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SENC-18-376,:37`"`.►L'.':'-`- 4�`.',A-, s y _ F M :'- ,r,C�;••,,.- :/-.sG,�' ti Certificate of Completion }u 1 7n� Miami Shores Village: c 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Y+p Tel: 305-795-2204 Fax: 305-756-8972 •*" Building Inspection DepartmentOL fT`E This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this¢ ' H structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: �• ' ' , Description: COVERED TERRACE EXTENSION R Permit Type Screen Enclosures Bldg. Permit No. SENC-2-18-376a t Contractor ANN CREST CONSTRUCTION INC ' �-• _ F Owner Floyd Gonzales r Subdivision/Project Date Issued 07/27/2020 ;,fff=��•'�i�, Construction Type V-B Occupancy Single Family Type i 1 Square Footage 273.00 Flood Zone Location ! ;;... If the building is located in a special flood hazard area documentation of the as -built lowest floor 68 NE 91 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33138 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 vario4 ordinances of the jurisdiction regulating building construction or use. Building Officials Approval Ismael Naranjo, CBO Not Transferabler POST IN A CONSPICUOUS PLACE r T S�S.. �ti' •�y/"_ 4.. � r���� r�1'��p.��.t� r... •4 � �� �i� T4 �s, �_ ,. ••„rf�r:_ 1T__,•• ;� 7`^ � •y'--�T� .fir � - � �•• y �} 't,�a :%� •f`.����..rti, �< .��~��.- 1 � }.}• ?"c H � ,�h`..��r�'y�� A�,.'1i�1'•� �' d '� •7ry `%G �_ + �.��.rwFi'. � ��. �_'�,,.-C'�� e�•-�'i..�e..�-.'iV'!r fi -�,Y. r��-''�-!'�. �,,,�g� �.►C�.Y�.',,f ...i� •�:J.}_77�'t.:�IL�L:.j:1.�..�`iL•7#'P•t.,`4����':�1���Si��� �l�t'E.i�YS!i�4�f.'�'3 TC�6'.^.-"ii.waklSr���%"J�.�S1��•�G��•�+�•.�.�,ie�f;+,�r..i[ i:t�`�l r _1 a-4."SPECTION RECORD Miami Shores Village 10050 N E 2nd Avenue Miami Shores, FL 33138.0000 Phone: (305)795-2204 Fax (305)758.8972 Parrnit /VO. S E N V •2-1 8-376 Type: Screen Enclosures Work Classification: Addition/Alteration I Issue Date: 8/2/2018 I Expires: 01/29/2019 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Screen Enclosures Parcel #:1131010200020 __ _ _ ')wner's Name: ROBERT IRWIN FLOYD GONZALES - 4 Owner's Phone: (305)492-9763 Kota Address: 68 E 91 Strept Total Square Feet: 273 Miami Shores. F t�. 3 1 `'► — Total Job Valuation: $ 70,000.00 . Hand Number: 3796 q.}i � �.s• - fA WORK IS ALLOWED: RA �+! ' r on r MONDAY THROUGH FRIDAY, 8:00AM - 7:00PM. I i Contraclorfs R Q PriG t o t8 SATURDAY 8,00AM - 6:00PM. i ANN CREST CONSTRUCTION INC Z305���Q�i1e r{�_ NO WORK IS ALLOWED ON SUNDAY OR: HaLiDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE ! MONDAY THROUGH FRIDAY. L iZ, �4 I 4ka S A-,,, j)—'III - _ S '. J. 2-6 / 1 i Z _, , r s . ..�. �v0 . (p C,I.�Q✓c.3.r./7'� �!!J�-r" Cad �•ia1J Zv��, NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILADLE. 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. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS 1.0 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. Is INSPECTION DATE SP 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 Poor Sj-- Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Ca Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rills and Guardrails ADA compliance _DOCUMENTS ff Soil Bearing Cert Sail Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate �- Spot Survey Final Survey ­ Truss Certification STK L14 COMMENTS 1 l' I N S P ECTI 0 ECORD WINDOWS:.•.R INSPECTION I DATE INSP Attachment INSPECTION WORKSPUBLIC DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling R Ro 20 Telephone ough 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 WAR ELECTRICAL MENTS TE Final Sprinkler 1 -� Final Alarm PLUMBING INSPECTION DATE INSP I 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 PLUMBING CO MENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS 0 u II 6 yFCA Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit NO. SENC-2-18-376 Permit Type: Screen Enclosures Pen ' Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 8/2/2018 1 Expiration: 01/29/2019 Project Address Parcel Number Applicant 68 NE 91 Street 1131010200020 ROBERT IRWIN FLOYD GONZAL Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell ROBERT IRWIN FLOYD GONZALES 68 NE 91 Street (305)492-9763 MIAMI SHORES FL 33138-2808 68 NE 91 Street MIAMI SHORES FL 33138-2808 Contractor(s) Phone Cell Phone ANN CREST CONSTRUCTION INC (305)986-8981 wed: In Review nents: Approved:: In Review Denied: of Work: COVERED TERRACE EXTENSION Additional Info: ;ification: Residential Scanning: 8 Fees Due Amount Bond Type - Owners Bond $500.00 CCF $42.00 CO/CC Fee $50.00 DBPR Fee $31.50 DCA Fee $21.00 Education Surcharge $14.00 Notary Fee $5.00 P&Z Review Fee $35.00 Permit Fee $2,100.00 Plan Review Fee (Engineer) $90.00 Plan Review Fee (Engineer) $90.00 Scanning Fee $24.00 Technology Fee $56.00 Total: $3,058.50 Valuation: $ 70,000.00 Total Sq Feet: 273 Pay Date Pay Type Amt Paid Amt Due Invoice # SENC-2-18-66442 08/02/2018 Credit Card $ 2,358.50 $ 700.00 02/13/2018 Check #: 1695 $ 200.00 $ 500.00 06/14/2018 Credit Card $ 500.00 $ 0.00 Bond #: 3796 Avaname Inspection Type: Slab Final Review Electrical Review Electrical Review Planning Review Planning Review Plumbing Review Structural Review Structural Review Building Review Building 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 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constrwtie nd zolfing.—Futhermore, I authorize the above -named contractor to do the work stated. August 02, 2018 Signature: dbvher / Applicant / Contractor / Agent Building Department Copy August 02, 2018 1 J BUILDING 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 FBC 20 1 �� Master Permit Noce ( LC� — PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING Sub Permit No. FEB 13 2018 ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP j� Q �` G� CONTRACTOR DRAWINGS JOB ADDRESS: (0.8 13 c l ls+ -5 City: Miami Shores _County: Miami Dade Zia: ? 3) 35 Folio/Parcel#: 1 1- :J iQ (— 0 20 — 0 0 2-0 Is the Building Historically Designated: Yes NO Occupancy Type: Load: OWNER: Na Ad Simple Titleholder): Ir) C1 1 S-F City: kA ( C,CA, ", S t-tz VP Tenant/Lessee Name: Email: '&'�t-4 ZO( CONTRACTOR: Company Name: Address: Construction Type: Flood Zone: BFE: FFE: S Phone#: State: Ft— Zip: . Lb "-\ ne#: ne#: City ll &4\ State: Zip: 3 3 1�-& Qualifier Name: -S1k-j2 N j) Phone#: 3 5 State Certification or Registration #:C6L>i65819 63 Certificate of Competency #: ff DESIGNER: Architect/Engineer. a 11 Phone#: 305 Address:4 3 City: Stater Zip: Value of Work for this Permit: $ ?�! VDL Square/Linear Footage of Work: Z-7 3 Type of Work: E� Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 60ylel Specify color of color thru tile: Submittal Fee $ 2.0()• (n Permit Fee $' " ` CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ _ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) Double Fee $ Bond $ SOS �0 TOTAL FEE NOW DUE $ L�= 2es6 Y 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. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. SignaturSe LZ 1 OWNER or AGENT The foregoing instrument was acknowledged before me this day _o/f,, -f—Ch 20 J by -t- 1 �� L `�ri�vl I �dP5is personally known to me or who has produced f ` l � as identification and who did take an oath. NOTARY PUBLIC: Print: MAHARAI K GONZALEZ Y COMMISSION # GG 044602 Seal: =" o ` EXPIRES: November 2, 2020 Bonded Thru Notary Publk Underwriters i Signature' *n CONTRACTOR The foftoing instruT_W vlas acknowledged befor m this day of L) 20 by who nally k wn to me or who has produce © 0 as/ v identification and who did take an oath. NOTARY PUBLIC: Cian• A, Fi/ � Print: Seal: sly COMMISSION f FF145M �~'I: lPIRFS: July 27, 2018 'tor Kr' ***,# Z APPROVED BY ( Plans Examiner Yh 34 Zoning Structural Review (Revised02/24/2014) Clerk \ �� I 10250 N.E. SECOND AVENUE �oRio* MIAMI SHORES, FLORDA 33138-2382 TELEPHONE. (3051 795-2207 TRAVIS HENDALL FAX: (305) 756-8972 Planning & Zoning Director DEVELOPMENT ORDER File Number: PZ-1-25-18-02 Property Address: 68 NE 91 st Street Miami Shores FL 33161 Owner/Applicant: Floyd Gonzales Address: 68 NE 91 st Street Miami Shores FL 33161 Whereas, the applicant Floyd Gonzales (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. Rear Addition. Whereas, a public hearing was held on January 25, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land. Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to maintain two (2) legal parking spaces on site. 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. DO-PZ-1-25-18-02_Gonzales Addition Pagel of 2 VISIT US I www.miamishoresvillage.com 5) An erosion and sedimentation plan subject to review and approval by the building official is required and must be submitted to the building official with the building permit application. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan w Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 7) Applicant to meet all applicable code provisions at the time of permitting 8) This zoning pen -nit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 251h day of January, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staff recommendations by Ms. Hegedus, seconded by Mr. Brady and the Motion passed 4-0. Mr. Snow Yes Mr. Bergman Yes Mr. Hegedus Yes Mr. Brady Yes Chairman Busta Absent -ZZ 7 - / /0 Date Datd Snow Vice Chair, Planning Board Page 2 of 2 DO-PZ-1-25-18-02 Gonzales Addition Miami -Dade County Building Department Page 1 of 1 e-Permitting Search: F Status of Plans Process: M2018007348 Application Date: 02/20/2018 Storage Location: By: Date Picked up: MIAMFDADE Review Reviewed By 71 Est Comp Date 11 Disp Date 11 Disposition DERM MIRIAM NEGRIN 11 02/20/2018 02/21/2018 A PWIF WEB APPLICATION ID IFS 02/20/2018 02/23/2018 A PAYU FEE COL 02/20/2018 02/20/2018 A HRS GONZALEZ, LOANIS 03/30/2018 03/30/2018 A Disposition Legend: A=Approved, D=Disapproved, N=N/A, P=Approved as Noted Note: PAYU relates to payment of up -front fees only. Page: 1 REVIEW STATUS INQUIRY SUCCESSFUL (NO MORE ENTRIES) BLDG Home Page I BLDG Main Menu I BLDG Permit Menu I BLDG Plans Processing Menu I Inspection Types I Address Format Home I About I Phone Directory I Privacy I Disclaimer E-mail your comments, questions and suggestions to Webmaster This page was last edited on: February 23, 2004 Web Site ® 2004 Miami -Dade County. All rights reserved. http://egvsys.co.miami-dade.fl.us: 1608/WW W SERV/ggvt/BNZAW972.DIA?KEY=M2018... 4/4/2018 h;, ��►�� 10050 N.E. SECOND AVENUE ��oRio* MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE- (305) 795-2207 TRAVIS HENDALL FAX: 1305) 756-8972 Plznnmg & Zoning Director DEVELOPMENT ORDER File Number: PZ-1-25-18-02 Property Address: 68 NE 91 st Street Miami Shores FL 33161 Owner/Applicant: Floyd Gonzales Address: 68 NE 91 st Street Miami Shores FL 33161 Whereas, the applicant Floyd Gonzales (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. Rear Addition. Whereas, a public hearing was held on January 25, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1- The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to maintain two (2) legal parking spaces on site. 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. DO-PZ-1-25-18-02_Gonzales Addition Page I of 2 VISIT US I www.miamishoresvillage.com 5) An erosion and sedimentation plan subject to review and approval by the building official is required and must be submitted to the building official with the building permit application. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan w Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 7) Applicant to meet all applicable code provisions at the time of permitting 8) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 25" day of January, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staff recommendations by Ms. Hegedus, seconded by Mr. Brady and the Motion passed 4-0. Mr. Snow Yes Mr. Bergman Yes Mr. Hegedus Yes Mr. Brady Yes Chairman Busta Absent A/ 710 Date DatJ Snow Vice Chair, Planning Board Page 2 of 2 DO-PZ-1-25- 18-02 Gonzales Addition ,SNOR Miami Shores Village Building Department 10050 NE 2nd Ave. . Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itect/professional engineer licensed in the State of Florida. 0000 5E1VC / • Process Number: o _ 3 %G ' _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) • • • • • Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for • • • • • Trusses > 35 ft. long or 6 ft. high • • • • • • Steel Framing and Connections welded or bolted"--• • • • _ Soil Compaction • 00 _ Precast Attachments - • • • • Roofing Applications, Lt. Weight. Insul. Conc. _ Other Note: Only the marked boxes apply. Mpg afth The following individual(s) employed by this firm or met rtze ve to perform ins ction* 3. 4. .... ...... % .... *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel perfonning inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional ' ud ent those portions of the project outlined above meet the intent of the Florida Building Code and aP in u stantial accordance with the approval plans. Engineer/Architect Name &ypo 3. aigne d Baled Print Date: C-?-A Address 2ZS1,J/dLAIC AI Ft, 33176 RGT Engineering, Inc. Roberto J. Garcia-Tunon, P.E. CA# 31291 P.E. # 38636 11422 SW 104 Avenue„ Miami, FL 33176 C: 786-280-4477 / Off: 305- 279-8676 Email: rgtunon@rgtengineeringfl.com Structural Review Comments Responses TO: Miami Shores Village Building Department Official FROM: Roberto J. Garcia-Tunon, P.E. SUBJECT: Irwin / Gonzalez Residence - Terrace Addition 68 N.E. 91 Street, Miami Shores, FL 33138 Permit # SENC18-376 DATE: May 8, 2018 STRUCTURAL Remarks Reviewed 04-21-2018-Ismael Naranio 1— Comment #1• Provide 2 copies of the Geotechnical Report, signed and sealed by Florida Engineer, as referenced and noted on sheet S-1, to verify soil bearing of 2,500 PSF. Complied. Added note requesting 2 signed and sealed copies of the letter by the Geotechnical Engineer attesting to the adequacy of the expected soil bearing pressure. 2— Comment #2• All structural design and structural specifications on the plans must comply with the 2017 FBC (6`h Edition). Complied. All drawings revised to reflect the 2017 FBC. 3 — Comment #3• Provide signed and sealed by Florida Architect or Engineer structural calculations to include but not limited to the following elements: A. Foundations — Both isolated and continuous footings wall footings. Above noted calculations are shown on pages 4 & 5 of the calculations set. 4 — Comment #4: Structural Load Calcs required to comply with Florida Administrative Code 61G15-23. Original signature, date and seal are required on both sets. Complied. Attached 2 signed and sealed sets of Structural Calculations. 5 — Comment #5• Provide all wind design pressures (both negative and positive) for all doors, windows and / or skylights installed on the exterior envelope of the building; or on the window and door schedules; or provide elevations with the noted wind design pressures as part of the structural plans, in compliance with the HVHZ provisions of Section 2411.3.1.4 of the 2017 FBC (6`h Edidition). • W' pressures calculations are located in the Structural Calculations set. pd er the Architectural drawings, most of the doors and windows are existing to remain and are not included in the scope. The affected new door (WD1) is shown on sheet A-2 and the noted wind pressures for that door is shown on the West Fagade on the same sheet A-2. 6 — Comment #6• Provide 2 copies of Special Inspector Form, fully executed for: A. Reinforced Masonry (Section 2122.4 of 2017 FBC) Complied. Attached 2 signed and sealed copies. B. Soil Compaction (Miami Dade County Administrative Code, Article H, Section 8-22) Complied. Attached 2 copies. 2 REPORT OF SUBSURFACE SOIL EXPLORATION GEOTECHNICAL EVALUATION AND RECOMMENDATIONS .... ' "' PROPOSED ADDITION & SWIMMING POOH• •'; �'::. �:' • '..' 68 NE 91" STREET • • • • • • : ....:. MIAMI SHORES, FLORIDA • ...... .... . ..... ...... . . ..... .... . ...... . . . . % ...... .... JULY 2016 ' Prepared for: FLOYD GONZALES 68 NE 91" STREET MIAMI SHORES, FLORIDA 33138 NELCO TESTING AND ENGINEERING SERVICES, INC. 13370 SW 131" Street, Suite 105 Miami, Florida 33186 lNt4< �u TESTING & ENGINEERING SERVICES, INC. July 14", 2016 Floyd Gonzales 68 NE 91 st Street • • • • Miami Shores, Florida 33138 . . '..' ; .... ... ...... •• ...... .. . ...... Reference: Report of Subsurface Soil Exploration and Recommendations • • • • • • Evaluation of Subsurface Conditions '....' :""' ..... For the Proposed Construction: • • • • • • • • • • • .. .. . ...... Proposed Addition & Swimming Pool . . . . • ...... 68 NE 91 S` Street ; • • • • • • Miami Shores, Florida • • • • •• • . NTES Project Number: B-160764 Dear Sirs, Following please find the report of subsurface soil explorations and geotechnical evaluation for the above referenced property. Test Borings and soil sampling took place on July 71h 2016 using procedures in general accordance with ASTM D-1586, the Standard Penetration Test. This report presents our findings, data, and recommendations. We appreciate this opportunity to assist you in this project. If you have any questions or comments, please call us at (305) 259-9779. Respectfully Submitted, NELCO Testing and Engineering Services, Inc. �( f, V.M.B V&-VAtesarr---'� Professional Engineer No. 63107 State of Florida 13370 SW 131s' Street, Suite 105, Miami, FL. 33186 (305) 259-9779 NELCO TESTING AND ENGINEERING SERVICES TABLE OF CONTENTS Page Introduction......................................................................... .. ..... I:::: - Project Information � �..:..... 2. .................................................................. w, ... Testing Program and Subsurface Conditions ..................................... •^•..,.......2..' Evaluations and Recommendations ."". :...:. Foundation Support & Recommendations •.•••• . • • • • . • • • • Foundation Recommendations............................................................� • • Soil Bearing Capacity for Foundations...................................i ... r ..... 4 • o Slab -on -Grade Floors........................................................... 4„•,- Anticipated Settlement...................................................................4 • Soil Erosion................................................................................4 SandSeams................................................................................ 4 REPORT LIMITATIONS........................................................................ 7 APPENDICES Appendix ProjectLocation Map.............................................................................A Test Boring Location Sketch..................................................................... A Standard Penetration Test Boring Logs ......................................................... B 13370 SW 131" Street, Suite 105, Miami, Florida 33186 (305) 259-9779 NELCO TESTING AND ENGINEERING SERVICES Subsurface Soil Exploration and Recommendations For Proposed Addition & Swimming Pool 68 NE 9111 Street Miami Shores, Florida . . .... ...... INTRODUCTION • ...... .. . ...... The purpose of this sub -surface exploration was to obtain data in orcW to protide an evaluation of the sub -surface conditions and recommendations for foundation �ej%gn for *Vq)p* 1 • of the proposed construction. ...... • • . . . . ...... PROJECT INFORMATION • • • Site survey, project, and construction information was provided by Mr. Chris Sahs for Floyd Gonzales, ownert. At the time of testing, an existing single family home was observed on the property. Proposed construction consists of a residential addition and a swimming pool addition to the existing single family home property. SUB -SURFACE CONDITIONS Sub -surface exploration consisted of two (2) Standard Penetration Test Borings conducted conforming to the guidelines as set forth in ASTM D-1586. Testing was performed on July 7th, 2016. A review of the Test Boring Reports generally indicates that the site is mantled by approximately 4.0 to 5.0 feet of sand with gravel. Beneath, soft limestone was encountered throughout the maximum explored depth of fifteen (15) feet below existing grade. Groundwater at the time of testing was encountered at approximate depths of 14.0 feet below existing grade. Please refer to the enclosed appendices for location, classification, and stratification information. 13370 SW 1315t Street, Suite 105, Miami, FL. 33186 (305) 259-9779 2 NELCO TESTING AND ENGINEERING SERVICES FOUNDATION RECOMMENDATIONS 1. Remove any surface vegetation, topsoil, and organic material within the building areas plus five (5) feet outside the building footprint. The area under footings, foundations, and concrete slabs on grade shall have all vegetation, stumps, roots, and foreign materials removed pfibtV placement of fill. •"' 2. Compact the cleared area to a minimum compaction of 95 percent of the tky:aoil densit} as determined by the Modified Proctor Test — ASTM D-1557. • • • • • 3. If any fill material is required, fill and compact the cleared areas in lifts 44t greater t�W 12 inches of compacted thickness to elevate to the required grade. Fill mawgw.for areas in support of footings is to be a mixture of limerock and sand, free of ;egetahon, T"qq; material, construction debris, and large rocks. Fill material for slab on 4ade'areas thay be clean sand, filled and compacted in lifts not greater than 12 inches of loose material *411e maximum size of fill material (rocks) within 12 inches below the floor slab shall be no more than 3 inches in diameter. 4. All fill material shall be inorganic containing no more than 5% by weight organic material. Silt -size fine particulates (material passing the No. 200 Sieve) in fill material shall be limited to less than 10% by weight. 5. Excavate structure footings and swimming pool to the required depth. 6. Compact each lift of fill material and excavated footings to a minimum compaction of 95 percent of the dry soil density as determined by the Modified Proctor Test — ASTM D-1557 prior to placement of any additional fill required. Prior to compaction, the moisture content of each lift of fill material shall be adjusted to within plus/minus 2 percent of the optimum moisture as determined by the Modified Proctor Test — ASTM D-1557. 7. Compaction of building site shall be verified by means of one Field Density Test for each 2500 square feet or fraction thereof for each lift of compacted soil for building pad or slab area. One Field Density Test will also be required for every 50 linear feet of excavated spread footings, and every isolated footing excavation. Field density tests shall be performed as per ASTM D-2922. 8. All Geotechnical work must be performed under the supervision of our geotechnical engineer or one of his representatives, in order to verify compliance with our specifications. 13370 SW 131st Street, Suite 105, Miami, FL. 33186 (305) 259-9779 NELCO TESTING AND ENGINEERING SERVICES SOIL BEARING CAPACITY FOR FOUNDATIONS Our observations, exploration, and evaluation, supplemented by a review of sub -soil profile developed from the soil engineering Standard Penetration Test, indicate that the soils found, after improvements as specified, will be suitable for supporting foundations proportione&'for a . . .... ...... maximum allowable bearing stress of 2500 pounds per square foot, based on tftl Toad. • • • • ...... .. . ...... Slab -on -Grade Floors • • • • • • • Slab on grade floors may be designed for a maximum live load of 150 X*S*O • A 6;mil or thicker plastic vapor barrier should also be placed below concrete floor slabs. to redive Vit ...... potential for moisture to permeate through the slab into finished interior areas. ; • • ; • ; • • . . . . ...... ANTICIPATED SETTLEMENT • Provided that foundations and soils (existing and fill material), are engineered and constructed in accordance with our recommendations and specifications the maximum total foundation settlement is expected to be less than 1 inch. Differential settlement between adjacent foundations is expected to be''/z of total settlement. SOIL EROSION The possibility exists for erosion to occur on soils providing structural support for any proposed or existing footings/foundations. This should be considered and addressed during the design and construction process for both existing soil and structurally placed fill material in support of any footings/foundations. This geotechnical report does not address this condition, its possibility of occurring, or its prevention. SAND SEAMS Occasional sand seams have been encountered in the limestone formations at various construction projects in the region. These seams are typically filled with brown sand, and can vary in size from approximately 3 feet wide, 10 feet deep, to as much as 100 feet wide, 30 feet deep. Smaller seams can be can be rectified by filling with either low -strength (lean) concrete or properly placed fill material. Should any larger sand seams be encountered during the construction process, a re-evaluation of the foundation recommendations in this report may be necessary, as well as a foundation re -design. We should be notified in this case in order to review our recommendations. 13370 SW 131St Street, Suite 105, Miami, FL. 33186 (305) 259-9779 4 NELCO TESTING AND ENGINEERING SERVICES REPORT LIMITATIONS The recommendations submitted are based on the available subsurface information obtained by Nelco Testing and Engineering Services, Inc. (NTES) and design details provided by Floyd Gonzales for the proposed project. If there are any revisions to the nature, design or locaWribrf proposed structures, NTES should be notified immediately to determir9q • if:chang;s: h1 recommendations are required. If NTES is not retained to perform these funct" NTPS.*iD not be responsible for the impact of those conditions of the project. • • • : • • • The geotechnical engineer warrants that the findings, recommendations, gpdCif catiQuS,. br professional advice contained herein have been made in accordance with ASTM:specifications, and generally accepted professional geotechnical engineering practices in tile,, 1pcal area' • Ada other warranties are implied or expressed. Evaluations expressed in this report.aP&based on field observations and data collected during exploration. Variations throughout the Sub-surface:VVf$p may exist between designated boring locations, and in inaccessible areas with �sti'r stru It u r es. These may not become evident until construction operations have commenced. Shouie•t�q variations become evident, NELCO Testing and Engineering Services, Inc. must be notified. A reevaluation of the information and professional opinions expressed in this report may be necessary. Please note analysis and recommendations mentioned in this report are obtained from the borings performed at the indicated locations on the "Soil Boring Test Location Sketch" included in this report. Local variations outside of the vertical reach of the boring locations may be encountered. Descriptions represent our interpretation of the subsurface data and observations at the specific boring locations, on the date tested. This geotechnical report has been prepared by NTES for the intended use of Floyd Gonzales and the specific application to the named project as described. Any third party use of this report should be conducted with the expressed written permission of NTES. 13370 SW 131st Street, Suite 105, Miami, FL. 33186 (305) 259-9779 NELCO TESTING AND ENGINEERING SERVICES APPENDIX A • Project Location Map • Standard Penetration Test Location Sketch 13370 S.W. 131 Street, Suite 105, Miami, Fl. 33186 (305) 259-9779 NELCO TESTING AND ENGINEERING SERVICES Soil Boring Test Location Sketch y4�„�y Y ``M,'r ��t `' 1�� '` f l ice• C.rL ?...� �uM fi' 4 �q Q '� _ t P • ... A Vl 3' i - n •••••• v atp�� j W �4.• P 44.2n I r 20 'iAit.�wP� c!1 ^n h ® Soil Boring Test Location10 13370 S.W. 131 Street, Suite 105, Miami, Fl 33186 (305) 259-9779 A ', , NELCO TESTING AND ENGINEERING SERVICES APPENDIX B • Standard Penetration Test Boring Logs . . .... ...... ...... .. . ...... .... . ..... ...... . . ..... .... . ...... . . .. ...... .. . • • • 13370 S.W. 131 Street, Suite 105, Miami, Fl. 33186 (305) 259-9779 •1 . IPTEST BORING Client: Floyd Gonzales Date: July 7, 2016 Project: Proposed Addition Job Number: B-160764 Project Location: 68 NE 91 Street, Miami Shores, Florida Test Boring Number: 1 SAMPLE Standard Penetration Test Blow o Strata Name Description ; Count o —00 N-value a . • .4lows/ft 0 3 z T6o" z 4.40. •50 7o . 24. Topsoil Dark brown • • • • • • • • • • • •- Sand with some gravel Tan (with some limestone gravel) • •3 • 4 2 °•pn + •v J ••••••, • ••• • • • • • • •' 3 2 14 • �• +•+ °•Q . . • • : • • • • . 4 Limestone Tan, soft • g • • • g • .. • • • • • - • • • 5 3 10 • 2 2 6 4 4 7 4 8 4 6 8 5 6 9 5 12 6 5 to- Jj 4 6 11 6 9 3 2 12 0 3 6 13 � 7 11 5 4 14 =_ 3 4 15 g X End of Boring 16 17 18 19 20 Per ASTM - D 1586, Standard Penetration Test Sheet 1 of I - • w TEST BORING LOG Client: Floyd Gonzales Date: July 7, 2016 Project: Proposed Addition Job Number: B-160764 Project Location: 68 NE 91 Street, Miami Shores, Florida Test Boring Number: 2 SAMPLE Standard Penetration Test Blow � rf. Strata Name Description Count N-value _ • • ONows/ft 3 .gyp. s0 70 .9P, 0 . 7-z p •.:•: ••• • Topsoil Dark brown � 3 :• 1 1 ... 6 .. • • • • • • Sand with some gravel Tan with some limestone rave! g 73, 2 f•�* ••• • ••� .•.••• F. J• • 3•i •�• I •• a oa: 2 5 • s� oa: 3• 5 .1 • •• ;••••• 4 r , • • 10 •14 s•3, •••�'� 5 eT; 3 24 Limestone Tan, soft 10 8 ( 6 6 7 7 4 14 7 8 8 5 7 9 5 14 7 3 1 10 s s 11 6 10 ' s s 12 0 4 6 13 7 12 6 s 14 = 4 7 15 g X End of Boring 16 17 18 19 20 Per ASTM - D 1586, Standard Penetration Test Sheet I of 1 e � RGT ENGINEERING, INC. ROBERTO J. GARCIA—TURON, P.E. CA No. 31291 FL PE REG. No. 38636 11422 SW 104 AVE. MIAMI FL 33176 TEL: 786-280-4477 email: rgtunon®rgtengineeringfl.com date 09-14-2017 job TERRACE ADDITION sheet of design RGT for IRWIN/GONZALEZ RES. 68 NE 91 STREET MIAMI SHORES FL 33138 job no. 16840 check uIT I I ggo& y •• • .... • 0 000:00 ...... , . .... • . • • 00 0 TERRACE ADDITION "" "" • •"• ...... .... ...:. . . ...... IRWIN / GrONZALEZ RESIDENCE •.• . 0 0 , • • 68 NE 91 STREET, MIAMI SHORES FL 33138 " ' I I i STRUCTURAL CALCULATIONS STRUCTURf;L REVIEW I � ' APPRCVEp ------- ATE hh, ROBERTO J. GARCIA—TURON, P.E. STRUCTURAL ENGINEER FL. REG. No. 38636 ! MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.rne.:a nt.�rE?r.see..com Date 12/09/2016 Project No. 16840 Company Name RGT Engineering Inc. Designed By RGT Address 11422 SW 104 Ave. Description Enclosed -Terrace City Miami Customer Name Irwin -Gonzalez Residence State FL 33176 Proj Location Miami Shores, FL File Lc_atior,: C:'•,hG: PRr)JECT la„•axiz-Irwin ar,d :;onzalrz R sidef \RG'i`,,t?incl Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(v) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00ift ••• At = 0.11 Bt = 1.00 •• • Am = 0.15 Bm = 0.65000000 Cc = 0.20 1 = 500.00 ft • Epsilon = 0.20 Zmin = 15. 00•it• • • • Pitch of Roof = 0.375 : 12 Slope of Roof(Theta) = 1.79 De"• h: Mean Roof Ht = 11.13 ft Type of Roof = GABLED •••••• RHt: Ridge Ht = 11.25 ft Eht: Eave Height = 11.00 ft OH: Roof Overhang at Eave= 1.00 ft Overhead Type = Overhang••••• Bldg Length Along Ridge = 16.25 ft Bldg Width Across Ridge= 16.170it ••• Gust Factor Calculations • •••• • •• • Gust Factor Category I Rigid St.ruc.t.ures - S wpl.i.fi.ed Method • • Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 • • • • • Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 Z B 116, •••• •••••• • •••• •••••• • • Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 262.89 ft^2 Reduction Factor based on Roof Area = 0.90 MWFRS-Wall Pressures for Wind Normal to 16.25 ft Wall (Normal to Ridge) All prFsnures sl-i.,wn are based upon ASD D•a:.i.]n, K ',, a Lcad F'ac-t,)r f .(I Wall Cp Pressure Pressure --------------- ------ +GCpi (psf) ----------- -GCpi (psf) Leeward Wall -0.50 -20.53 ----------- -8.32 Side Walls -0.70 -26.30 -14.09 •••• Wall Elev Kz Kzt Cp qz Press Press Total • • • • • • 000000 ft psf +GCpi -GCpi +/-GCpi • • • • • • • • • • • • ------------------------------------------ -------- ------- ---------- • • Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••••• •••• •••••• Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 • •••••• • • • Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••••• Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••••• •••••• • • •••• •••• ••••• Roof - Dist from Windward Edge Cp Pressure Pressure •••••• • ••• •••••• --------------------------------------------------------------------- +GCpi(psf)-GCpi(psf) •••••• •••• i •• ••• Roof: 0.0 ft to 5.5 ft -1.00 -34.86 -22.64 i••.•� • • •• Roof: 5.5 ft to 11.0 ft -0.83 -29.99 -17.78 • • • • •••••• Roof: 11.0 ft to 18.2 ft -0.57 -22.62 -10.40 •••••• Overhang Bottom Side (Windward only) 0.80 23.08 23.08 • • • •••••• Overhang Top Side (0 to 1.0 ft) -1.00 -28.75 -28.75 •• • •• • • • Overhang Top Side (17.2 to 18.2 ft) -0.57 -16.51 -16.51 •••••• Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Roof (0 to h/2) -34.86 73 .00 -0.08 2.55 14.0 .0 .0 Roof (h/2 to h) -29.99 58 .00 -0.05 1.75 2.5 .0 .0 Roof (h/2 to h) -29.99 31 .00 0.03 0.93 -0.6 .0 .0 Roof (h to 2h) -22.62 100 .00 0.07 2.27 -10.5 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall ------------------------------------------------------------------------------------- -26.30 2 0.05 .00 .00 .0 -0.6 .0 Total .00 996 .00 6.66 7.87 45.4 .0 .0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall ------------------------------------------------------------------------------------- -26.30 2 0.05 .00 .00 .0 -0.6 .0 Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -8.32 179 .00 1.49 .00 8.2 .0 .0 Side Wall -14.09 178 -2.51 .00 .00 .0 13.8 .0 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8 .0 windward Wall 29.19 49 .00 1.42 .00 13.5 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 9.2 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .0 .0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .0 .0 Roof (0 to h/2) -22.64 73 .00 -0.05 1.66 9.1 .0 .0 Roof (h/2 to h) -17.78 58 .00 -0.03 1.04 1.5 .0 .0 Roof (h/2 to h) -17.78 31 .00 0.02 0.55 -0.3 .0 .0 Roof (h to 2h) -10.40 100 .00 0.03 1.04 -4.8 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 .0 Side Wall ------------------------------------------------------------------------------------- -14.09 2 0.03 .00 .00 .0 -0.3 .0 Total .00 996 .00 6.66 4.66 45.4 .06 0.0 Normal to Ridge - Base Reactions - Walls Only -GCpi •••••• • Description Press Area Fx Fy Fz Mx My 00 �z•- psf ft^2 Kip Kip Kip K-ft K-ft OOAUM• ------------------------------------------------------------------------------•V-r•-- Leeward Wall -8.32 179 .00 1.49 .00 8.2 0 0 •• Side Wall -14.09 178 -2.51 .00 .00 .0 13.8:••:0 Side wall -14.09 178 2.51 .00 .00 .0 -13.860 00.0 Windward Wall 29.19 49 .00 1.42 .00 13.5 .00000000 Windward Wall 29.19 49 .00 1.42 .00 9.2 .00 • 10 Windward Wall 29.19 49 .00 1.42 .00 5.0 .00 00 Windward Wall 29.19 33 .00 0.95 .00 0.9 .00 0.0 Side Wall -14.09 2 -0.03 .00 .00 .0 0.3% :0 Side Wall ------------------------------------------------------------------------------------- -14.09 2 0.03 .00 .00 .0 -0.3 .0 Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 49 .00 0.47 .00 4.4 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 3.0 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 1.6 .0 .0 Windward Wall 9.60 33 .00 0.31 .00 0.3 .0 .0 Roof (0 to h/2) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 1 .00 0.00 .00 0.1 .0 .0 Roof ------------------------------------------------------------------------------------- (h to 2h) 4.80 3 .00 0.02 .00 0.2 .0 .0 Total .00 187 .00 1.76 .00 9.9 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta= 1.8 Deg, h/l= 0.68 Note (7) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (8) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (9) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 16.17 ft wall (Along Ridge) All pfr ,res shown arc.) P,a i upc' A7D Dc- .n V Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -20.51 -8.29 Side Walls -0.70 -26.30 -14.09 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 11.25 0.85 1.00 0.80 33.94 16.97 29.19 37.48 •••• • *boo 000*00 • • • •••• • • • • • • • • • • • •••••• •• • • • • • a •• • Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 5.6 ft -0.99 -34.81 -22.59 Roof: 5.6 ft to 11.1 ft -0.83 -30.03 -17.81 Roof: 11.1 ft to 16.3 ft -0.57 -22.58 -10.36 OH Top : 0.0 ft to 5.6 ft -0.99 -40.92 -40.92 Overhang Top 5.6 ft to 11.1 ft -0.83 -36.14 -36.14 Overhang Top 11.1 ft to 16.3 ft -0.57 -28.69 -28.69 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx --------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft Leeward wall -20.51 178 3.65 .00 .00 .0 Side wall -26.30 179 .00 4.70 .00 25.9 Side Wall -26.30 179 .00 -4.70 .00 -25.9 Windward Wall 16.97 49 0.82 .00 .00 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 Windward Wall 16.97 32 0.55 .00 .00 .0 Roof (0 to h/2) -34.81 44 .00 -0.05 1.55 5.7 Roof (0 to h/2) -34.81 44 .00 0.05 1.55 -5.7 OH Top -40.92 6 .00 -0.01 0.23 1.9 OH Top -40.92 6 .00 0.01 0.23 -1.9 Roof (h/2 to h) -30.03 44 .00 -0.04 1.34 4.9 Roof (h/2 to h) -30.03 44 .00 0.04 1.34 -4.9 OH Top -36.14 6 .00 -0.01 0.20 1.6 OH Top -36.14 6 .00 0.01 0.20 -1.6 Roof (h to 2h) -22.58 42 .00 -0.03 0.96 3.5 Roof (h to 2h) -22.58 42 .00 0.03 0.96 -3.5 OH Top -28.69 5 .00 -0.00 0.15 1.2 OH Top -28.69 5 .00 0.00 0.15 -1.2 Leeward Wall -20.51 2 0.04 .00 .00 .0 Windward Wall --------------------------------------------------------------------- 16.97 2 0.03 .00 .00 .0 Total .00 1013 6.74 .00 8.83 .0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz -------------------------------------------------------------- psf ft^2 Kip Kip Kip Leeward Wall -20.51 178 3.65 .00 .00 Side Wall -26.30 179 .00 4.70 .00 Side Wall -26.30 179 .00 -4.70 .00 Windward Wall 16.97 49 0.82 .00 .00 Windward Wall 16.97 49 0.82 .00 .00 Windward Wall 16.97 49 0.82 .00 .00 Windward Wall 16.97 32 0.55 .00 .00 Leeward Wall -20.51 2 0.04 .00 .00 Windward Wall -------------------------------------------------------------- 16.97 2 0.03 .00 .00 Total .00 717 6.74 .00 .00 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz ------------------------------------------------------------- psf ft^2 Kip Kip Kip Leeward Wall -8.29 178 1.47 .00 .00 Side Wall -14.09 179 .00 2.52 .00 Side Wall -14.09 179 .00 -2.52 .00 Windward Wall 29.19 49 1.42 .00 .00 Windward Wall 29.19 49 1.42 .00 .00 Windward Wall 29.19 49 1.42 .00 .00 Windward Wall 29.19 32 0.94 .00 .00 Roof (0 to h/2) -22.59 44 .00 -0.03 1.00 Roof (0 to h/2) -22.59 44 .00 0.03 1.00 OH Top -40.92 6 .00 -0.01 0.23 OH Top -40.92 6 .00 0.01 0.23 My Mz • • K-ft •••• •••••• :K-I�e • -20.1 • • .0 • .0 .0 ••.•?e • • • -7.8 •00•0 •••• • • -5.4 • O • • 0*00 -0.5 ...•pop • .•• ••••• -8.3 ! 3 . • -8.3 0.3 • -1.2 ••.. •. • • • -1.2 . .09 . . ••.••. 0.2 0.0 ••••.• • :.•••: 0.2 -Q�Cy 0.0 000.00 •• • 0.0 -0.0 •• • 5.3 0.2 5.3 -0.2 0.8 0.0 0.8 -0.0 -0.5 .0 -0.4 .0 -------------- -44 .0 .0 Mx My Mz K-ft K-ft K-ft ---------------------- .0 -20.1 .0 25.9 .0 .0 -25.9 .0 .0 .0 -7.8 .0 .0 -5.4 .0 .0 -2.9 .0 .0 -0.5 .0 .0 -0.5 .0 .0 -0.4 .0 0 -37.5 .0 Mx My Mz K-ft K-ft K-ft ---------------------- .0 -8.1 .0 13.8 .0 .0 -13.8 .0 .0 .0 -13.5 .0 .0 -9.2 .0 .0 -5.0 .0 .0 -0.9 .0 3.7 -5.4 -0.2 -3.7 -5.4 0.2 1.9 -1.2 -0.0 -1.9 -1.2 0.0 Roof (h/2 to h) -17.81 99 .00 -0.02 0.79 2.9 0.1 0.0 Roof (h/2 to h) -17.81 44 .00 0.02 0.79 -2.9 0.1 -0.0 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 0.0 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.0 -0.0 Roof (h to 2h) -10.36 42 .00 -0.01 0.44 1.6 2.4 0.1 Roof (h to 2h) -10.36 42 .00 0.01 0.44 -1.6 2.4 -0.1 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.8 -0.0 Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2 .0 Windward Wall ------------------------------------------------------------------------------------- 29.19 2 0.06 .00 .00 .0 -0.7 .0 Total .00 1013 6.74 .00 5.62 .0 -44.0 .0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- • 000 Leeward Wall -8.29 178 1.47 .00 .00 .0 -8.1 • !p • • •••• ••••�• Side Wall -14.09 179 .00 2.52 .00 13.8 •••• a •••• • Side Wall -14.09 179 .00 -2.52 .00 -13.8 .0 .0 0 • • Windward Wall 29.19 49 1.92 .00 .00 .0 -13.5 ••••i •.d •••• •••••• Windward Wall 29.19 49 1.42 .00 .00 .0 -9.2 ••••9S Windward Wall 29.19 99 1.92 .00 .00 .0 -5.0 •• •••• • ••••• Windward Wall 29.19 32 0.94 .00 .00 .0 -0.9 60690 • 9 • • Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2 000!0 •••• ••••• Windward Wall 29.19 2 0.06 .00 .00 .0 -0.7 •••••U • ••• •••••• ------------------------------------ ----------- •• • •••••• Total .00 717 6.74 .00 .00 .0 -37.5 •• 000 • •••••• • • • Along Ridge - Base Reactions - Walls+Roof MIN • • • • •••••• • • Description Press Area* Fx Fy Fz Mx My • ••• • • • • • • • ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K ft • • • •• • Windward Wall 9.60 49 0.47 .00 .00 .0 -4.4 .0 Windward Wall 9.60 49 0.47 .00 .00 .0 -3.0 .0 Windward Wall 9.60 49 0.47 .00 .00 .0 -1.6 .0 Windward Wall 9.60 32 0.31 .00 .00 .0 -0.3 .0 Windward Wall ------------------------------------------------------------------------------------- 9.60 2 0.02 .00 .00 .0 -0.2 .0 Total .00 180 1.73 .00 .00 .0 -9.6 .0 Notes - Along Ridge Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.68 Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (5) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description -------------------------------- Normal to Ridge Walls+Roof +GCpi Normal to Ridge Walls Only +GCpi Normal to Ridge Walls+Roof -GCpi Normal to Ridge Walls Only -GCpi Normal to Ridge Walls+Roof MIN Along Ridge Walls+Roof +GCpi Along Ridge Walls Only +GCpi Along Ridge Walls+Roof -GCpi Along Ridge Walls Only -GCpi Along Ridge Walls+Roof MIN Fx Fy Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------ .0 6.7 7.9 45.4 .0 .0 .0 6.7 .0 36.9 .0 .0 .0 6.7 4.7 45.4 .0 .0 .0 6.7 .0 36.9 .0 .0 .0 1.8 .0 9.9 .0 .0 6.7 .0 8.8 .0 -44.0 .0 6.7 .0 .0 .0 -37.5 .0 6.7 .0 5.6 .0 -44.0 .0 6.7 .0 .0 .0 -37.5 .0 1.7 .0 .0 .0 -9.6 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 262.89 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) a�__ Rdnot ' S 5! I �2 4 iailsGable Roof 8 c= i .'. �'• •••••• ••Y• •••••• All showrt ,re haseU ulxm ASG D_sicrn, with a Load Factor of ***:to • • • •.•••• •••• •••• • • Width of Pressure Coefficient Zone "a" _ = 3.00 ft • • •••• • ••••• ••:•a* •••••• • ••• ••••• Description Width Span Area Zone Max Min Max P Min P • • • • • ft ft ft^2 GCp GCp psf psf to s• '• ' �•�••• ----------------------------------------------------------------------- •• •••• • • Ext. Storage Door 3.00 6.67 20.0 5 0.85 -1.16 35.03 -95.63 • • • � • • • ••••• • Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 •'• a a • Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf •• • •• • e • MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, .Inc. Copyright vr,.n-,..uni rri::i. es.corr, Date 12/09/2016 Project No. 16840 Company Name RGT Engineering Inc. Designed By RGT Address 11422 SW 104 Ave. Description Partially Enclosed -Terrace City MIami Customer Name Irwin -Gonzalez Residence State FL 33176 Proj Location Miami Shores, FL •••• File Lucnti .:r. (:: \F:GT 6ROJL T DRAPi1NGfi\LOlC,"I ,�40-Jns,a ilar1riz-ixwir and Gonzalez • Loads',,16t40-1 rt.-En: .rimd • • •••• • • • Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) •••••• Basic Wind Speed(V) = 175.00 mph • Structural Category = II Exposure Category = C •••••• Natural Frequency = N/A Flexible Structure = No •••• Importance Factor = 1.00 Kd Directional Factor = 0.85 •••••• Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 !t � • • At = 0.11 Bt = 1.00 • • • • Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ••••• :t • • Epsilon = 0.20 Zmin = 15.00 ft • Pitch of Roof = 0.375 : 12 Slope of Roof(Theta) = 1.79 peg • h: Mean Roof Ht = 11.13 ft Type of Roof = GABLED • • • RHt: Ridge Ht = 11.25 ft Eht: Eave Height = 11.00 ft!• • OH: Roof Overhang at Eave= 1.00 ft Overhead Type = Overhang Bldg Length Along Ridge = 16.25 ft Bldg Width Across Ridge= 16.17 ft Gust Factor Calculations GuSL Factor. Categ.�ry 1 Rigid Structures - S:rnp.l.:i.f.i.ed Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q:(1/(1+0.63*((B+Ht)/LZm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Surnrnary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 M 12 !y] Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 262.89 ft^2 Reduction Factor based on Roof Area = 0.90 MWFRS-Wall Pressures for Wind Normal to 16.25 ft Wall (Normal to Ridge) •••• All pressure.,., h,.,.n ax:e: ba,70d upon IUD D .:ian, w.i.t. , a Loud F- t'�r 1 F. • • Wall Cp Pressure Pressure • • • :00* • +GCpi (psf) -GCpi (psf) •••••• 0000 ••••0• --------------- ------ ----------- Leeward Wall -0.50 -20.53 ----------- -8 . 32 • •••••• • i••••� Side walls -0.70 -26.30 -14.09 • • • • • • • • • • • • • • •••• ••••• Wall Elev Kz Kzt Cp qz Press Press Total •••• • • • • • • • • • • • • • • • • ft psf +GCpi -GCpi +/-GCpi • • • • • ------------------------------------------ -------- ------- ---------- •• •• •• • •••••• • Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••••• • •• Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 i • • • •••••• Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••••• Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 ••• •• • • �••••: •• • • • Roof - Dist from Windward Edge Cp Pressure Pressure •• • --------------------------------------------------------------------- +GCpi(psf)-GCpi(psf) Roof: 0.0 ft to 5.5 ft -1.00 -34.86 -22.64 Roof: 5.5 ft to 11.0 ft -0.83 -29.99 -17.78 Roof: 11.0 ft to 18.2 ft -0.57 -22.62 -10.40 Overhang Bottom Side (Windward only) 0.80 23.08 23.08 Overhang Top Side (0 to 1.0 ft) -1.00 -28.75 -28.75 Overhang Top Side (17.2 to 18.2 ft) -0.57 -16.51 -16.51 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf £t^2 Kip Kip Kip K-ft K-ft ------------------------------------------------------------------------------------- K-ft Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Roof (0 to h/2) -34.86 73 .00 -0.08 2.55 14.0 .0 .0 Roof (h/2 to h) -29.99 58 .00 -0.05 1.75 2.5 .0 .0 Roof (h/2 to h) -29.99 31 .00 0.03 0.93 -0.6 .0 .0 Roof (h to 2h) -22.62 100 .00 0.07 2.27 -10.5 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall -26.30 2 0.05 ------------------------------------------------------------------------------------- .00 .00 .0 -0.6 .0 Total .00 996 .00 6.66 7.87 45.4 .0 .0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall ------------------------------------------------------------------------------------- -26.30 2 0.05 .00 .00 .0 -0.6 .0 Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -8.32 179 .00 1.49 .00 8.2 .0 .0 Side Wall -14.09 178 -2.51 .00 .00 .0 13.8 .0 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8 .0 Windward Wall 29.19 49 .00 1.42 .00 13.5 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 9.2 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .0 .0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .0 .0 Roof (0 to h/2) -22.64 73 .00 -0.05 1.66 9.1 .0 • !0 Roof (h/2 to h) -17.78 58 .00 -0.03 1.04 1.5 .0 ••••.: Roof (h/2 to h) -17.78 31 .00 0.02 0.55 -0.3 .0 .0 Roof (h to 2h) -10.40 100 .00 0.03 1.04 -4.8 .0 •00:0(1 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 • • •. •(p Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 • 0000 Side Wall -14.09 2 0.03 .00 .00 .0 -0_3 • .4 -------------------------------------------------------------------------- -- - &- - Total .00 996 .00 6.66 4 .66 45. 4 .0 • • • • •(i • Normal to Ridge - Base Reactions - Walls Only -GCpi 00 • Description Press Area Fx Fy Fz Mx My • Mz • ------------------------------------------------------------------------------ psf ft^2 Kip Kip Kip K-ft K-ft •K-ft* Leeward Wall -8.32 179 .00 1.49 .00 8.2 .0 --+- •• .0 Side Wall -14.09 178 -2.51 .00 .00 .0 13.8 .0 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8 .0 Windward Wall 29.19 49 .00 1.42 .00 13.5 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 9.2 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .0 .0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .0 .0 Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 .0 Side Wall ------------------------------------------------------------------------------------- -14.09 2 0.03 .00 .00 .0 -0.3 .0 Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 49 .00 0.47 .00 4.4 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 3.0 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 1.6 .0 .0 Windward Wall 9.60 33 .00 0.31 .00 0.3 .0 .0 Roof (0 to h/2) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 1 .00 0.00 .00 0.1 .0 .0 Roof ------------------------------------------------------------------------------------- (h to 2h) 4.80 3 .00 0.02 .00 0.2 .0 .0 Total .00 187 .00 1.76 .00 9.9 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta= 1.8 Deg, h/l= 0.68 Note (7) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (8) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (9) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 16.17 ft wall (Along Ridge) ALL pressuire:s shown ace !,ask:d ipon :?SD 'lesi.3n, with a L, :9 Fact:xs of .0. Wall Cp --------------- ------ Leeward Wall -0.50 Side Walls -0.70 Pressure Pressure +GCpi (psf) -GCpi (psf) ---------------------- -20.51 -8.29 -26.30 -14.09 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 11.25 0.85 1.00 0.80 33.94 16.97 29.19 37.48 •••• •••••• • •••• •••••• • Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Roof - Dist from Windward Edge Cp Pressure Pressure ---------------------------------------------------------------- +GCpi(psf)-GCpi(psf) Roof: 0.0 ft to 5.6 ft -0.99 -34.81 -22.59 Roof: 5.6 ft to 11.1 ft -0.83 -30.03 -17.81 • Roof: 11.1 ft to 16.3 ft -0.57 -22.58 -10.36 • • • • OH Top : 0.0 ft to 5.6 ft -0.99 -40.92 -40.92 •• • Overhang Top 5.6 ft to 11.1 ft -0.83 -36.14 -36.14 •••••• Overhang Top 11.1 ft to 16.3 ft -0.57 -28.69 -28.69 • Along Ridge - Base Reactions - Walls+Roof +GCpi •••• Description Press Area Fx Fy Fz Mx My •• ids •• ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft •O#t• Leeward Wall -20.51 178 3.65 .00 .00 .0 -20.1:• •:•.: Side Wall -26.30 179 .00 4.70 .00 25.9 .0 • C Side Wall -26.30 179 .00 -4.70 .00 -25.9 .0 0 Windward Wall 16.97 49 0.82 .00 .00 .0 -7.8 .•.O Windward Wall 16.97 49 0.82 .00 .00 .0 -5.4 •• A Windward Wall 16.97 49 0.82 .00 .00 .0 -2.9 .0 Windward Wall 16.97 32 0.55 .00 .00 .0 -0.5 .0 Roof (0 to h/2) -34.81 44 .00 -0.05 1.55 5.7 -8.3 -0.3 Roof (0 to h/2) -34.81 44 .00 0.05 1.55 -5.7 -8.3 0.3 OH Top -40.92 6 .00 -0.01 0.23 1.9 -1.2 -0.0 OH Top -40.92 6 .00 0.01 0.23 -1.9 -1.2 0.0 Roof (h/2 to h) -30.03 44 .00 -0.04 1.34 4.9 0.2 0.0 Roof (h/2 to h) -30.03 44 .00 0.04 1.34 -4.9 0.2 -0.0 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 0.0 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.0 -0.0 Roof (h to 2h) -22.58 42 .00 -0.03 0.96 3.5 5.3 0.2 Roof (h to 2h) -22.58 42 .00 0.03 0.96 -3.5 5.3 -0.2 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.8 -0.0 Leeward Wall -20.51 2 0.04 .00 .00 .0 -0.5 .0 Windward Wall 16.97 2 0.03 .00 .00 .0 -0.4 .0 Total .00 1013 6.74 .00 8.83 .0 -44.0 .0 Along Ridge - Base Reactions - Walls only +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -20.51 178 3.65 .00 .00 .0 -20.1 .0 Side Wall -26.30 179 .00 4.70 .00 25.9 .0 .0 Side Wall -26.30 179 .00 -4.70 .00 -25.9 .0 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -7.8 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -5.4 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -2.9 .0 Windward Wall 16.97 32 0.55 .00 .00 .0 -0.5 .0 Leeward Wall -20.51 2 0.04 .00 .00 .0 -0.5 .0 Windward Wall ------------------------------------------------------------------------------------- 16.97 2 0.03 .00 .00 .0 -0.4 .0 Total .00 717 6.74 .00 .00 .0 -37.5 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press ----------------------------- psf Leeward Wall -8.29 Side Wall -14.09 Side Wall -14.09 Windward Wall 29.19 Windward Wall 29.19 Windward Wall 29.19 Windward Wall 29.19 Roof (0 to h/2) -22.59 Roof (0 to h/2) -22.59 OH Top -40.92 OH Top -40.92 Area Fx Fy Fz Mx My Mz ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------ 178 1.47 .00 CO .0 -8.1 .0 179 .00 2.52 .00 13.8 .0 .0 179 .00 -2.52 .00 -13.8 .0 .0 49 1.42 .00 .00 .0 -13.5 .0 49 1.42 .00 .00 .0 -9.2 .0 49 1.42 .00 .00 .0 -5.0 .0 32 0.94 .00 .00 .0 -0.9 .0 44 .00 -0.03 1.00 3.7 -5.4 -0.2 44 .00 0.03 1.00 -3.7 -5.4 0.2 6 .00 -0.01 0.23 1.9 -1.2 -0.0 6 .00 0.01 0.23 -1.9 -1.2 0.0 •••• •••••• • •••• •••••• • • • Roof (h/2 to h) -17.81 44 .00 -0.02 0.79 2.9 0.1 0.0 Roof (h/2 to h) -17.81 44 .00 0.02 0.79 -2.9 0.1 -0.0 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 0.0 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.0 -0.0 Roof (h to 2h) -10.36 42 .00 -0.01 0.44 1.6 2.4 0.1 Roof (h to 2h) -10.36 42 .00 0.01 0.44 -1.6 2.4 -0.1 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.8 -0.0 Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2 .0 Windward Wall 29.19 2 0.06 .00 .00 .0 -0.7 .0 ------------------------------------------------------------------------------------- Total .00 1013 6.74 .00 5.62 .0 -44.0 .0 Along Ridge - Base Reactions - Walls Only -GCpi •••••• • • •••• •••••• Description Press Area Fx Fy Fz Mx My • • !4z 0 • • • • • • psf ft^2 Kip Kip Kip K-ft K-ft • • Leeward Wall -8.29 178 1.47 .00 .00 .0 -8.1••6••o0 • �••••� Side Wall -14.09 179 .00 2.52 .00 13.8 .0 ••••.0 •••• • • Side Wall -14.09 179 .00 -2.52 .00 -13.8 .06•0 • • Windward Wall 29.19 49 1.42 .00 .00 .0 ••••• -13.5 .0 •••• ••••• • • Windward Wall 29.19 49 1.42 .00 .00 .0 -9.2••••••0 • ••• ••••• Windward Wall 29.19 49 1.42 .00 .00 .0 -5.0•••••.0 • ••• 6 •••••• Windward Wall 29.19 32 0.94 .00 .00 .0 -0.9 .0 • Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2; • •: •:0 • • • Windward Wall 29.19 2 0.06 .00 .00 .0 -0.76 PO • • •••••• •••••• Total .00 717 6.74 .00 .00 .0 -37 . 5• • !0 • • • • • • •• • •• • • • • • • Along Ridge - Base Reactions - Walls+Roof MIN of • Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-£t K-ft K-ft Windward Wall 9.60 49 0.47 .00 .00 .0 -4.4 .0 Windward Wall 9.60 49 0.47 .00 .00 .0 -3.0 .0 Windward Wall 9.60 49 0.47 .00 .00 .0 -1.6 .0 Windward Wall 9.60 32 0.31 .00 .00 .0 -0.3 .0 Windward Wall 9.60 2 0.02 .00 .00 .0 -0.2 .0 ------------------------------------------------------------------------------------- Total .00 180 1.73 .00 .00 .0 -9.6 .0 Notes - Along Ridge Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.68 Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (5) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz Mx My Mz -------------------------------------------------------------------------------------- Kip Kip Kip K-ft K-ft K-ft Normal to Ridge Walls+Roof +GCpi .0 6.7 7.9 45.4 .0 .0 Normal to Ridge Walls Only +GCpi .0 6.7 .0 36.9 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 6.7 4.7 45.4 .0 .0 Normal to Ridge Walls Only -GCpi .0 6.7 .0 36.9 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 9.9 .0 .0 Along Ridge Walls+Roof +GCpi 6.7 .0 8.8 .0 -44.0 .0 Along Ridge Walls Only +GCpi 6.7 .0 .0 .0 -37.5 .0 Along Ridge Walls+Roof -GCpi 6.7 .0 5.6 .0 -44.0 .0 Along Ridge Walls Only -GCpi 6.7 .0 .0 .0 -37.5 .0 Along Ridge Walls+Roof MIN 1.7 .0 .0 .0 -9.6 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 262.89 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) Roof not sho"11 ,5 51 4 4 115 a Gable Roof 0 <= 7 0 0 0 � � 0 ••.• 'y .. • . All pressures .'>hcwn are based upcn ASD Desian, With a Load Factor or .f • • Width of Pressure Coefficient Zone "a" _ = 3.00 ft •�•��• Description Width Span Area Zone Max Min Max P Min P • ----------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf • • • •• • Roofing 10.00 1.00 10.0 1 0.30 -1.00 16.29 -40.05 Roofing 10.00 1.00 10.0 2 0.30 -1.80 16.29 -67.20 Roofing 10.00 1.00 10.0 3 0.30 -2.80 16.29 -101.15 Roofing-Ovlookers 10.00 1.00 10.0 2H 0.30 -1.70 10.18 -57.70 Roofing-Ovlookers 10.00 1.00 10.0 3H 0.30 -2.80 10.18 -95.04 Joists 2.33 12.50 52.1 1 0.23 -0.93 13.86 -37.62 Joists 2.33 12.50 52.1 2 0.23 -1.30 13.86 -50.18 Joists 2.33 12.50 52.1 3 0.23 -1.58 13.86 -59.79 Wd/Conc Beam 1.00 16.25 88.0 2 0.21 -1.14 13.09 -44.76 25 PSF Roof 25.00 1.00 25.0 1 0.26 -0.96 14.94 -38.70 25 PSF Roof 25.00 1.00 25.0 2 0.26 -1.52 14.94 -57.75 25 PSF Roof 25.00 1.00 25.0 3 0.26 -2.12 14.94 -78.18 75 PSF Roof 75.00 1.00 75.0 1 0.21 -0.91 13.32 -37.08 75 PSF Roof 75.00 1.00 75.0 2 0.21 -1.19 13.32 -46.41 75 PSF Roof 75.00 1.00 75.0 3 0.21 -1.31 13.32 -50.65 100 PSF Roof 100.00 1.00 100.0 1 0.20 -0.90 12.90 -36.66 100 PSF Roof 100.00 1.00 100.0 2 0.20 -1.10 12.90 -43.45 100 PSF Roof 100.00 1.00 100.0 3 0.20 -1.10 12.90 -43.45 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf .... ...... .... ...... • RGT ENGINEERING, .14C. ROBERTO J. GARCIA—TURON, P.E. CA No. 31291 FL PE REG. No. 38636 date .12 -.07-1,60 design job COVEkr-D TERRACE EXTENSION sheet I / of fol IRWIN/GONZALEZ.RES. 68 NE 91 STREET MIAMI SHORES FL 33138 job no. 16840 11422 SW 104 AVE. MIAMI FL 33176 TEL: 786-280-4477 email: r tunonOrgtengineeringfl.com ArAr — check RGT ENGINEERING, mc date -_ �Job sheet ROBERTO J. GARCIA—TURON, P.E. 6P 15- COVEhIED TERRACE CA No. 31291 FL PE REG. No. 38636 de EXTENSION of 11422 SW 104 AVE, MIAMI FL 33176 for IRWIN/Q�ONZALEX RES. job no. TEL: 786-280-4477 email: rgtunonOr I gtengineeringfl.com check I 68 NE 91 STREET I MIAMI SHORES FL 331381 16840 RGT ENGINEERING, INC. ROBERTO J. GARCIA-TURON, P.E. CA No. 31291 FL PE REG. No. 38636 11422 SW 104 AVE. MIAMI FL 33176 TEL: 786-280-4477 email: rgtunon0rgfsnqineer1nafI.com ts:1-8 4", COVEhiED TERRACE desl' EXTENSION — g rt2, for IRWIN/GONZALE& RI check 68 NE 91 STIR E7 MIAMI SHORES FL 34' 3of "� 0 job no. 16840 . ... . ..... 2 T FFT- . TO .. . !00. 1-7 —F-i _14- 0 Ow -* 0 0 10 0 0 "40640 17 7:J 10 I-D Of. T I U 1,OTOOOO 46010 Ole 4,0 ' I q 0 T­-t- Li e� 1 6-4 '_TL IT p Fl FA ...... .... . .. .... -_ I _U -Y-T V)_ T­7 -7- 7- 4A I . . ....... ..... . _LL. 4-!J -F F7 A- 4-P, --41161 _F I I I I 7' . . . .......... F- F 7 I I I- __1' !A 14 z� -4 I ;T _7 4� a "Lo", . ... . . ..... 0, !J 1 1 1 1 1 1 0-7i F -4-i l-L F! 44- t 7-i-i11 f -1 F-F, 1 ---ctj 17 20 7-1 JF AD L lk Uc F I T- J_ _i_�L --- LIJ I 1. I_I_. L_ - __ ­ ­-L-., I - , __J RGT ENGINEERING, .NC, dote ROBERTO J. GARCIA—TUNON, P.E. P24 CA No. 31291 FL PE REG. No. 38636 design 11422 SW 104 AVE. MIAMI FL 33176 TEL: 786-280-4477 check email: rgfunonOrqtenqineerTnqfl.com COVEhidD TERRACE cci EXTENSION of for IRWIN/GONZALE;t RES. job no. 68 NE 91 STREET MIAMI SHORES FL 33138 16840 11 lit, 1;11 !11, a eg, 0- Y'l 00 6*1 1 1 1 el I eel _�� �At 0,0,0 0 T:—Jr - - ••••fir - -1-,• - +--i • see leee�q I ele 6'* —7 f I *I lei 1 61 ]of 0 _77 J_ lei el I0 lee J �W 14 Z�" Hi fl;46 I" T T i a J# '77 04 I -! A 7 777777 T_ 7, z 77 .4 F CAI; Fr 44 F i r - - - - _T_ I F-F .4- 1 4- 06- M, 6- 4k-'­ JA.I.- i.. _F -i— -7 Fi-I I- 1 —1. D— T_L1'_ —14' 1_7_7 I 7.77.11- 1 ......... L J . . . . . . . .... .. ........ ... 7 .-Ale a, WT Ul J_ T �-Ar _J A 7- Ke 4_4 F irow 77- �17. . . ..... . . . . ....... tq -T 16-4�8, r L .4-.4 __t T.—LAD RGT ENGINEERING, ANC. d to job COVEkED TERRACE sheet ROBERTO J. GARCIA—TURON, P.E. EXTENSION CA No. 31291 FL PE REG. No. 38636 i 1esig�y, of 11422 5W 104 AVE. MIAMI FL 33176 �"`� for IRVAN/GONZALE RES. job no. TEL: 786-280-4477 check 68 NE 91 STREET 15840 email: rgtunon®rgtengineeringfl.com MIAMI SHORES FL 33138 -! I_I_ _i-I-!_I I I I_I_I_I ! .•I• I I -i ! j—I �e.�_i1`'�'f' ._I i I I I I I _I- I 1 I_I I L_-!-! ,�j ! �^ I 11 !-P__ —• �� G 74 �•• 'Cs JP - _ ` I ! i ' I , , '_I �---I-- I-,- I i I I ,-.h_ !. ._ _•_ !-I G� ! •la •i ' I I •I_ I 1 I I•. I—i • I ! .I I,�} I �_-�A� I •.i i �•�iil//� liti�• _I l!�L ,1; I :- -! r-I-' ! .I --t l ' I I I_I i I_I I I 4 I • T�!•l �! _ I•_1•i•• - = -• I_I '-I -I , I (-I_I_I_I - -'- I• LI_ I I _JI ._! 1. �_ L_, _I _I_. I. L.......L_! ..! ..!....� i Irl fZ.• �j !_ I j i-I. ..1_ I_r_I h!�,r�� '•..-. • I_I_I f I + I l i l l l I I-,,;v+�I�. • I I I! f f-I f I i_ I I I I i' �Il I I r- I I 1 .I i I-. -�- -- -i -- _ I Ili i - - � ; I-'-�--•�--°-•,---i I ��'�✓ I , I ; , I , -' I-� ! I +� �. I - � I I - I- -- I - � --�I • - - - - I - _.-I I �t/ i(er I..' -! -I r !- I !-i-� I i I_1-1 . 1 1...1 1 1 1 !r- =--�-- '`.'I _j _-i I ! r! I I •� i _' I i I I I ! �C LJr- i �•1' � ,� , fd --I L I f I �%i 14•+1 I I I I 1 I I I - - - � - _ - - - - ! I I yj� ! _ _-i -�-�—I I _ i i l I,..i T_II-! I-'f--;---- ! 1 y.,t _ I ZI • I I I- I , '-' I -'- '-I�'�°'U�•f�'.7` I , b�l-h 1.11b��..:'� �. I�-�3��d� ��1 + ''��'L�f'I_I I ,=1 i I �_I I � I I � I ' �-' i ! i ��i I-- •_j-I--- __I� I I II I IjI�,I i I I i 4- bf 1 ., 0^ V. 6 _' I I I I I I I I I l l i _f I I I I I I IJ 11 1 1 1 -I-- -i-� - __ -- - ! - ,. !. ! i I-WNti.� I. L�•-- I I I rf I I I ! i I I!( I I I I I �! I I! i I, I � � i r � -�, '_ �� ! I_•_ RGT ENGINEERING, .NC, -FI_bI•y-_I'I r' I . i I! I' .—�I I'II �III -I I �l, ``,2I I ,'- I ')I 1II_I"j�47�i.I y�-- , ; ! / I— .! _.r-. , -►.I �_-ry.._� I.�I �-__! 71jIj ..I.d_..� .p t.I1.i P ROBERTO J. GARCIA—TUNON, P.E4-I_4._ ,2I �I _� ._. Ii I 'b - CG__I--I- _ IO" : _-_v-�.-.e..- —.I- I. icI I— D TERRACE ERRACE I 1b I_-I_� -_I i '- I I—•- sh--_I -_ ,e' � e�' t CA No. 31291 FL PE REG. No. 38636 des' EXTENSION of I- f 11422 SW 104 AVE. MIAMI FL 33176k for IR1/N/job no',fi-- .GONZA.TEL: 786-280-4477 check 68 NE 91 STREETemail: rgtunon®rgtengineeringflcom M M SHORES FL33138.168 •r� � 4�_ 60 to Oa 0 I .0 o - Ij•I�I rI_ - 1 060066 - •_- _'vI- � •.• ? ? SS�,4�Sib A -I 41 00 i fa 77 0 `5 3 ... __ _ p04 �t . tj 77 77 t• ly- ...' . I n- • )Z , I 1ij�A , G�3 r �..i VII�4. C_Q i. !. Z; �i<i� ..� 11 • RGT ENGINEERING, INC. date job sheet ROBERTO J. GARCIA—TURON, P.E. 09-14-2017 TERRACE ADDITION CA 42 31291 FL AVE.REM. No. 38636 design RGT for IRVAN/GONZALEZ RES. job no. 11422 SW 104 E. MIAMI FL 33176 TEL: 786-280-4477 check 68 NE 91 STREET 16840 email: rgfunon®rgfengineeringfl.com MIAMI SHORES FL 33138 TERRACE ADDITION �••••; IRWIN / GONZALEZ RESIDENCIS... • •.•.•. .••••• 68 NE 91 STREET, MIAMI SHORES FL 331 R. • STRUCTURAL CALCULATIONS REV 1 5-8-2018 PER BLDG COMMS. STRUC-rUFZq R V APPROVED / DAT qVIL ROBERTO J. GARCIA—TURON, P.E. STRUCTURAL ENGINEER FL. REG. No. 38636 V MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 12/09/2016 Project No. 16840 Company Name RGT Engineering Inc. Designed By RGT Address 11422 SW 104 Ave. Description Enclosed -Terrace City Miami Customer Name Irwin -Gonzalez Residence State FL 33176 Proj Location Miami Shores, FL File Location: C:\RGT PROJECT DRAWINGS\2016\16840-Jose Madriz-Irwin and Gonzalez Residence\RGT\Wind Loads\16840-Enclosed.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.375 : 12 Slope of Roof(Theta) = 1.79 Deg •••• h: Mean Roof Ht = 11.13 ft Type of Roof = GABLED • • • 0000 • • • • • • • RHt: Ridge Ht = 11.25 ft Eht: Eave Height = 11.080ft• • • OH: Roof Overhang at Eave= 1.00 ft Overhead Type = Overhancib • • • ••• • • • Bldg Length Along Ridge = 16.25 ft Bldg Width Across Ridge= 16. 1'6 ft• • • • • • 0 00000• Gust Factor Calculations •••••• Gust Factor Category I Rigid Structures - 9 Y 5 Simplified Method •••• P • • • • • • •••••• Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 •••• • ••••• Gust Factor Category II Rigid Structures •••••• - Complete Analysis • • • • ••••• •••••• Zm: 0.6*Ht = 15.00 ft •• •• • •••••• • lzm: Cc*(33/Zm)^0.167 = 0.23 •••••• • • Lzm: 1*(Zm/33)"Epsilon = 427.06 ft • • • ••••�• Q:(1/(1+0.63*((B+Ht)/Lzm)"0.63))A0.5 = 0.95 •••••• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 • • • • • • •• Gust Factor Summary •• • • • • • • • • • Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 L Z J Kh: 2.01*(Ht/Zg)"(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 262.89 ft"2 Reduction Factor based on Roof Area = 0.90 MWFRS-wall Pressures for wind Normal to 16.25 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp --------------- ------ Leeward Wall -0.50 Side Walls -0.70 Pressure Pressure +GCpi (psf) -Gcpi (psf) ---------------------- -20.53 -8.32 -26.30 -14.09 wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Roof - Dist from Windward Edge Cp Pressure Pressure •••• • +GCpi(psf)-Gcpi(psf) •••••• --------------------------------------------------------------------- • Roof: 0.0 ft to 5.5 ft -1.00 -34.86 -22.64 •••••• Roof: 5.5 ft to 11.0 ft -0.83 -29.99 -17.78 •••• Roof: 11.0 ft to 18.2 ft -0.57 -22.62 -10.40 • • Overhang Bottom Side (Windward only) 0.80 23.08 23.08 Overhang Top Side (0 to 1.0 ft) -1.00 -28.75 -28.75 •••••• Overhang Top Side (17.2 to 18.2 ft) -0.57 -16.51 -16.51 •••••• Normal to Ridge - Base Reactions - Walls+Roof +GCpi • Description Press Area Fx Fy Fz Mx My : IV ft"2 Kip Kip Kip K-ft K-ft • *I-ft• ------------------ -----psf Leeward Wall ------------------------------------------------------------ -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Roof (0 to h/2) -34.86 73 .00 -0.08 2.55 14.0 .0 .0 Roof (h/2 to h) -29.99 58 .00 -0.05 1.75 2.5 .0 .0 Roof (h/2 to h) -29.99 31 .00 0.03 0.93 -0.6 .0 .0 Roof (h to 2h) -22.62 100 .00 0.07 2.27 -10.5 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall -26.30 2 0.05 .00 .00 .0 -0.6 .0 ------------------------------------------------------------------------------------- Total .00 996 .00 6.66 7.87 45.4 .0 .0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft"2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.63 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall -26.30 2 0.05 .00 .00 .0 -0.6 .0 ------------------------------------------------------------------------------------- Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi •••• •••••• • • Description Press Area Fx Fy Fz Mx My Mz psf ft''2 Rip Rip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -8.32 179 .00 1.49 .00 8.2 .0 .0 Side Wall -14.09 178 -2.51 .00 .00 .0 13.8 .0 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8 .0 Windward Wall 29.19 49 .00 1.42 .00 13.5 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 9.2 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .0 .0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .0 .0 Roof (0 to h/2) -22.64 73 .00 -0.05 1.66 9.1 .0 .0 Roof (h/2 to h) -17.78 58 .00 -0.03 1.04 1.5 .0 .0 Roof (h/2 to h) -17.78 31 .00 0.02 0.55 -0.3 .0 .0 Roof (h to 2h) -10.40 100 .00 0.03 1.04 -4.8 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 .0 Side Wall -14.09 2 0.03 .00 .00 .0 -0.3 .0 ------------------------------------------------------------------------------------- Total .00 996 .00 6.66 4.66 45.4 .0 .0 Normal to Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft"2 Kip Kip Kip K-ft K-ft K-ft --------------------------------------------------------------------------- -r----r-- Leeward Wall -8.32 179 .00 1.49 .00 8.2 .0• • 4t0 Side Wall -14.09 178 2.51 .00 .00 .0 13.8 •• *0 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8••0000.0 Windward Wall 29.19 49 .00 1.42 .00 13.5 •00 06i600 Windward Wall 29.19 49 .00 1.42 .00 9.2 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .%0000.0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .0 •••• .0 Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 0 Side Wall -14.09 2 0.03 .00 .00 .0 -0.3••:••:0 -----------------------------------------------------------------------------0-a-•A--- Total .00 717 .00 6.70 .00 36.9 . % • • • • • 0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My ••Mz • psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------- Windward Wall 9.60 49 .00 0.47 .00 4.4 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 3.0 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 1.6 .0 .0 Windward Wall 9.60 33 .00 0.31 .00 0.3 .0 .0 Roof (0 to h/2) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 1 .00 0.00 .00 0.1 .0 .0 Roof (h to 2h) 4.80 3 .00 0.02 .00 0.2 .0 .0 ------------------------------------------------------------------------------------- Total .00 187 .00 1.76 .00 9.9 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta= 1.8 Deg, h/1= 0.68 Note (7) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (8) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (9) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 16.17 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp --------------- ------ Leeward Wall -0.50 Side walls -0.70 Pressure Pressure +GCpi (psf) -GCpi (psf) ---------------------- -20.51 -8.29 -26.30 -14.09 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 11.25 0.85 1.00 0.80 33.94 16.97 29.19 37.48 •••••• • Windward 11.00 0.65 1.00 0.80 33.94 16.97 29.19 37.48 Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 5.6 ft -0.99 -34.81 -22.59 Roof: 5.6 ft to 11.1 ft -0.83 -30.03 -17.81 Roof: 11.1 ft to 16.3 ft -0.57 -22.58 -10.36 OH Top : 0.0 ft to 5.6 ft -0.99 -40.92 -40.92 Overhang Top 5.6 ft to 11.1 ft -0.83 -36.14 -36.14 Overhang Top 11.1 ft to 16.3 ft -0.57 -28.69 -28.69 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Rip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -20.51 178 3.65 .00 .00 .0 -20.1 .0 Side Wall -26.30 179 .00 4.70 .00 25.9 .0 .0 Side Wall -26.30 179 .00 -4.70 .00 -25.9 .0 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -7.8 .0 •••••• Windward Wall 16.97 49 0.82 .00 .00 .0 -5.48 0 .0 0o00.0 Windward Wall 16.97 49 0.82 .00 .00 .0 -2.90•s0 00 Windward Wall 16.97 32 0.55 .00 .00 .0 -0.5 .0 • ••• so • • 0 • Roof (0 to h/2) -34.81 44 .00 -0.05 1.55 5.7 -8.3000*-10!3 •• • Osseo* Roof (0 to h/2) -34.81 44 .00 0.05 1.55 -5.7 -8.3s000t0•3 0 • 0 OH Top -40.92 6 .00 -0.01 0.23 1.9 -1.2 .0 *see 0* OH Top -40.92 6 .00 0.01 0.23 -1.9 Oo-0 -1.2o 000 0 0 ••DODO Roof (h/2 to h) -30.03 44 .00 -0.04 1.34 4.9 0.2 0004C.0 0 •0000 Roof (h/2 to h) -30.03 44 .00 0.04 1.34 -4.9 0.29 0 0 0 0 00000 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 O 040 000000 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.000 0-*0.0 0 0000:0 Roof (h to 2h) -22.58 42 .00 -0.03 0.96 3.5 5.3000• O.2 0 0 Roof (h to 2h) -22.58 42 .00 0.03 0.96 -3.5 5.3: 0-0:2 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 • s 000o:0 000000 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.60 -to 0 0 00•000 Leeward Wall -20.51 2 0.04 .00 .00 .0 -0.5 00 00 00 0 e 0 Windward Wall 16.97 2 0.03 .00 .00 .0 -0.4 .0 0 0 0 ------------ so 0 Total .00 1013 6.74 .00 8.83 .0 -44.0 .0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -20.51 178 3.65 .00 .00 .0 -20.1 .0 Side Wall -26.30 179 .00 4.70 .00 25.9 .0 .0 Side wall -26.30 179 .00 -4.70 .00 -25.9 .0 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -7.8 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -5.4 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -2.9 .0 Windward Wall 16.97 32 0.55 .00 .00 .0 -0.5 .0 Leeward Wall -20.51 2 0.04 .00 .00 .0 -0.5 .0 Windward Wall 16.97 2 0.03 .00 .00 .0 -0.4 .0 ------------------------------------------------------------------------------------- Total .00 717 6.74 .00 .00 .0 -37.5 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft"2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -8.29 178 1.47 .00 .00 .0 -8.1 .0 Side Wall -14.09 179 .00 2.52 .00 13.8 .0 .0 Side Wall -14.09 179 .00 -2.52 .00 -13.8 .0 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -13.5 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -9.2 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -5.0 .0 Windward Wall 29.19 32 0.94 .00 .00 .0 -0.9 .0 Roof (0 to h/2) -22.59 44 .00 -0.03 1.00 3.7 -5.4 -0.2 Roof (0 to h/2) -22.59 44 .00 0.03 1.00 -3.7 -5.4 0.2 OH Top -40.92 6 .00 -0.01 0.23 1.9 -1.2 -0.0 OH Top -40.92 6 .00 0.01 0.23 -1.9 -1.2 0.0 Roof (h/2 to h) -17.81 44 .00 -0.02 0.79 2.9 0.1 0.0 Roof (h/2 to h) -17.81 44 .00 0.02 0.79 -2.9 0.1 -0.0 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 0.0 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.0 -0.0 Roof (h to 2h) -10.36 42 .00 -0.01 0.44 1.6 2.4 0.1 Roof (h to 2h) -10.36 42 .00 0.01 0.44 -1.6 2.4 -0.1 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.8 -0.0 Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2 .0 Windward Wall 29.19 2 0.06 .00 .00 .0 -0.7 .0 ------------------------------------------------------------------------------------- Total .00 1013 6.74 .00 5.62 .0 -44.0 .0 Along Ridge - Base Reactions - walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft"2 Rip Rip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -8.29 178 1.47 .00 .00 .0 -8.1 .0 Side Wall -14.09 179 .00 2.52 .00 13.8 .0 .0 Side Wall -14.09 179 .00 -2.52 .00 -13.8 .0 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -13.5 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -9.2 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -5.0 .0 ++*+ Windward Wall 29.19 32 0.94 .00 .00 .0 -0.9 0 • • Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.20 * .0 • Windward Wall 29.19 2 0.06 .00 .00 .0 -0.7 ** !p + ••• • • • • a Total 717 6.74 -37.50*0***0 .00 .00 .00 .0 • • • •••••• Along Ridge - Base Reactions - Walls+Roof MIN ****•* :++•:+ • • 06*9 Description Press Area* Fx Fy Fz Mx My ** Ns*• • • *••** ft^2 Kip Rip Rip K-ft K-ft „•p*••++++• psf * ***•*• ----------------------------------------------------------------------------------- -- + Windward Wall 9.60 49 0.47 .00 .00 .0 -4.4#*•**00 * •• Windward Wall 9.60 49 0.47 .00 .00 .0 -3.0* *0 * • *•***• Windward Wall 9.60 49 0.47 .00 .00 .0 -1.6• :***** Windward Wall 9.60 32 0.31 .00 .00 .0 -0.3* *.0 • *0 % ***• Windward Wall 9.60 2 0.02 .00 .00 .0 -0.2 ++ b ++ •• + + • • Total .00 180 1.73 .00 .00 .0 9.6 .0 Notes - Along Ridge Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.68 Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (5) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi .0 6.7 7.9 45.4 .0 .0 Normal to Ridge Walls Only +GCpi .0 6.7 .0 36.9 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 6.7 4.7 45.4 .0 .0 Normal to Ridge Walls Only -GCpi .0 6.7 .0 36.9 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 9.9 .0 .0 Along Ridge Walls+Roof +GCpi 6.7 .0 8.8 .0 -44.0 .0 Along Ridge Walls Only +GCpi 6.7 .0 .0 .0 -37.5 .0 Along Ridge Walls+Roof -GCpi 6.7 .0 5.6 .0 -44.0 .0 Along Ridge Walls Only -GCpi 6.7 .0 .0 .0 -37.5 .0 Along Ridge Walls+Roof MIN 1.7 .0 .0 .0 -9.6 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 262.89 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) Roof not shown S 5! 4 4 !s S: R•ans Gable Roof A <= 7 •wv a a All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft"2 GCp GCp psf psf ----------------------------------------------------------------------- Ext. Storage Door 3.00 6.67 20.0 5 0.85 -1.16 35.03 -45.63 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V"2*Khcc*Kht*Kd = 33.94 psf • • •••• •••••• •w•••• •• • •••••• • •••• • ••••• •• •• • •••••• • MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 12/09/2016 Project No. 16840 Company Name RGT Engineering Inc. Designed By RGT Address 11422 SW 104 Ave. Description Partially Enclosed -Terrace City Miami Customer Name Irwin -Gonzalez Residence State FL 33176 Proj Location Miami Shores, FL File Location: C:\RGT PROJECT DRAWINGS\2016\16840-Jose Madriz-Irwin and Gonzalez Residence\RGT\Wind Loads\16840-Part-Encl.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 • • Alpha = 9.50 Zg = 900.00•ft• • At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65000•00 Cc = 0.20 1 = 500. 000 fit• 0 • • Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.375 12 Slope of Roof(Theta) = 1.79. Mccr % h: Mean Roof Ht = 11.13 ft Type of Roof = GABLED go go RHt: Ridge Ht = 11.25 ft Eht: Eave Height = 11.00• 4i••• OH: Roof Overhang at Eave= 1.00 ft Overhead Type = Overhang • • Bldg Length Along Ridge = 16.25 ft Bldg Width Across Ridge= 16.17 ft•• Gust Factor Calculations • • • Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 ••• •• • Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)"0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63))"0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 z •••• •••• •••••• • • • • • 00 • • • •••••• • • • • •60696 ••••• • • • • ••••• 0000*0 • 000000 • • • •••••• 000000 •00 • • •••••• • • Kh: 2.01*(Ht/Zg)"(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 262.89 ft"2 Reduction Factor based on Roof Area = 0.90 MWFRS-wall Pressures for Wind Normal to 16.25 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- Leeward Wall ------ -0.50 ----------- -20.53 ----------- -8.32 Side Walls -0.70 -26.30 -14.09 •••• Wall Elev Kz Kzt Cp gz Press Press Total • • • • • • • • • • • ft psf +GCpi -GCpi +/-GCpi • • • • • • • • • • • ----------------------------------------------------------- Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 • • • • • • • • • • • • • • • • Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••••• • • • Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 •••• • •••••• Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.51 • • ••••�• • • •••• • ••••• Roof - Dist from Windward Edge Cp Pressure Pressure ••:••: • • ••••• +GCpi(psf)-GCpi(psf) •• •• •••••• • •••••• --------------------------------------------------------------------- •••••• • • Roof: 0.0 ft to 5.5 ft -1.00 -34.86 -22.64 • • • • Roof: 5.5 ft to 11.0 ft -0.83 -29.99 -17.78 • • • • • •••••• Roof: 11.0 ft to 18.2 ft -0.57 -22.62 -10.40 • • •••••• • Overhang Bottom Side (Windward only) 0.80 23.08 23.018 •••• •••• Overhang Top Side (0 to 1.0 ft) -1.00 -28.75 -28.75 •••••• • • Overhang Top Side (17.2 to 18.2 ft) -0.57 -16.51 -16.51 •• • Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mx psf ft'2 Kip Rip Rip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Roof (0 to h/2) -34.86 73 .00 -0.08 2.55 14.0 .0 .0 Roof (h/2 to h) -29.99 58 .00 -0.05 1.75 2.5 .0 .0 Roof (h/2 to h) -29.99 31 .00 0.03 0.93 -0.6 .0 .0 Roof (h to 2h) -22.62 100 .00 0.07 2.27 -10.5 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall -26.30 2 0.05 .00 .00 .0 -0.6 .0 ------------------------------------------------------------------------------------- Total .00 996 .00 6.66 7.67 45.4 .0 .0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft"2 Kip Rip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -20.53 179 .00 3.67 .00 20.2 .0 .0 Side Wall -26.30 178 -4.68 .00 .00 .0 25.7 .0 Side Wall -26.30 178 4.68 .00 .00 .0 -25.7 .0 Windward Wall 16.97 49 .00 0.83 .00 7.9 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 5.4 .0 .0 Windward Wall 16.97 49 .00 0.83 .00 2.9 .0 .0 Windward Wall 16.97 33 .00 0.55 .00 0.6 .0 .0 Side Wall -26.30 2 -0.05 .00 .00 .0 0.6 .0 Side Wall -26.30 2 0.05 .00 .00 .0 -0.6 .0 ------------------------------------------------------------------------------------- Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz pof ft"2 Rip Rip Rip K-ft R-ft R-ft ------------------------------------------------------------------------------------- Leeward Wall -8.32 179 .00 1.49 .00 8.2 .0 .0 Side Wall -14.09 178 -2.51 .00 .00 .0 13.8 .0 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8 .0 Windward Wall 29.19 49 .00 1.42 .00 13.5 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 9.2 .0 .0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .0 .0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .0 .0 Roof (0 to h/2) -22.64 73 .00 -0.05 1.66 9.1 .0 .0 Roof (h/2 to h) -17.78 58 .00 -0.03 1.04 1.5 .0 .0 Roof (h/2 to h) -17.78 31 .00 0.02 0.55 -0.3 .0 .0 Roof (h to 2h) -10.40 100 .00 0.03 1.04 -4.8 .0 .0 OH Bot Windward 23.08 16 .00 -0.01 0.38 3.1 .0 .0 Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 .0 Side Wall -14.09 2 0.03 .00 .00 .0 -0.3 .0 ----------------------------------------------------------------------------- Total .00 996 .00 6.66 4.66 45.4 . --��- .0 Normal to Ridge - Base Reactions - Walls Only -GCpi ••••s• • • s • • • • Description Press Area Fx Fy Fz Mx My Mz psf ft''2 Rip Rip Rip R-ft R-ft 0•1e11• ------------------------------------------------------------------------------s.r_a•-- Leeward Wall -8.32 179 .00 1.49 .00 8.2 .000•0000 Side Wall -14.09 178 -2.51 .00 .00 .0 13.8 • 00 Side Wall -14.09 178 2.51 .00 .00 .0 -13.8•• ••.0 Windward Wall 29.19 49 .00 1.42 .00 13.5 .0000*•so Windward Wall 29.19 49 .00 1.42 .00 9.2 .0.* • :0 Windward Wall 29.19 49 .00 1.42 .00 5.0 .0 .0 Windward Wall 29.19 33 .00 0.95 .00 0.9 .Co Side Wall -14.09 2 -0.03 .00 .00 .0 0.3 eed0 •o e0 Side Wall -14.09 2 0.03 .00 .00 .0 -0.3 .0 ------------------------------------------------------------------------------------- Total .00 717 .00 6.70 .00 36.9 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft'"2 Rip Rip Rip R-ft R-ft R-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 49 .00 0.47 .00 4.4 .0 .0 Windward wall 9.60 49 .00 0.47 .00 3.0 .0 .0 Windward Wall 9.60 49 .00 0.47 .00 1.6 .0 .0 Windward Wall 9.60 33 .00 0.31 .00 0.3 .0 .0 Roof (0 to h/2) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 2 .00 0.01 .00 0.1 .0 .0 Roof (h/2 to h) 4.80 1 .00 0.00 .00 0.1 .0 .0 Roof (h to 2h) 4.80 3 .00 0.02 .00 0.2 .0 .0 ------------------------------------------------------------------------------------- Total .00 187 .00 1.76 .00 9.9 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta= 1.8 Deg, h/l= 0.68 Note (7) X= Along Building ridge, Y = Normal to Building Ridge, Z = vertical Note (8) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (9) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 16.17 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp --------------- ------ Leeward wall -0.50 Side Walls -0.70 Pressure Pressure +GCpi (psf) -GCpi (psf) ----------- ----------- -20.51 -8.29 -26.30 -14.09 Wall Elev Rz Rzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 11.25 0.85 1.00 0.80 33.94 16.97 29.19 37.48 •••• •••••• ••• • • • • • • • • • s Osseo e e • • see•• see••• s see s•• • • • e e • • •••••• so 0 s• • Windward 11.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 8.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 5.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Windward 2.00 0.85 1.00 0.80 33.94 16.97 29.19 37.48 Roof - Dist from Windward Edge Cp Pressure Pressure +Gcpi(psf)-Gcpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 5.6 ft -0.99 -34.81 -22.59 Roof: 5.6 ft to 11.1 ft -0.83 -30.03 -17.81 Roof: 11.1 ft to 16.3 ft -0.57 -22.58 -10.36 OH Top : 0.0 ft to 5.6 ft -0.99 -40.92 -40.92 Overhang Top 5.6 ft to 11.1 ft -0.83 -36.14 -36.14 Overhang Top 11.1 ft to 16.3 ft -0.57 -28.69 -28.69 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My 0 Mz• Rip Rip Rip K-ft K-ft ••; �fte ------------------------psf----ft"2- Leeward Wall -20.51 -------------------------------------- 178 3.65 .00 .00 .0 ------ -20.1 ••••• • Side Wall -26.30 179 .00 4.70 .00 25.9 .(r••••40 Side Wall -26.30 179 .00 -4.70 .00 -25.9 .0 ••Y• .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -7.8P 40 Windward Wall 16.97 49 0.82 .00 .00 .0 -5.4 too • .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -2.9•••••0 Windward Wall 16.97 32 0.55 .00 .00 .0 -0.% Roof (0 to h/2) -34.81 44 .00 -0.05 1.55 5.7 ••••!0 -8.3 -0.3 Roof (0 to h/2) -34.81 44 .00 0.05 1.55 -5.7 -8. • •: ".3 OH Top -40.92 6 .00 -0.01 0.23 1.9 -1. -(.0 OH Top -40.92 6 .00 0.01 0.23 -1.9 -1.2 0.0 Roof (h/2 to h) -30.03 44 .00 -0.04 1.34 4.9 0.: ••%.0 Roof (h/2 to h) -30.03 44 .00 0.04 1.34 -4.9 0.200 -O.0 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 0.0 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.0 -0.0 Roof (h to 2h) -22.58 42 .00 -0.03 0.96 3.5 5.3 0.2 Roof (h to 2h) -22.58 42 .00 0.03 0.96 -3.5 5.3 -0.2 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.8 -0.0 Leeward Wall -20.51 2 0.04 .00 .00 .0 -0.5 .0 Windward Wall 16.97 2 0.03 .00 .00 .0 -0.4 .0 ------------------------------------------------------------------------------------- Total .00 1013 6.74 .00 8.83 .0 -44.0 .0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Rip Rip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -20.51 178 3.65 .00 .00 .0 -20.1 .0 Side Wall -26.30 179 .00 4.70 .00 25.9 .0 .0 Side Wall -26.30 179 .00 -4.70 .00 -25.9 .0 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -7.8 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -5.4 .0 Windward Wall 16.97 49 0.82 .00 .00 .0 -2.9 .0 Windward Wall 16.97 32 0.55 .00 .00 .0 -0.5 .0 Leeward Wall -20.51 2 0.04 .00 .00 .0 -0.5 .0 Windward Wall 16.97 2 0.03 .00 .00 .0 -0.4 .0 ------------------------------------------------------------------------------------- Total .00 717 6.74 .00 .00 .0 -37.5 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft"2 Rip Rip Rip K-ft R-ft x-ft ------------------------------------------------------------------------------------- Leeward Wall -8.29 178 1.47 .00 .00 .0 -8.1 .0 Side Wall -14.09 179 .00 2.52 .00 13.8 .0 .0 Side Wall -14.09 179 .00 -2.52 .00 -13.8 .0 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -13.5 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -9.2 .0 Windward Wall 29.19 49 1.42 .00 .00 .0 -5.0 .0 Windward Wall 29.19 32 0.94 .00 .00 .0 -0.9 .0 Roof (0 to h/2) -22.59 44 .00 -0.03 1.00 3.7 -5.4 -0.2 Roof (0 to h/2) -22.59 44 .00 0.03 1.00 -3.7 -5.4 0.2 OH Top -40.92 6 .00 -0.01 0.23 1.9 -1.2 -0.0 OH Top -40.92 6 .00 0.01 0.23 -1.9 -1.2 0.0 • Roof (h/2 to h) -17.81 44 .00 -0.02 0.79 2.9 0.1 0.0 Roof (h/2 to h) -17.81 44 .00 0.02 0.79 -2.9 0.1 -0.0 OH Top -36.14 6 .00 -0.01 0.20 1.6 0.0 0.0 OH Top -36.14 6 .00 0.01 0.20 -1.6 0.0 -0.0 Roof (h to 2h) -10.36 42 .00 -0.01 0.44 1.6 2.4 0.1 Roof (h to 2h) -10.36 42 .00 0.01 0.44 -1.6 2.4 -0.1 OH Top -28.69 5 .00 -0.00 0.15 1.2 0.8 0.0 OH Top -28.69 5 .00 0.00 0.15 -1.2 0.8 -0.0 Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2 .0 Windward Wall 29.19 2 0.06 .00 .00 .0 -0.7 .0 ------------------------------------------------------------------------------------- Total .00 1013 6.74 .00 5.62 .0 -44.0 .0 Along Ridge - Base Reactions - Walls Only -GCpi • • • •• • Description Press Area Fx Fy Fz Mx My • •idz� • • psf ft"2 Rip Rip Rip R-ft R-ft •x08t•• ------------------------------------------------------------------------------------- •••• Leeward Wall -8.29 178 1.47 .00 .00 .0 -8.1 • G Side Wall -14.09 179 .00 2.52 .00 13.8 .0 00040 Side Wall -14 . 09 179 .00 -2 . 52 .00 -13 . 8 .0 • • • • •4) Windward Wall 29.19 49 1.42 .00 .00 .0 -13.5 • .O Windward Wall 29.19 49 1.42 .00 .00 .0 -9.200 ••.0 Windward Wall 29.19 49 1.42 .00 .00 .0 -5. 0 • • • • 9.40 Windward Wall 29.19 32 0.94 .00 .00 .0 -0.90 • .b Leeward Wall -8.29 2 0.02 .00 .00 .0 -0.2 .0 Windward Wall 29.19 2 0.06 .00 .00 .0 -0.7* • ••0 ------------------------------------------------------------------------------��--�- Total .00 717 6.74 .00 .00 .0 -37.5 .0 Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft"2 Rip Rip Rip R-ft R-ft R-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 49 0.47 .00 .00 .0 -4.4 .0 Windward Wall 9.60 49 0.47 .00 .00 .0 -3.0 .0 Windward Wall 9.60 49 0.47 .00 .00 .0 -1.6 .0 Windward Wall 9.60 32 0.31 .00 .00 .0 -0.3 .0 Windward Wall 9.60 2 0.02 .00 .00 .0 -0.2 .0 ------------------------------------------------------------------------------------- Total .00 180 1.73 .00 .00 .0 -9.6 .0 Notes - Along Ridge Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.68 Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (5) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz Mx My Mz Rip Rip Rip R-ft R-ft R-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi .0 6.7 7.9 45.4 .0 .0 Normal to Ridge Walls Only +GCpi .0 6.7 .0 36.9 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 6.7 4.7 45.4 .0 .0 Normal to Ridge Walls Only -GCpi .0 6.7 .0 36.9 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 9.9 .0 .0 Along Ridge Walls+Roof +GCpi 6.7 .0 8.8 .0 -44.0 .0 Along Ridge Walls Only +GCpi 6.7 .0 .0 .0 -37.5 .0 Along Ridge Walls+Roof -GCpi 6.7 .0 5.6 .0 -44.0 .0 Along Ridge Walls Only -GCpi 6.7 .0 .0 .0 -37.5 .0 Along Ridge Walls+Roof MIN 1.7 .0 .0 .0 -9.6 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 262.89 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) •••• •••••• • •• • • • • • • • • • • • ••••• • • • • • • • • • • • • • •••••• •••••• • • Roof not shown � 5 5� 4 , 4 15 5- «"alls GaMe Roof A c-- 7 8 a All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp Gcp pof psf -------------------- Roofing 10.00 1.00 10.0 1 0.30 - 1.00 16.29 -40.05 Roofing 10.00 1.00 10.0 2 0.30 -1.80 16.29 -67.20 Roofing 10.00 1.00 10.0 3 0.30 -2.80 16.29 -101.15 Roofing-Ovlookers 10.00 1.00 10.0 2H 0.30 -1.70 10.18 -57.70 Roofing-Ovlookers 10.00 1.00 10.0 3H 0.30 -2.80 10.18 -95.04 Joists 2.33 12.50 52.1 1 0.23 -0.93 13.86 -37.62 Joists 2.33 12.50 52.1 2 0.23 -1.30 13.86 -50.18 Joists 2.33 12.50 52.1 3 0.23 -1.58 13.86 -59.79 Wd/Conc Beam 1.00 16.25 88.0 2 0.21 -1.14 13.09 -44.76 25 PSF Roof 25.00 1.00 25.0 1 0.26 -0.96 14.94 -38.70 25 PSF Roof 25.00 1.00 25.0 2 0.26 -1.52 14.94 -57.75 25 PSF Roof 25.00 1.00 25.0 3 0.26 -2.12 14.94 -78.18 75 PSF Roof 75.00 1.00 75.0 1 0.21 -0.91 13.32 -37.08 75 PSF Roof 75.00 1.00 75.0 2 0.21 -1.19 13.32 -46.41 75 PSF Roof 75.00 1.00 75.0 3 0.21 -1.31 13.32 -50.65 100 PSF Roof 100.00 1.00 100.0 1 0.20 -0.90 12.90 -36.66 100 PSF Roof 100.00 1.00 100.0 2 0.20 -1.10 12.90 -43.45 100 PSF Roof 100.00 1.00 100.0 3 0.20 -1.10 12.90 -43.45 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V'2*Khcc*Kht*Kd = 33.94 psf • .... . ...... .... . ..... 0 ...... .. .. . ...... 0000. • • •• • RGT ENGINEERING, .dc. date job j 1sheet • 2 ��, G COVEhcD TERRACE ROBERTO J. GARCIA—TURON, P.E. n EXTENSION 1 of SW 1 CA No. FL PE REM3 9� for IRWIN/GONZALE7 RES. job no. 11422 SW 04 AVE. MIAMI FLL 33176 76 TEL: 786-280-4477 check 88 NE 91 STREET 16840 email: r tunon®rgtengineeringfl.com MIAMI SHORES FL 33138 i i-1!I Ii I�i I I I I 11-i-I-i—i i I I j—i-i_i-i-T-1 ! i 1 I...I !! i j-i- 1-i i-i-� i_1_ _i _I _i_:_i I I I i-i-I I I I I I i_i_i-f_I'I ly^ I I,_!_i ff-i 41� i-I I i i i I i 1'i 1!��I I II ii=j_I I II i i 1'1i I_I i__i i_l_ _i_i-!-_(=I_I i_I_! i i I I I I i-i-i-r i-i-I-I i-'i�i I' -i-i f-��;-i-i-!-,�• f_I_i-Iv1_i_I I_f i! I I I i'I I I_I_I_'_I 1 ?•I�t•• I I I f.~I:I 1916 I_!-I_r-i_i i_!_l-i j I-1 _-I_-i-= i�j_'j-i-i-j I--T_i I I I i.i.:.: I-i - --._ _ _ i I 1 1 i l I i l l i--i.._i._T-i_1 i-i 1-I !' i-1'i I p,i�'_ i .I. 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No. 38636 desi 11422 SW 104 AVE. MIAMI FL 33176 for IRWIN/GONZAL•E-i�i!"ii-!( (!_i`-�j_- .;_"��✓-� r4__-'.ij�sf1i'✓!I`yC- !.i x'._,•.r_•.�_OJL�1iNTiI..� iI -!-1 --, RES. _ifI 0 Of iiiiiI !'.�I _-irl� II •i•_'.- -L_•* -iJ•I.i-o��s.«-:•.�-bi jI7;! i I - :''. I r_r__•�Ji1i1tI �?!I-! � o�Fet TEL: 786-280-4477 check 68 NE 91 STMEET email: r tunon®rgtengineeringfi.com MIAMI SHORES FL 331381gg --ij— i-I,''I 4I 0 ILIl-!- A jii.ii-i-I_-I "_ I I i I if i (! II i I '-1? ! .i I j I ! I I i Ii I _1 I 1 Ij� --?j i t Fi-1 I I i T i--!_1-1 1 1 (! -!t -11IT!_-i 17j-! !- i } ! ( �I I T-1 ! 1-i __i _i- IiiI --_-` •!'1Iji;I( — i Ji —. .�1iII '.Yi'-•_.-•�•'-._____—"-- •. , � {I� L• !• I• .•.•: ••.:�. ••••.• • 'I I'IIi I�iII'( _--'-iiIIib1{F'? I��_- -".7P:I�}! I ii ,_�;-1_�rI!I (I �6 _--_ IiI•�rjI j�_- ", i'"I';'iI=!i,i�_�-"-_ II! ;j_i�_-_-_!,JI•i+iii_-.-_ -iIi!i-�'T_-T�1,;I iT-_,-�"?ii!!!I+r , i�_ ,-�_¢,II1II IiIiI 1 -__-�i iII iI 1I --_, IIi i(( -_-�II iIII!__ i -�jlIi'iI ! 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L_.._.��. `�-.k_ Ei !. o3.1'-�_I'r, 384.%D 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 D C 2 6 1019 BY: (40 FBC 20 I'f Master Permit NoZeNC/' Z — ( D',3rl% ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION Sub Permit No._ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: (a S Wu - 9 ( 0+ City: Miami Shores County: Miami Dade Zip: 33t3:5 Folio/Parcel#: 113 10 1 Q Z 01E:)1Z> 2.O Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 9-yi5,e�t--TP-wy IN Eb-p 90f EZA fllfone#: 3' J` Tt2--'01 r1 (p� Address: City: ���� c511,@f c`ir State: Zip:3303 6 Tenant/Lessee Name: Email CONTRACTOR: Company Name.Ay11�- (\,new` ". Phone#:3125" 1 Address:h��( /�^c5 A V ems City: 1 V Y` Am'! r ` StateZip: c3�✓ � ?� Qualifier Name: 31 4 /n�+'0 (�^,� U/ O Phone#: State Certification or Registration #: O,b1�,D 5 tr),�03 Certificate of Competency #: DESIGNER: Architect/Engineer: Add City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Z::131 Type of Work: ❑ Addition Description of Work: ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition 4 Specify color of color thrb tile: SubmittafiFee $ " " Permit Fee $ CCF $ "" CO/Cc$�-- -�• Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) 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. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature q;�J OWNER or ENT The foregoing instrument was acknowledged before me this `L60 day of — i`A 20 1 G1 by who is personally known to me or who has produced 11, t)o LQZ (Jcf-mr as identification and who did take an oath. NOTARY P Signature _ A CONTRACTOR The foregoing instrument was acknowledged before me this 261 day of VZ—;� 'Z'i"I 6C: r 20 by 1 X1 b tI�who is personally known to i� me or who has produced --DO VQ2 NJCas identification and who did take an oath. NOTARY PUBLIC: Sign: / I Sign: /"I - Print: c Print Seal: ►;; ; $INDIA ALVAREZ Seal: SINDU ALVAREZ MY COMMISSION # GG 238273 •. MY COMMISSION # GG 238273 • ;•: ro; EXPIRES: September 3, 2022 • ,� .�; :; EXPIRES: September 3, 2022 ;• gonded Thru WAXY Public Underwriters °:f v !�: Bonded Ttau Notary Pudic Undeiwritera ##### ####### ############################################################################# 4 Gl APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) yvl",e� -�-o yv-t/ Iq SE NC 1 g- 3�(0 Engineering & Laboratories, LLC 13714 SW 145th Court Miami, Florida 33186 Phone No: (786) 250-4666 September 041h, 2018 Miami shores Village Hall Building & Zoning 10050 NE 2» d Ave Miami Shores, Fl - 33138 Ref Visual Inspection for 68NE91"St Miami Shores, F1-33138 SOIL STATEMENT Dear Building Official: RECEIVED SEP 0 5 1018 S.E.T Engineering and Laboratories, LLC. has performed a visual inspection on August 31", 2018 for the above mentioned project. Based on the hand auger test performed, it is our professional opinion that the material for the addition located in the property's Southside consist of Lime Stone with Sand Cavity formation this is suitable for a 2,000 pounds of square foot Bearing capacity. If you have any questions, please do not hesitate to contact us at (786) 250-4666 Respectfully, r • 3 6 • ermin A. Mart nez P. `1936 'r; �f4;�".,' J, _ • Miami Shores Village Building Department FED 13 ors 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 $ ; Tel: (305) 795-2204 Fax: (305) 756-8972 ,i LA INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 1 �� o� BUILDING Master Permit NzEtQal 3 PERMIT APPLICATION Sub Permit No. YBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: l(/ Cl 1 ' v L �S+ 9 City: Miami Shores Countv: Miami Dade Zio: 3 3 1 35 Folio/Parcel#: ( f— S 101 — 0 20 — 0 0 20 Occupancy Type: Load: Construction Type: OWNER: Na a (Fee Simple Titleholder)IL : i Address:. N C - t ( S City: Tenant/Lessee Name: Email: _1�6. CONTRACTOR: Company Name: A yln— Address: s the Building Historically Designated: Yes NO Flood Zone: BFE:FFE: ZG��Q S Phone#:Uy Q t Ci("-, S (AZ VPS State: Ft— Zip: 0 + Ly tlo+y! L1+11) ne#: ne#: (395)1 S�;--ful -J' --. -V.— City: / Stater Zip: 3 `' G Qualifier Name: �L /i� �i Phone#: pr7 9S/�—$ t j State Certification or Registration #4,�D,55 0_63 Certificate of Competency #: DESIGNER: Architect/Engineer. a 1fpo Phone#: 30.5 -4• Address:43$ City: •tigm) State:_ Zip: Value of Work for this Permit: $ 7�! VDL Square/Linear Footage of Work: Z-7 3 Type of Work: 1� Ad�ldittiions_ ❑ Alteration ❑ New ❑ Rtepaair,/1Replace ❑ Demolition Description of Wofk:G Specify color ,ofcolor thru.tile: Submittal Fee $ 2.UlJ - Permit Fee $" CCF $ CO/CC $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ _ DBPR $ Notary $ 5' a-) Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ a i - I 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. 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." 1 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_ OWNER or AGENT The foregoing instrument ,was acknowledged before me this r�— day -o`f— hp 20� by �46is personally known to me or who has produced I 1 as Identification and who did take an oath. NOTARY PUBLIC: Print: MAHARAI K. GONZALEZ Y COMMISSION # GG 044602 Seal: _" • ro EXPIRES: November 2, 2020 Bonded Thru Notary Public Underwriters APPROVED BY Signature X *n CONTRACTOR The f oing instrum as acknowledged befor m this day of Z LJ 20 by //who nally k wn to me or who has produce V as/ identification and who did take an oath. NOTARY PUBLIC: Print: Seal: MY CtUMISSION # FF14307E ''eos K�,4f I:xPIRFS: July 27, 2018 Plans Examiner Zoning (Revised02/24/2014) Structural Review Clerk Department of Regulatory and Economic Resources M IAM I.OADE Impact Fee Receipt Process Number: M2018007348-0 Batch: Collection Number: 122481 Folio: 1131010200020 Site Address: 68 NE 91 ST Fee Payer: ANN CREST CONSTRUCTION CORP Collection Date: 02/23/2018 1140 SW 84TH AVENUE MIAMI, FL 33144 Fee Type }Dist Category Cat i Category Description lid —II Code Sufix AREA — 1 i5002 �00 -UNIT SIZE (SQ FT) -- L- I I I Units ( Fee I Extended Deferral Deferral :Amount Amount Admin T— 273.00+ $0.92 $250.61 i Total: $250.61 - Deferred Amount: +Deferred Ad�� Totat Amount Due $250.61 l Paid Check: Paid Cash: Paid Credit: Paid Convenience Fee: Total Paid : $250.61 $0.00 $0.00 $0.00 $250.61 Report run on: February 23, 2018 01:16 PM Page 1 of 1