610 1500 600 1410 550 1310 490 1290 480 1130 400 1110 380 1070 370 1-3/4 114 3/4 2460 1040 2020 770 1840 680 1800 660 1690 600 1580 540 1540 530 1360 430 1330 420 1280 410 7/8 2810;1120 2350` 840 2140 740 2110' 700 1970 640 1840 580 1800' 570 1590 470 1550 460 1490 -430 1 13280 1190 2690 890 2450` 790 24% 750'2250' 700 2100- 630 2060 610 1820 ' 510 1770 490 1710,' 470 _ 112 1870 1210 1720 910 1650 790 1640 760 1590 700 1500 640 1470 610 1300 510 1270 490 1220 480 5/8 2740 1340 2400 1020 2190 880 2150 860 2010 780 1880 700 1840 690 1620 580 1580 550 1520 530 2-1/2 1/4 3/4 3520 1480 2880 1110 2630 980 2580 940 2410 860 2250 770 2200 750 1950 620 1900 600 1830 580 7/8 4100-1600 3360 1200 3060 1050 30.10 `1010 2820 ' 920.2630: 630 2570 ` 810 2270 6180 2910:- 660 2130 61 C 1' 4690 1700 3840 1280 3500 1130 3440 1080 3220 1000 3000 900 2940: 88Q W96 '7$0 2530 70(Y'244M,068C A 112 1870 1240 1720 1100 1650 1030 1640 1010 1590 970 1540 890 1530 -MO t450 W 14.8p 680 141-0 67C 518 2740 1720 2510 1420 2410 1230 2390 1200 2330 1090 2260 980 22309*960 PZ#110 &10 2090 77 1za" .74C 3-1121 114 3/4 3800 2070 3480 1550 3340 1370 3320 1310 3220 1210 3120 1080 3080.106b 1720 870 3660 84 2560 .81( 718 5060 2240.4630 1680 4290 1470 4210 1410 3940 1290 3680 1160 21600 1,1.3P 3180 1 %50 31A0-'92 29(M :86( 1 6520 2380 5380 1790 49W 1580 4810 1510 4510-1400 4200 1260 4110'1 3 N30 1020 89km > 980 3410 95C 5/8 2740 1720 2510 1510 2410 1420 2390 1400 2330 1340 2260 1280 2230 1270 2110 1 70 2090 1140 412C 3/4 3800 2290 3480 2000 3340 1890 3320 1850 3220 1780 3120 1610 3090*f*t Z920 IWt Z89r 126 2"V 122( 5-1/4 1/4 718 5060 2930 4630 2530 4440 2210 4410 2110 4280 1930 4150 1750 4110•t700 3880 1.42V 1 38#O 138 67T(h 429( 1 6520 3570 5960,2080 5720 2360 5670 2260 5510 2100 5330 1890 5280**M P49W 1520 4930 1470 485i0 142( _ 5/8 2740 1720 2510 1510 2410 1420 2390 1400 2330 1340 2260 1280 2230.127 110 1V.0 2WO 114 �Q .j12( 3/4 3800 2290 3480 2000 3340 1890 3320 1850 3220 1780 3120 1690 3090.1650 2920 1j6 g%M 1320 2840 5-1/2 114 7/8 5060 2930 4630 2570 4440 2310,4410 2210 4280 2020 4150 1830 4110•17.81) 1880 1490 3840 144 181# k.0 .128( 35( 1 6520 3640 5960 2810 5720 2480 5670 2370 5510:2200 5330 1980 5280 930 4990 1600 Map 154d 4850 1 49i _ 5/8 2740 1720 2510 1510 2410 1420 2390 1400 2330 1340 2260 1280 2230 1270 2110 11 M2090 1140 2060 112( 3/4 3800 2290 3480 2000 3340 1890 3320 1850 3220 1780 3120 1690 3090 1670 2920 1530 2890 1500 2840 1481 7-112 1/4 7/8 5060 2930 4630 2670 4440 2410 4410 2360 4280 2260 4150 2160 4110 2130 3880 1960 3840 1930'3170'1841 1 6520:3640 5960 3180 5720 3000 5670 2940 5510 2840 5330 2700 5280 2630 4990'2180 4930`2100 4850 2031 _ 314 3800 2290 3480 2000 3340 1890 3320 1850 3220 1780 3120 1690 3090 1670 2920 1530 2890 1500 2840 1481 9-1/2 114 7/8 5060 2930 4630 2570 4440 2410 4410 2360 4280 2260 4150 2160 4110 2130 3880 1960 3840 1930 3770 1871 1 6520 3640 5960 3180 5720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 235, 718 5060 2930 4630 2570 4440 2410 4410 2360 4280 2260 4150 2160 4110 2130 3880 1960 3840 1930 3770 187, 11 1/2 1/4 1 6520 3640 5960 3180 5720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 235 13-1/2 1/41 1 6520 3640 5960 3180 5720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 235 1. Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 10.3.1)_ 2. Tabulated lateral design values (Z) are for "full diameter' bolts (see Appendix L) with bending yield strength (F}f,) of 45,000 psi and a dowel bearing strength (I of 87.10) psi for As,rM A 36 steel. AMERICAN w8Ci0 COUNCIL JOK CALCULATED BY: DAT-E; ° ° ° 000000 ° " " " " " a I Oli k ADDRFSS: PROJEC-I'No SHEET No-: OF: CA] -CUI.A'Ff.-,D TIN: DATE: CHECKED BY: DATE: C" 0 0 0 00 • : : • 666:00 0 000000 0 • 0660 0 0 0 a d *09 00000 0 a, 00 00 0 006096 01 0 0 0 0 0 0 0 0 00 0"! 0•0 0 0 0 - - 00 -• 00 0 . 0 0 0 0 0000 7 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . DESCRIPTIO WOOD RAFTER R-1 DESIGN CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethoA towable Stress Design Fb + 1000 psi E : Modulus of Elasti Load CombinatilBC 2018 Fb - 1000 psi Ebend- xx 1400ksi Fe - Prll 1400 psi Eminbend - x 510ksi Wood Species Mixed Southern Pine Fc - Perp 565 psi Wood Grade No.2: 2" - 4" Thick: 6" Wide Fv 175 psi Ft 600 psi Density 31.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increa: D(0.0150) Lr(0.0450) W(0.1875) 2x6 •••+•• Span =3.50ft •••••• •••••• • • •••••• • Applied Loads Service loads entered. Load Factorsw illebe appir-`8r•dlnlculatiw,,• Beam self weight calculated and added to loads ...... • • : • • • Loads on all spans... Uniform Load on ALL spans: D = 0.010, Lr = 0.030, W = 0.1250 ksf, Tributary Width = 1.50 ft •.'••• ...... '••'•; ••.••• • • DESIGN SUMMARY : 0 • : • Maximum Bending Stress Ratio = 0.713 1 Maximum Shear Stress Ratio . = . : •.068 : 1. Section used for this span 2x6 Section used for this span '..' •... 2x6 : • • • •: fb: Actual = 1,311.57psi fv: Actual = '...7.4:91 psi Fb: Allowable = 1,840.00psi Fv: Allowable = 280.00 psi Load Combination +D+0.750Lr+0.45OW Load Combination +D+0.750Lr+0.45OW Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.208 in Ratio = 402 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.150 in Ratio = 560>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.158 0.059 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.10 163.51 1035.00 0.05 9.34 157.50 +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.418 0.157 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.38 600.87 1437.50 0.19 34.32 218.75 +D+0.750Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.342 0.128 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.31 491.53 1437.50 0.15 28.07 218.75 +D+0.60W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.683 0.256 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.79 1,256.90 1840.00 0.39 71.78 280.00 +D+0.750Lr+0.45OW 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.713 0.268 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.83 1,311.57 1840.00 0.41 74.91 280.00 +D+0.450W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.535 0.201 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.62 983.56 1840.00 0.31 56.17 280.00 8 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Uc. #: KW-06011480 CAD CONSTRUCTION GROUP, CORP. DESCRIPTIO WOOD RAFTER R-1 DESIGN Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr Cm C t CL Moment Values Shear Values M fb Pb V fv F'v Length = 3.50 ft 1 0.648 0.243 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.75 1,191.50 1840.00 0.37 68.05 280.00 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.053 0.020 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 98.11 1840.00 0.03 5.60 280.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.2082 3.500 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0187 in 3.500 ft 0.0000 in 0.000 ft +D+Lr 1 0.0687 in 3.500 ft 0.0000 in 0.000 ft +D+0.750Lr 1 0.0562 in 3.500 ft 0.0000 in 0.000 ft +D+0.60W 1 0.1436 in 3.500 ft 0.0000 in 0.000 ft +D+0.750Lr+0.45OW 1 0.1499 in 3.500 ft 0.0000 in 0.000 ft +D+0.450W 1 0.1124 in 3.500 ft 0.0000 in 0.000 ft +0.60D+0.60W 1 0.1361 in 3.500 ft 0.0000 in 0.000 ft +0.60D 1 0.0112 in 3.500 ft 0.0000 in 0.000 ft Lr Only 1 0.0500 in 3.500 ft 0.0000 in • • 0.000 ft W Only 1 0.2082 in 3.500 ft 0.0000 in • • • + • 0.000.1t• Vertical Reactions Support notation :Far left is•V,oluat • in KIP$ + • • • + • Load Combination Support 1 Support 2 • • • • • • • • • • • : • Overall MAXimum 0.656 • • • : • • • • • Overall MINimum 0.656 • • • •' • DOnly 0.059 • • •••••• +D+Lr 0.216 •••• • ••:••• +D+0.750Lr 0.177 • •' • • • • • • • • • • +D+0.60W 0.453 •• •• •• •• •••••• • +D+0.750Lr+0.45OW 0.472 • • • • • + • • +D+0.450W 0.354 • • • • +0.60D+0.60W 0.429 • ' • +0.60D 0.035 • • • •••••• LrOnly 0.158 •• • •••••• • • W Only 0.656 • • • • 9 Project Title: Engineer: Project ID: Project Descr: Nood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 -ic, #: KW-06011480 CAD CONSTRUCTION GROUP, CORF DESCRIPTIO WOOD RAFTER R-2 DESIGN CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + 1000 psi E : Modulus of Elasti Load CombinatilBC 2018 Fb - 1000 psi Ebend- xx 1400ksi ' Fc - Prll 1400 psi Eminbend - x 510 ksi Wood Species Mixed Southern Pine Fc - Perp 565 psi Wood Grade No.2: 2" - 4" Thick: 6" Wide Fv 175 psi • Ft 600 psi Density 31.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increa: D 0.0150 Lr 0.0450 W 0.1875 • 2x6 • • • • • 0000 Span =4.0ft • • • •• • • • • • •••••• • • Applied Loads Service loads entered. Load Factors wil6be app:a6foLalculations. • Beam self weight calculated and added to loads • Loads on all spans... • •. •. • • • . • . •: • • • • • Uniform Load on ALL spans : D = 0.010, Lr = 0.030, W = 0.1250 ksf, Tributary Width = 1.50 ft ' • • • • • . • . • •.: • DESIGN SUMMARY __. _..___ _. • • • ......._.._...... • • ... • Maximum Bending Stress Ratio = 0.2331 Maximum Shear Stress Ratio . = . ; '.Q.136 : 1. . Section used for this span 2x6 Section used for this span • • 2x6 ; • • so: fb: Actual = 428.27psi fv: Actual = • • • �-P.97 psi Fb: Allowable = 1,840.00psi Fv: Allowable = ••1180.00 psi Load Combination +D+0.750Lr+0.45OW Load Combination +D+0.750Lr+0.45OW Location of maximum on span = 2.000ft Location of maximum on span = 3.547ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 1286>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.027 in Ratio = 1787 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.052 0.030 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.03 53.39 1035.00 0.03 4.73 157.50 +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.136 0.080 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.12 196.20 1437.50 0.10 17.39 218.75 +D+0.750Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.112 0.065 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.10 160.50 1437.50 0.08 14.23 218.75 +D+0.60W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length = 4.0 ft 1 0.223 0.130 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.26 410.42 1840.00 0.20 36.39 280.00 +D+0.750Lr+0.45OW 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.233 0.136 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.27 428.27 1840.00 0.21 37.97 280.00 +D+0.450W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.175 0.102 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.20 321.16 1840.00 0.16 28.47 280.00 41 on 10 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO WOOD RAFTER R-2 DESIGN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +0.60D+0.60W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.211 0.123 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.25 389.06 1840.00 0.19 34.49 280.00 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.017 0.010 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.02 32.04 1840.00 0.02 2.84 280.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.0373 2.015 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0033 in 2.015 ft 0.0000 in 0.000 ft +D+Lr 1 0.0123 in 2.015 ft 0.0000 in 0.000 ft +D+0.750Lr 1 0.0101 in 2.015 ft 0.0000 in 0.000 ft +D+0.60W 1 0.0257 in 2.015 ft 0.0000 in 0.000 ft +D+0.750Lr+0.450W 1 0.0269 in 2.015 ft 0.0000 in 0.000 ft +D+0.450W 1 0.0201 in 2.015 ft 0.0000 in 0.000 ft +0.60D+0.60W 1 0.0244 in 2.015 ft 0.0000 in 0.000 ft +0.60D 1 0.0020 in 2.015 ft 0.0000 in 0.000 ft Lr Only 1 0.0090 in 2.015 ft 0.0000 in 0.000 ft W Only 1 0.0373 in 2.015 ft 0.0000 in :*of:* 0.000 ft Vertical Reactions Support notation : Far left is #' • in KIP1 • Load Combination Support 1 Support •\lue: •••••• • i••••• • ••••:• Overall MAXimum 0.375 0.375 • • • • • • • • • Overall MlNimum 0.375 0.375 •••••• DOnly 0.034 0.034 •••••• s•••i• • • +D+Lr 0.124 0.124 • • • • • • •; •' • +D+0.750Lr 0.101 0.101 •••••• • • ••••• +D+0.60W 0.259 0.259 • • •• •• • • • •• •• •••••• +D+0.750Lr+0.45OW 0.270 0.270 000000 • • • +D+0.450W 0.202 0.202 • • • • • •• • • •••••• +0.60D+0.60W 0.245 0.245 • • • +0.60D 0.020 0.020 • • • • • • • • • Lr Only 0.090 0.090 • • • • •' • • • • • W Only 0.375 0.375 • • • • I APPROVE AND CERTIFY THAT THESE SHOP DRAWINGS COMPLY AND MEET MY DESIGN CRITERIA MIAMI-DADS r Me.RUBEN J. PUJOL ARCHITECT AR#D��I�4 DARE COUNTY 12237 S.W. 204 TERRACE; MIAMIj, CONTROL SECTION T,_;,�, � SW 26 Street, Room 208 DEPARTMENT OF REGULATORY h I0 �8�5 l�KI) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISI& T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE NOA Nwww.miamidade.2ov/economy Nu-Vue Industries, Inc. 1055 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Steel Wood Connectors ...... APPROVAL DOCUMENT: Drawing No. NU-2, titled "NVTA and NVTAS, NV13"24 gnd N11UH 26, " • •; • NVRT and NVTH", sheets 1 through 4 of 4, dated 06/25/2020, prepared by Nu-VueJR&St 'ies, lie.*, signed • and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control "ion stamp With the • Notice of Acceptance (NOA) number and expiration date by the Miami -Dade CountyPnaduct ControL ; • • • • • Section. • • • e • ...... MISSILE IMPACT RATING: None . ; • • • • • .. .. •. .. LABELING: A permanent mark with the manufacturer's name, acronym or logo i � !o loaJocated on each • • unit. A permanent label with the manufacturer's name or logo, city, state, model/se4es, and the statement ...... reading `Miami -Dade County Product Control Approved' is to be located on each pdckagijig carton.* • RENEWAL of this NOA shall be considered after a renewal application has been filed and there has Been • no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of " any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA # 17-0802.09 and consists of this page 1 and evidence pages El, E-2 and E3, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 20-0519.03 OiN Expiration Date: July 30, 2025 Approval Date: July 30, 2020 Page 1 20 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS NOAs A. DRAWINGS 1. Drawing No. NU-2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and scaled by Vipin N. Tolat, P.E. B. TEST "Submitted under NOA No. 05-0701.04" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27J03 8. PT 03-4270 NVRT24-T Upward 412` 03 9. PT 02-4095 NVUH26 Up & Downward '• tjl/lW03 10. PT 02-4096 NVBH24 Up &Downward 12/03/02 11. 31-22456.0002 NVTA & NVTAS Lateral • • • • 07/176/02 12. PT 04-4698 NVTH24 Upward Parallel/PefO,ef4eular W411/04 13. PT 04-5036 NVTH24 Upward Load ..... • 12/10/04 C. CALCULATIONS "Submitted under NOA No. 04-1202.01 " ; • •; •; • Report of Design Capacities prepared by Vipin N. Tolat, P.E. ; • • • • Product Model No. of Pages Date • %inatdre • • 1. NVBM24 7 through 8 05/05/03 V. N. Toia>• n.E 2. NVRT 9 through 14 05/05/03 V. N. Tolat,OP. E. 3. NVTA & NVTAS 1 through 6 05/05/03 V. N. Tolat, P.E. 4. NVTA & NVTAS 1 through 14 02/06/03 V. N. Tolat, P.E. 5. NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. 40%2�_d Carlos M. Utrera, P.E. Product Control Examiner NOA No: 20-0519.03 Expiration Date: July 30, 2025 Approval Date: July 30, 2020 E-1 21 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of code conformance to 2010 and 5`' (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 04-1202.01 " 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. 2. EVIDENCE SUBMITTED UNDER NOA # 17-0802.09 A. DRAWINGS 1. Drawing No. NU-2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 07/17/2017, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST ��•••• .. 1. None. 0 * 0 0 ' ...... :0 . C. CALCULATIONS • • • • • • • • • • 1. None. •••• • ••••• ...... D. .. .. .. .. QUALITY ASSURANCE ...... • • • • 1. Miami -Dade Department of Regulatory and Economic Resources TRER) .. 0 • • E. MATERIAL CERTIFICATIONS " 0000 0 • •' •' 1. None. "" F. STATEMENTS 1. Statement letter of code conformance to the 5' Edition (2014) and 6fl' Edition (2017) FBC and of no financial interest, issued by Vipin N. Tolat, P.E., dated 07/25/2017, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No: 20-0519.03 Expiration Date: July 30, 2025 Approval Date: July 30, 2020 E-2 22 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 06/25/2020, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST 1. None. C. CALCULATIONS 1. Verification calculations for compliance with the ASTM D7147-05 and AS -TM • D7147-11 prepared by Vipin N. Tolat, P.E. dated 04/28/2020, Atpc�and staled by .... • Vipin N. Tolat, P.E. • • • ... • • • • • .... . ...... D. QUALITY ASSURANCE "" • 1. Miami -Dade Department of Regulatory and Economic Resour� j; rpR) .' . • •' • • • .. .• ...... • .. .... % E. MATERIAL CERTIFICATIONS 0 • • • • 0 0 1. None. • • .... ...... • . .. F. STATEMENTS 1. Statement letter of code conformance to the 6' Edition (2017) and the 7' Edition (2020) FBC and of no financial interest, issued by Vipin N. Tolat, P.E., dated 06/25/2020, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No: 20-0519.03 Expiration Date: July 30, 2025 Approval Date: July 30, 2020 E-3 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length (in) Product Code Gauge seat Gauge strap 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 NWAS 214 20 14 20 NVTA-20 WAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 WAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 WAS 226 20 14 36 NVTA-36 NVTAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 No. of Fasteners each strap 10d Maximum Allowable Load Ibs Uplift Single Strap Uplift Double Straps I L1 Single &Double Straps L2 Single & Double Straps 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 250 500 8 902 *1804 250 500 9 951 *1902 250 500 10 999 *1998 250 500 11 1048 *2096 250 500 12 1096 *2192 250 500 13 1145 *2290 250 500 14 1193 *2290 250 500 *Note: For 8 or more nails per strap, use double truss for double straps. PRODUCT REVISED as complying with the Florida Building Code 1 NDA-No. 20-0519.03 Eupiration Date 07/3012025 General Notes: By �^ Miami -Dade Product Controli- 1. Steel shall conform to ASTM A653, SS grade 33, min. yield 33 ksi, min. 1" tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653. 2. Allowable loads and fasteners are based on NDS 2015. H 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2015. IN. 4" EM B. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, per NDS 2015. NVTAS 1" Design loads do not include 33% increase for steel and concrete. 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Masonry, Grout 1" and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, L1 and L2 shall satisfy the following equation. • • • • • • • • • • Aewa l + ALt11pl_ 1 + Acted J <-1.0 • ( A Te L2 • • • • • • • • • • • Allowable Uplift owa ee�[L�l o�wa Uplift • • • • • • • • • 7. Allowable loads are based on 1)¢" thick wood members unless otherwise • • • • • • • • • • • • • noted. • • • 8. All designs Conform to FBC 2017. ASTM D1761 and ASTM D7147. 0 • ••• • H • • • • • • MIN. 4i • • • • • • • • E. • • • • NVTA • • 1" • •• • ••• • • • • ••• • • ••• • • • • •• •• TABLE 2 Truss Anrhnrs NVTA nnri Riv teri Truce Anrhnrq with Sent NVTAS H Length g (in) Product Code Gauge seat Gauge strap 16 NVI`A-16 NVTAS 212 20 14 18 NVTA-18 NVTAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVrA-22 NWAS 218 20 14 24 NVTA-24 NWAS 220 20 14 26 NVTA-26 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 NVTAS 226 20 14 36 NVTA-36 WAS 232 20 14 48 NVTA-48 WAS 244 20 14 to wall No. of Fasteners each strap 10d x 1.5" Maximum Allowable Load Ibs Uplift Single Strap Uplift Double Straps L1 Single & Double Straps L2 Single & Double Straps 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 520 630 8 1144 *2288 520 630 9 1153 *2306 520 630 10 1161 *2322 520 630 11 1170 *2340 520 630 12 1178 *2356 520 630 13 1187 *2374 520 630 *Note: For 8 or more nails per strap, use double truss for double straps. Perpendicular to wall 0 1. Reinforcements Required 21" 0 0 2�. —Concrete Tie Beam or Tie Beam formed with concrete filled o masonry Holes Dia." NVTA, NVTAS N W TABLE 3 NVBH 24 BUTTERFLY HANGER FASTENER ALLOWABLE F, O w w SCHEDULE LOADS (lbs.) w N N 000 00 0 ¢ D a 0 a� n � DOWNWARD W o m GRAVITY LOADS x 2.4 NVBH24 18 12 6 1113 Notes: 1. Use all specified fasteners in schedule to achieve values indicated. 2. Values are based on 17j" header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER FASTENER ALLOWABLE LOADS (Ibs.) 0w w SCHEDULE N 00 Q 0 3- Of a. 0 0� N x DOWNWARD WIND UPLIFT _� —0 GRAVITY LOADS LOAD 2x6 NVUH26 14 20 10 2233 1213 Notes: 1. Use all specified fasteners in schedule to achieve values indicated. 2. Values are based on 3" header thickness and 1 j' Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span I DOWNWARD LOAD • • •• • • • • • • i PUC�liE1QSP0 as cMi Building • • Ing witrrrrthee-Flood Cod• •a• • • • • • o HOA-No. Expratiory 20-0519.03 10 07/30/2025 00 r • • • • MIa•T ae roe tro • • • • • • • Vc •• •• • ••• • • • • ••• • • •• • • • • •• • TABLE 5 NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 16d Fasteners Maximum Uplift Load (Ibs) TOTAL memger" Flat Ties Twisted Ties 8 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1132 Notes: 1. Specify "F" for Flat and "T' for Twisted when ordering. 2. Fastener values are based on a minimum 1j" thick wood members. 3. - Indicates no. of nails in each connected wood member. 4. See General Notes, sheet 1. A1. LENGTH el HALF HALF Connected Connected to truss to o Wall - --LENGTH PRODUCT REVISED as complying with the Florida Building Code NOA No. 20-0519.03 Expiration Date 07/30/2025 By Miami -Dade Product Control UPLIFT I � TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 No. of 16d nails to Wood Framing No. of 4" diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 4 6 722 5 7 856 6 8 991 7 9 1125 Notes: 1. ITW tapcons shall be embedded a minimum of 14" into concrete „ 4., 0 d1121 0 0„ O NVRT Anchor Holes dia. 1j" tiebeam or tiebeam formed with concrete filled masonry. ITW tapcons shall Do not have a min. edge distance of 2j" and minimum spacing of 1j" as shown. Use circled holes 2. See General Notes, sheet 1. 3. All tapcons must be In the some row spaced at 1Nz" on centers. Do not use holes in the opposite row. o Strap must be long enough to accommodate required tapcons. o 0 0 1' o. 0 VM N. TOIAT, PE (CIVIL) Note e�4i o 0 FL. REG. # 128490 15123 LANTERN CREEK LAM •• K • • • •• • • 2� Min. edge distance • • • s' • • • • R:r1forcemd%* wqujF4• • • # ie feat f ed wit* • • • concrete fil�giasortly or • • • • concrete tie earn • • • •• •• • • • • • • 16d }"Tapcons 1X" Truss plate required to transfer load to bottom chord dot 0.203"K 1" H MIN. 4" Single Strap EMB. Single Truss NVTH 1Xz" Truss plate required to transfer load to\ bottom chord �a Double Strap Double Truss For General Notes, see sheet 1 Reinforcements Required 0 Concrete Tie Beam or Tie Beam formed with concrete filled masonry Reinforcements Required 7 Concrete Tie Beam or Tie Beam formed with concrete filled masonry Nails on Front &do Shalt be off centered d 5 Nails in Front (Min.) • •• • • • • ••• • •• ••• P%DUCTREVMER• as eomptying with the Florida Building Code Now -No. 20-0519.03 • • • • •Alfhun P duct ontrol • • ••• • •• • • • • • • •• • • • • • • • ••• •• •• •• TABLE 7 Truss Anchors NVTH H Maximum Uplift Loads (lbs) �ngth Product Gauge Gauge No. of Fasteners yin) Code seat strap in each Strap Single Strap Double Straps 10d x 1.5" on on Single Truss Double Truss 12 NVTH-16 18 14 5 1032 2064 14 NVTH-18 18 14 6 1222 2444 16 NVTH-20 18 14 7 1275 2550 8 1329 2658 18 NVTH-22 18 14 9 1383 2766 20 NVTH-24 18 14 10 1437 2874 22 NVTH-26 18 14 11 1490 2980 12 1544 3088 24 NVTH-28 18 14 13 1598 3196 26 NVTH-30 18 14 32 NVTH-36 18 14 44 NVTH-48 18 14 0 1Y; 2Y," o 1Y; O Holes Dia. J" 1Y4 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 0 15123 LANTERN CREEK LANE HOUSTON, TX 77068 NVTH PREPARED BY. 5 89°35'53' E I E 1 50.00' 5/8" FIP NO ID LOT I I BLK 13 SURVEY NUMBER: 1903.1582 �!� t 0.02' (M) 8 g 3005' E 74.98' (M) (°k`9',G'S/W. PJQ.ID` • 'i. .ram 01`0 25.00' (D) NO ID "PLANTER .0.7' 4.7' OFF ON LINT.3' 10.3' ry E — N Lo I STY. v Ni0 RES # 42 " C9 LOT i N I N N 13LK I _ �n Qq ro I .3'LLJ nC, I60AI — 9.G' 10.4�0 _ n Ln r N _ L. 112 OF i o 170' - LOT 9 — v 0 LOT l O ' P LK 13 i`. BLK 1 3 W. 112 OF N g O LOT 10 BLK 13 I N P LT 4 v 0.4' OFF WM O Z 2.9' OFF l hereby cer ' ;, t oundory Survey of the hereon des �d �[, e9 as been made under my directi , nd fo the t of my knowledge and belief 'ts ccurote representation of a sury a meets Standards of Practice set forth the s'Ada rd of Professional Surveyors pers l opter 5,1-17 of the Florida Admin/ . s e. RONALD W. WALLING State of Florida Professional Surveyor and Mapper License No. 6473. CLIENT NUMBER: BUYER: FERNANDO YANEZ SELLER; FERNANDOYANEZ L,J CERTIFIED TO: FERNANDO YANEZ DATE: 03/21 /19 This is page 1 of 2 and is not valid without all pages. s 3 75 0° On W 150.00' T) (J- O" VV 149.89' (M) (A55UMED) 5UP.VEYOP,'5 I IOTE5: LOT APPF_AP5 TO BF 5FPVICFD BY CITY WATER AND SF_WFP FEIICF OWIIY_P.5111P NOT DFTERI IH1 D. 30 0 15 30 GRAPHIC SCALE (In Feet) N 1 inch = 30' ft. FU AFFILIATE MEMBERS REPORT OF SURVEY 1903.1582 1, This is page 2 of 2 and is not valid without all pages. LEGAL DESCRIPTION: LOT 9 AND THE EAST 1/2 OF LOT 10, BLOCK 13, AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 70, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. JOB SPECIFIC SURVEYOR NOTES: THE BEARING REFERENCE OF SOUTH 90 DEGREES 00 MINUTES 00 SECONDS WEST IS BASED ON THE SOUTHERLY PROPERTY LINE OF LOTS 6,7 & 8, BLOCK 13, LOCATED WITHIN AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 70, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. GENERAL SURVEYOR NOTES: .L 7he Legal Der.ctipuon uteri to perform, this surveywas supplied by o her This so!\e,,only flows improvement tOUid ab v grCU.`ad Underground 3 fftftiere I, aseptic tans or drain field shown on this survey the lornaticr, is ur r- v estimatedbymetal aetect on probing rods. and visual ab ve ground n sL ct;t U-� Y h n. This survey is exCIUSIVely t tl r use ot` the (:artier tra whom it s, �erht ",d, `_i. Additions or deletrons to this survev map and report by, other than. I - ,r np ; w r;, pa •, c:I c ;r_.'. w:; , , , `.. ... - ' 6 Dimensions are in feet and decimals thereof. y. Due to varymig construction standards, house dtmensron,s are approxnmate 8 Any FEMA flood zone data ciantairied on thus survey is for infm rnuuona u0i 0', Q, 9_ Ail corners markeo as set are at a minimum a'%'diameter, 8 ;r,-m r8 ar w t! , ,4 1D. if you are reading this .survey in an electronic format the Intormatio .onta,r,ra- r , p d; , rr rot I i I y raed It ;I ; , n ,17.L)52 l�l i the Hot Adminr trative Code andclot -ida Statute uT. 07r The Din, Tn;<.' � -t Ja �; , .• , which ;s Sent under separate cover. N13nualiy signed and sealed lce; tit all ; J: yr v I ii:n itt,u " 11 . f r Irr ;s not valid without the signature any or ig nai raised sea! of a Florida erred I _ Unless otherwise noted an examination of the abstract of title way+ NOT flerfoi „,e , L,y the igr inn, ii d, ,r The svni reflected in the legend and On thr Solvev :nay have Deer! n a-g,e• or :ur:en ;lava, ' . ; y: ^_> the tieW ,, r_„ did may net represent the actual shape or size of the feature 3. Points of Interest 11`7 s) are selected above -ground imptovemets vvo ch -r'av IT, .t unfl; , W:,'..'.t;cr ciu ,. but a :.: ;. :,=finned by the pat ameters of this survev. Thore n'iav be'a additional PC7i's which ,are not shown not t-aiirt.l L>ut , i'(7� s, of , riic � are c thf,twse jr.ir, t- r .. , may nct reiv i psent all items of merest to the viewer. f4. (.)'tI ItIeS shnWn In tI1 P, sllble Ct fJ f(7 (9 f'r t'y tT'I a'y nr irl9y not ndi,-ate the X stF nc„ f)F (, � I�tY inr,,i c rd{ 1 Lil dit', r a.< r, S. The Information container, on this survey has been performed e,,ch i i.e y, i,le c... ibil tv of Fxact T i an., vevo s, L1, . Ardit;or al Ingo ,it heffrences To third party flans are for informational purp-ises only. IG. Pursuant to. F S 558.0035 an ,edr, dual empiovee cr agent may c; '1.'. Hr,I_xv me Tsui e n,r.ntsshouId Ilo't be .a;.. d f<ar II.aW c0nS,1ru<tIor ,r pl., tAr 1, Pit r, „ -, , 16Ct v v LEGEND SURVEYOR'S LEGEND uNETYrES:,i.�•••eex:ii•rm, BOUNDARYUNE Zj IRON PENCE 5YMBOL5:rwcaonaaaiarmi 5URFACE TYPE5:ru.n+onaarx immi ® BEACH MARK 'a FIRE HYDRANT 000O =`UN� 4 �NE • rND OR 5ET MONUMENT _STRUCTURE CENTERUNE SURVEY TIE UNE -T "ICKp�Ty'_y^,I , TILE v,.'wJ A CENTRAL ANGLE w DELTA F— GUYMi OR ANCHOR CHAIN-UNK a WIRE FENCE .......... tALL OR PARTY WALL CONE /ARrA,� COMMON OWNERSHIP O IB MANHOLE TREE EASEMENT EDGE OF WATER WOOD FENCE VINYL FENCE WATER �� WOOD ■ D- ME CONTROL POINT CONCRETE MONUMENT CATCH "N © UTILITY WELL OK LIGHT POLE ELEVATION (C) CALCULATED E.O.W. EDGE OF WATER N.T.S. NOT TO SCALE R.P. RADIUS POINT A.E. ACCESS EASEMENT _ (D) DEED ELEV. ELEVATION NAVD88 NORTH AMERICAN VERTICAL R/W RIGHTOF WAY AN.E. ANCHOR EASEMENT IF) FIELD EM ELECTRIC METER DATUM OF1988 RES. RESIDENCE C.M.E. CANAL MAINTENANCE ESMT. (M) MEASURED ENCL. ENCLOSURE NGVD29 NATIONAL GEODETIC RGE RANGE C.U.E. COUNTY UTILITY ESMT. (P) PLAT ENT, ENTRANCE VERTICAL DATUM OF 1929 S.B.L. SET BACK LINE D.E. DRAINAGE EASEMENT (R) RECORD EUB ELECTRIC UTILITY BOX O.C.S. ON CONCRETE SLAB S.C.L. SURVEY CLOSURE LINE D.U.E. DRAINAGE AND UTILITY ESMT. (S) SURVEY F.F. FINISHED FLOOR O.G. ON GROUND S.T.L. SURVEY TIE LINE ESMT. EASEMENT A.S.8.L. ACCESSORY SETBACK LINE F.O.P. EDGE OF PAVEMENT O.R.B OFFICIAL RECORD BOOK S.W. SEAWALL LE./E.E. INGRESS/EGRESS ESMT. A/C AIR CONDITIONING F/DH - FOUND DRILL HOLE O.R.V. OFFICIAL RECORD VOLUME S/GD SET GLUE DISC IRRE. IRRIGATION EASEMENT B.C. BLOCK CORNER FCM END. CONCRETE MONUMENT O/A OVERALL S/W SIDEWALK L.A.E. LIMITED ACCESS ESMT, B.F.P. BACKFLOW PREVENTOR FIP FOUND IRON PIPE 0/5 OFFSET SCR. SCREEN L.B.E. LANDSCAPE BUFFER ESMT B.R. BEARING REFERENCE FIPC FOUND IRON PIPE &CAP OFF OUTSIDE OF SUBJECT PARCEL SEC. SECTION LE LANDSCAPE ESMT. B.R.L. BUILDING RESTRICTION LINE FIR FOUND IRON ROD ON. OVERHANG SEP. SEPTIC TANK L.M.E. LAKE OR LANDSCAPE B/W BAY/BOX WINDOW FIRC FOUNDIRON RODS, CAP OHL OVERHEAD LINES SEW. SEWER MAINTENANCE EASEMENT BLDG. BUILDING FN FOUND NAIL ON INSIDE OF SUBJECT PARCEL SIRC SET IRON ROD &CAP M.E. MAINTENANCE EASEMENT. SLK. BLOCK FN&D FOUND NAILANDDISC P.B. PLAT BOOK SN&D SET NAIL &DISC PU.E. PUBLIC UTILITY EASEMENT BM BENCHMARK FND. FOUND P.C. POINT OF CURVATURE SQ.FT, SQUARE FEET R.O.E. ROOF OVERHANG ESMT. BSML BASEMEN FPKN FOUND PARKER-KALON NAIL P.CC. POINT OF COMPOUND STY. STORY S.VV.E. SIDEWALK EASEMENT C CURVE FPKN&D FOUND PK NAIL&DISC P.C.P. CURVATURE SV SEWERVALVE SW.M.E. STORM WATER MANAGEMENT C.B. CONCRETE BLOCK FRRSPK FOUND RAILROAD SPIKE PERMANENT CONTROL POINT T.O.B. TOP OF BANK EASEMENT C.L.F. CHAIN LINK FENCE GAR. GARAGE P.I. POINT OF INTERSECTION TBM TEMPORARY BENCHMARK T.U.E. TECHNOLOGICAL UTILITY ESMT C.O. CLEAN OUT GM GAS METER R.O.B. POINT OF BEGINNING TEL. TELEPHONE FACILITIES U.E. UTILITY EASEMENT C.V.G. CONCRETE VALLEY GUTTER ID. IDENTIFICATION P.O.C. POINT OF COMMENCEMENT TWP. TOWNSHIP C/L CENTERLINE ILL. ILLEGIBLE P.P. PINCHED PIPE TX TRANSFORMER C/P COVE RED PORCH INST INSTRUMENT P.R.C. POINT OF REVERSE CURVATURE TYP. TYPICAL Cis CONCRETE SLAB INT INTERSECTION P.R.M. PERMANENT REFERENCE U.R. UTILITY RISER CAN CABLE TV RISER L LENGTH MONUMENT UG UNDERGROUND CH CHORD BEARING BA LB, LICENSE X- BUSINESS P.T. POINTOFTANGENCY OR UTILITY RISER CHIM. CHIMNEY LSA LICENSE N-SURVEYOR P/E POOL EQUIPMENT V.F. VINYL FENCE GONG. CONCRETE M.B. MAP BOOK PG. PAGE W.F. WOODEN FENCE COR. CORNER M.E.S. MITERED END SECTION PLS PROFESSIONAL LAND SURVEYOR W/C WITNESS CORNER CS/W CONCRETE SIDEWALK M.F. METAL FENCE PIT PLANTER W/F WATER FILTER D.F. DRAIN FIELD MES MITERED END SECTION PSM PROFESSIONAL SURVEYOR AND WM WATER METERNALVE BOX D.H. DRILL HOLE MH MANHOLE MAPPER WV WATERVALVE D/W DRIVEWAY N.R. NON RADIAL R RADIUS or RADIAL ELECTRONIC SIGNATURE: 1 wnrp1 i �ccuware: wtt F Trua S .0 e 42a,25 anti Pursuant iU the Ele1 10—Signature Act cf I99u or =londa Siwure TITLE XXXIX. Chapter 6b8, if th,s document was received electronically via PDF, then n has been lawfully Elecronically S gned. 'herefore, this survey PDF rfauthentic,,scompleielyolfioal an 'nwrable. In ordertovalidate the"Dectronc Signature" of PDF surveys sent viawww. iveysn, scum you must use a hash calculator A free hash calculator is available for download ar. ......;....... ,sy In order to vandate rho Dccocn;c Signature ofany survey PDF tent vm 11111 survev: (orsrem I_DownITadthe Hash Cal, uhm ava table at 2 Save ih, vey '� ,i"o your camp,,tctl—, ww✓,.su r vsiars.cnn, er 1, am P e email sent fin-ni vwvauw v,i u.,.r,,_ 3. Click the sauare Browse Button in the upper right hand corner of in - Has^ Calculator to find ano select the saved Survey PD° dcrea -ent, and dick the COMPUTE button in the lower right hand comer o` T^e -ash Calculator. 4. Compare the 40 digit string cf cha•actec in the SHA-I I.ne to the 40 digit SHA- 1 characters for the st.noyi^tInelobfile n www.surveystarscom with ;s 21so printed on the -voice to, that s,.rwy S_ If tine 40 dg tstrinq of SHA " charcters are exactly the same on the Inman+ (or in-hes.roey file at vw.wwrvoystarccorn) as,heY;rr in th"Hash -Ann tor. then this PDF a authenur. If the 40 digit sting o°charF.Caors :10e1 not mate h t'Xazily. I -on I -is �FJT ,a! been tamcered with and i' is not authentic PRINTING INSTRUCTIONS: 1 Whilr, vie=wmct it,,, survey in Adobe Reader. select the "Print" button under the "File" tab 2. Select a printer with I,=gal creed paper, 3. Unrli r"Print Rotor', r' , It( k ec I<a I th+e: "AIL' to9g1C. 4, Under thr "Paqv r-laridiino" sit horn, wle,. t Iht;+number Of copies that YOU Would like to print. 5. Under the "Page Scaling" selection drop down ri lenu. select "Norte." b, Un<:heck the "AUh, Rotate and Center" checkbn, 7 Check the "Choose Paper sze by PDF" checklntx. 8. Click OK to Ohm. TO PRINT IN BLACK + WHIM 1. In t'ho main print sc aeon, choose "Pnapa rhos", 2. Choose "Quality" from the, of:itions. 3. Chanae from "Aiito Colt,," er "Full Color" to "Gray Scale" OFFER VALID ONLY FOR: FERNANDO YANEZ — _ - 10 OFFI, OF FUTURE SURVEYING SERVICES i ON THIS PROPERTY, 'Offer valid for fence stakeouts and additions to the existing structures only. Valid only forthe buyer as j listed on the first page of this survey for up to one year after survey issuance date. Total discount not to exceed S500. v1w , -,