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RC-16-3328Mission: To protect, prorate & inprooe the health of all people in Florida trough integrated state, many & oamrnity efforts. �Iori�'a HEALTH Vision: To be the Healthiest Stake in the Nation Rick Scott Governor Celeste Philip, MD, MPH State Surgeon General and Secretary February 17, 2017 FELIPE NARANJO, THE NARSHA GRP 1674 MERIDIAN Avenue 320 Miami Beach, FL 33139 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: API276359 Centrax Permit Number: 13-SM-1740610 251 NE 98 Street Miami, FL 33138 Lot: 17, 18, 19 Block: 32 Subdivision: Miami Shores Section # 1 Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 02/16/2017 for the use of the existing onsite sewage#reatment and disposal system located on the above referenced property. Proposed to add new windows, to remodel the existing kitchen, to re-design/relocate the existing master bedroom, to constryct a new terrace on hte pool area, to add a new garage and to renovate all existing bathrooms. No objection letter issued by Yvenel Clermont on 02-17-2017. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or, modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sincerely, Yvenel Clermont, CEHP Engineer I Department of Health in Dade County Molds D.r.d.r»e.t Health in Dade County • • , Florida PHONE: (305) 623-3500 www.s«w.r.. .. TWITTER:HealthyFLA FAC EBOOK:F LOepartmentofHealth YOUTUBE: fldoh STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM APPLICATION FOR CONSTRUCTION PERMIT APPLICATION FOR: [ ] New System [ ] Repair APPLICANT: PANPER LLC [X] Existing System [ ] Holding Tank ( ] Abandonment [ ] Temporary APP Doc # AP1276359 PERMIT #: 13-SM-1740610 DATE PAID 02/16/2017 FEE PAID: 70.00 RECEIPT #:13-PID-318575 [ ] Innovative AGENT: FELIPE NARANJO (THE NARSHA GRP) TELEPHONE: 1 (305) 799-8016 MAILING ADDRESS: 1674 MERIDIAN Ave Miami Beach, FL 33139 TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT. SYSTEMS MUST BE CONSTRUCTED BY A PERSON LICENSED PURSUANT TO 489.105(3)(m) OR 489.552, FLORIDA STATUTES. IT IS THE APPLICANT'S REPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. LOT : 17, 18, 19 BLOCK: 32 PLATTED: 12/31/1959 SUBDIVISION: Miami Shores Section # 1 PROPERTY ID #: 1132060134410 PROPERTY SIZE: 0.26 ZONING: I/M OR EQUIVALENT: ACRES WATER SUPPLY: [ ]PRIVATE [X]<=2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? [ Y PROPERTY ADDRESS: 251 NE 98 St Miami, FL 33138 DISTANCE TO SEWER: [ [ ]>2000GPD FT - DIRECTIONS TO PROPERTY: I95 N EXIT 96 ST, GO EAST TO NO MIAMI AVE TO 98 ST, RIGHT BUILDING INFORMATION: [X] RESIDENTIAL [ ] COMMERCIAL Type of No. of Establishment Bedrooms ( ] Floor/Equipment Drains [ ] Other (Specify) SIGNATURE: DATE: 02/16/2017 Building # Persons Area Ft Served 4 4173 8 Total Design Flow For This Unit DH 4015, 08/09 (Obsoletes previous editions which may not be Incorporated 64E-6.001, FAC v 1.0,0 used) AP1276359 EID1740610 520 Page 1 of 4 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM Additional Notes and Comments: County Notes Fields: County Process #: APP DOC #: AP1276359 PERMIT NO. 13-SM-1740610 DATE PAID: 02/16/2017 FEE PAID: 70.00 RECEIPT #: 13-PID-3185758 Sent To Legal for Outstanding Balance Enforcement: Box # sent to storage: Type of Request: Agency Name: Payment Status: Sent to Collections("Y"=Yes, blank=no): Special Program(i.e. After School Meal Program): Government Entity(City, County, State, Federal): Last Exemption Renewal / Approved Date: General Comments: Proposed to add new windows, to remodel the existing kitchen, to re-design/relocate the existing master bedroom, to construct a new terrace on hte pool area, to add a new garage and to renovate all existing bathrooms. No objection letter issued by Yvenel Clermont on 02-17-2017. v 1..0.0 AP1276359 EID1.74061.0 ARPER ASSOCIATES ARCHITECTURAL AND ENGINEERING SERVICES STRUCTURAL CALCULATIONS PROPERTY ADDRESS: 251 NE 98" ST. MIAMI SHORES FL 33138 PROPERTY OWNER: PANPER LLC Index 1. Beam Strenghtening 1-7 2. Loads 8 3. Wind 9-13 `\\\\\IIIIIIIIIl i j111 toyto vk, . �‘cENS ��Q��'�.G Q• No.P 42 • * Alejasdrgi�amirez ' Q•� PE 52V1 STATE OF ig0� 0INAL\\\ Page 1 of 1 10464 SW 114th Ter Miami, FL 33176 Ph: 305-741-4466 Fax: 1-888-614-3290 ar@arper.us 11-18-2016 • • . •• • • •••• • .•• • • • • • •• • •••• • • • • •••• •••• • • •• •• • • • • • • • • • • •• • • •• • • • •••• • • • •••• • .• Project: Steel Strenghtening Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ Model Summary Structure Type: Space Frame 4 Nodes, and 6 Degrees of Freedom 3 Member Elements The model is linear. The model will have 6 unique mode shapes. The size of the model is: 18 ft, in the X direction 8 ft, in the Y direction 0 ft, in the Z direction November 18, 2016 Page 1 VisualAnalysis 12.00.0009 (www.iesweb.com) .... . . .. .. • . • • . • . • .. . .... . • .••. • .. • . . . • .. • .. . • • . • • • •••• • • • • • Page 1 of 13 k2O11 Ooq3'3s NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 I 1-7 APPLICATI ON FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES PROVIDE MUNICIPAL PROCESS NUMBER HERE• LLF Job Address 25-1 `o E V -i Contractor No. i'S° 1 Q �,0 Folio 1 1 32610/[ 1 rrz F o Last four (4) digits of 01 iarf o. ni„ I 0 70 Fa ��//4yy�} Lot 11 ' / J i/Z LO rI Block I et k 3.'� a s Contractor Name ' P U J t � L TYPE OF LOCH IMPROVEMENTS IMPRO Subdivision CONTF INFORI Qualifier Name tr)/S it %1, PBpg Address 2(2 ( S w 3 2.0 1}V€ Metes and bounds r (Q1'1 City 1 State FLzip7313`j [ ] New Construction on Vacant Land [ ] Demolish [ ] Shell Only Current (L Current use of property Iteration Interior [ ] Addition Attached [.Alteration Exterior [ ] Addition Detached �' Description of Work t-1-0 NWI izieFibts [ ] Relocation of Structure [ ] Enclosure [ ] Re -Roof OF t)1(5t11\) L [f/f Repair [ ] Foundation Only Tent Sq. Ft. p 1 2 Units 4 Floors [ ] Repair Due to Fire [ ] l Value of Work OV OD 0 PERMIT TYPE [� ] Category OZ , REVIEW STATUS [ ] Chg. Contractor OWNER'S NAME Owner 17-Q Nye l� L L C [ ] MELE [ ] Re Issue Address '70° 6 011101 i3 e4-1 31--u - [ ] MPLU [ ] Re -Stamp City 0A-t3 l a State }'-l-Zip 70 04 [ ] MLPG [ ] Revision Phone [ ] MMEC [ ] Not Applicable for Last four (4) digits of [ ] FIRE Fire Owner's Social Security No. . C0 ,�` Name ttP2T ti," (D'R I S 5 1 Owner JULA G AS :VCI a ►LC IOC, o Address fb74 Ht 1DI i- 3u - Sit Address -7311 5� STlt20 0.g w City I"(I a'i" 11 k State 2L Zip 33 [ 31 5 i city 1Id" 1 FL 53 l 53 he State Zip as Phone Ve7 72 14r.—r cc aW Phone 35.C� I Bt 01 z a 3 E Uac Hwr lam requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of one -hour. Please contact the Fire Department for current rate. Request: Date: LLw¢ 2^d Request: Date: ;aW. 3'd Request: 1 Date: r,� 1,;'_ Z 1, aa 0 o q 1 am requesting Optional Plan Review (OPR) to be scheduled as soon as possiOle.at the rate of $75 for each discipline. Additional review fees may apply. ' Q. 1st Request: ()ate: P tE 2^d Request: Date: IX w 3'd Request: Date: 23_01-192 4/16 C ZOZ BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION 'BUILDING 01 GENERAL BUILDING —COMMERCIAL MBLD 02 SUB —GENERAL BUILDING —RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER / MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 51 MURAL SIGNS (NON -ELECTRICAL) MBLD 55 SWIMMING POOL MBLD 56 i TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK-IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT . MBLD 0100 BULK STORAGE PROPANE TANK . MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF ,MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN ' MBLD 0112 INDOOR EVENT/EXHIBIT MBLD PERMIT TYPE ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE PLUMBING 0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY IS USED WHEN NO BUILDING PERMIT EXIST) MPLU 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG MECHANICAL Gt iA i4.. 091, 7-- ABOVE/BELOW GROUND TANKS/PUMPS 31--: -- ' 1 . & POLLUTANT STORAGE SYSTEM f, ' MMEC a 1� `'t COMMERCIAL HOODS " 38 �. -- MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE Project: Steel Strenghtening Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ Concrete Column Report: COL001 November 18, 2016 Member Details Member Properties Length Shape Material Weight Framing Beta %Iz %ly %J, %A 8.000 ft Rectangle 12 x 8 Concrete (F'c = 3 ksi) 0.800 K Column 0 deg 100 100 100 Analysis Results (First Order) Load Combinations: ASCE 7-10 LRFD Extreme Forces Connections Start Node N001 Location (0, 8, 0 ft) Support Other Fix End N005 (0, 0, 0 ft) Fixed Axial My Mz Vy Vz Torsion -8.197 K 0.000 K-ft 0.000 K-ft 0.000 K 0.000 K 0.000 K-ft 1.2D+1.6L+.2Di+.5S -NA- -NA- -NA- -NA- -NA- Concrete Column Design per ACI 318-11 controlling Design Checks Type Case Dem Capa Unity Statu Refere and city s nce 'Combined 1.2D+1.6L+.2D 8.197 164.34 0.05 OK Compre Check i+.5S K 0 K ssion Extreme Drift (all cases) Drift Dy Drift Dz 0.000 in 0.000 in -NA- -NA- Desi• n Details • REIIVFOR 4NG S EL DETAILS • • 96 in^2 �e'L 7 anere= RRtt 4-Face Main rebar: 4-#5 (As T4&Jded = 1•.240 T^2, Rho • •"• •••••0.0129•) SpIRt'Pype: Norrmal•L•ap Spli - • • Tie#31 spaang = 8 •• .. • • • • • . • • • . • •• • • • ••.• • • •..• • • • .• • • ••. • .•. • •• Page 2 VisualAnalysis 12.00.0009 (www.iesweb.com) • • . •• • • ••. • Page 2 of 13 Project: Steel Strenghtening • Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ • November 18, 2016 Page 3 VisualAnalysis 12.00.0009 (www.iesweb.com) • • • • • •• • • •• • • • • • • •• •••• •••• • • • •• •••• • • • • • • •• •• • • • • • • • • • • •• • • •• • • • • • • • •••• • • • • • • • • • • • • • Page 3 of 13 Project: Steel Strenghtening Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ • Concrete Column Report: COL002 November 18, 2016 Member Details Member Properties Length 8.000 ft Shape Rectangle 12 x 8 Material Concrete (F'c = 3 ksi) Weight 0.800 K Framing Column Beta 0 deg %Iz 100 %ly 100 %J, %A 100 Analysis Results (First Order) Load Combinations: ASCE 7-10 LRFD Extreme Forces Connections Start End Node N002 N006 Location (18, 8, 0 ft) (18, 0, 0 ft) Support Other Fix Fixed Axial -7.322 K My 0.000 K-ft Mz 0.000 K-ft Vy 0.000 K Vz 0.000 K Torsion 0.000 K-ft 1.2D+1.6L+.2Di+.5S -NA- -NA- -NA- -NA- -NA- Concrete Column Design per ACI 318-11 Controlling Design Checks Type Case Dem Capa Unity Statu Refere and city s nce Combined 1.2D+1.6L+.2D 7.322 164.34 0.04 OK Compre Check i+.5S K 0 K ssion Extreme Drift (all cases) Drift Dy Drift Dz 0.000 in 0.000 in -NA- -NA- Design Details REIVFORCING 9T£{+L•DETAILS • • Ai = 96 in ?2• ex� bar patters a Re€t 4-Face Main rebar. 44t5 (As Provided = 1`2401A•2, Rho s • 0.0121 Sp1i8t Type: NQr?t Lpp Splice • •Tie size: #3'311dt:ing = 80in • • •• •• • •• •• • • • •••• •• • • • • • • •• • • • • .••• � • • • • •• • Page 4 VisualAnalysis 12.00.0009 (www.iesweb.com) •••• • • • • ••• • ••• • ••• .•• .• • ••• • Page 4 of 13 Project: Steel Strenghtening • Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ November 18, 2016 • Page 5 VisualAnalysis 12.00.0009 (www.iesweb.com) • . . . . .. . .. . . • • • • • • •••• •••• •• • •••••••• • .. • • • • • ....•••• • • • . • • • • • • • • • • • • • .. • • •••• • • • • • Page 5 of 13 Project: Steel Strenghtening Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ - Steel Beam Report: RB-001 November 18, 2016 Member Details Member Properties Length Shape Material Weight Framing Beta 18.000 ft MC10x8.4 ASTM A36 0.151 K Beam 0 deg Connections Start Node N001 Location (0, 8, 0 ft) Support Other Fix End Release DX, RX Rigid, Rigid End Release DY, RY Rigid, Rigid End Release DZ, RZ Rigid, Rigid End N002 (18, 8, 0 ft) Other Fix Rigid, Rigid Rigid, Rigid Rigid, Rigid Analysis Results (First Order) Load Combinations: ASCE 7-10 LRFD Extreme Forces Axial My Mz Vy Vz Torsion 0.000 K 0.000 K-ft 32.012 K-ft 7.237 K 0.000 K 0.000 K-ft -NA- -NA- 1.2D+1.6L+2Di+.5S 1.2D+1.6L+.2Di+.5S -NA- -NA- Steel Design per AISC LRFD (2010) Approximate Checks as 'MC12x14.3' (not synchronized Extreme Deflections (all cases) Total Dy Total Dz Beam Dy Beam Dz -1.998 in 0.000 in -1.996 in 0.000 in 1.2D+1.6L+.2Di+.5S -NA- 1.2D+1.6L+.2Di+.5S -NA- Type Case Strong Flexure Check 1.2D+1.6L+.2Di+.5S Strong Shear Check 12D+1.6L+2Di+.5S Demand 32.012 K-ft 7.237 K Capacity 42.930 K-ft 58.320 K Page 6 VisualAnalysis 12.00.0009 (www.iesweb.com) Unity Status Reference 0.75 OK • Fp 0.12 • pK •••E&1 • . . •• . • •. . • • • • .• • • • • • • • • • • • • • • • • • • • • •• • • • • • •• ••• • • • • • • • • • • • • • • • . .. . •.•. •• • • • • • •• • • • Page 6 of 13 Project: Steel Strenghtening Free For ALL, Courtesy of Lavteam.org C:\Dropbox\Mario Aguilar\ November 18, 2016 Member End Reactions (Extreme Rows Onl Member Result Case Name Offset Fx Vy Vz Mx My Mz ft K K K K-ft K-ft K-ft COL001 1.2D+1.6L+.2Di+.5S 0.000 -7.237 -0.000 -0.000 0.000 -0.000 0.000 COL001 1.20+1.6L+.201+.5S 8.000 -8.197 -0.000 -0.000 0.000 -0.000 0.000 RB-001 1.2D+1.6L+.2Di+.5S 0.000 0.000 7.237 -0.000 0.000 -0.000 0.000 RB-001 1.20+1.6L+.2Di+.5S 18.000 0.000 -6.362 -0.000 0.000 -0.000 0.000 Member Extreme Results Member Fx (Ic) Vy (Ic) Vz (Ic) Mx (Ic) My (Ic) Mz (Ic) K K K K-ft K-ft K-ft COL001 -8.197 (36) -0.000 (1) -0.000 (1) 0.000 (1) -0.000 (1) 0.000 (1) COL001 -1.666 (34) -0.000 (1) -0.000 (1) 0.000 (1) -0.000 (1) 0.000 (1) COL002 -7.322 (36) -0.000 (1) -0.000 (1) 0.000 (1) -0.000 (1) 0.000 (1) COL002 -1.489 (34) -0.000 (1) -0.000 (1) 0.000 (1) -0.000 (1) 0.000 (1) RB-001 0.000 (1) -6.362 (36) -0.000 (1) 0.000 (1) -0.000 (1) -0.000 (35) RB-001 0.000 (1) 7.237 (36) -0.000 (1) 0.000 (1) -0.000 (1) 32.012 (36) (Ic) = Load Case index, shown in 'Load Cases' or 'Result Cases' table. Member Forces Member Tension Compression +Mz -Mz +My -My Vy Vz Torsion K K K-ft K-ft K-ft K-ft K K K-ft COL001 0.000 -8.197 0.000 0.000 0.000 0.000 0.000 0.000 0.000 COL002 0.000 -7.322 0.000 0.000 0.000 0.000 0.000 0.000 0.000 RB-001 0.000 0.000 32.012 0.000 0.000 0.000 7.237 0.000 0.000 Member Stresses Member +fa -fa +fbz -fbz +fby -fby fvy fvz Ksi Ksi Ksi Ksi Ksi Ksi Ksi Ksi COL001 0.000 -0.085 -0.000 0.000 -0.000 0.000 8.000• 0.000 COL002 0.000 -0.076 -0.000 0.000 -0.000 :0.OQ8• g.b& • 0.0094 RB-001 0.000 0.000 60.116 -60.116 -0.000 8 000• 9.642• 0.000 Member Unity Checks • • •• • •• • • Mem ber Unit Controlling y Case Check Model Shape Design Shape Material •-..-Referee•' cificatton •__• �e •• COLO 0.05 1.2D+1.6L+.2Di Combined Check Rectangle 12 Rectangle 12 Concrete (Pc =• • • Qompre .11.318-1 i 01 +.5S x 8 x 8 ksi) sion COLO 0.04 1.2D+1.6L+.2Di Combined Check Rectangle 12 Rectangle 12 Concrete (F'c =6 • (ompres ACI 318-11 ' 02 +.5S x 8 x 8 ksi) • s•ion • • •"' RB-00 0.75 1.2D+1.6L+.2Di Strong Flexure MC10x8.4 MC12x14.3 ASTM A36 : • •62-1 • AISC LRFD• • , 1 +.5S Check •• • .••f20j0) - Page 7 VisualAnalysis 12.00.0009 (www.iesweb.com) • • • •• • • • • Page 7 of 13 Date Printed: 11/18/2016 Project: 251 NE 98TH STREET. MIAMI SHORES. FL 33138 Task: Wind analysis STRUCTURAL DESIGN LOADS ROOF TRUSS OR RAFTER LOADS DEAD LOAD (Trusses/Rafters 10 Mech. ducts & Misc. 2 Insulation & protectio 5 Tile_& mortar 0 LIVE LOAD Total DL = Total: psf psf Psi psf Factored Load 17 psf � 1.2 20.4 psf 30 psf 47 psf 1.6 48.0 psf 1.46 68.4 psf - T FLOOR (n/a) DEA AD • --s/Rafters 0 psf Mech. du Misc. 0 psf Insulation & prote 0 psf Tile & mortar 0 psf Total DL = LIVE LOAD 0.5 psf Total: 0.5 psf WIND LOAD 1.2 1.60 Factored Load • • 0 Q psf • • • •. . ... .•. •. •. • .. A8.psf .... • . . .... •.... . .. . . . . . • As per attached Wind Pressure Calculation. See Sheet 'C�lpslslq Lo' WIND NET UPLIFT (For 1-story areas) ASCE 7-10 Applicable Load Combination: Comb. 4: 0.6 D +0.6 W D = Dead Load W = Wind Load 0.6D= 10.2 psf Designer's selection of Minimum D.L. for uplift calc.: Use 0.6D or 10.0 psf whichever is smaller Roof Zone 1 Less minimum DL Net Uplift = Roof Zone 2 Less minimum DL Net Uplift = -51.6 psf 10.0 psf -21.0 psf -65.3 psf 10.0 psf -29.2 psf • •. . • . •• .. . . .... . . . .. • • • • • • Sheet: Load Page 8 of 13 PROJECT: 251 NE 98TH STREET MIAMI SHORES. FL 33138-1 Date: 11/17/2016 TASK: Wind analysis Proj. No.: WIND CODE REQUIREMENT (FBC 2014 AND ASCE 7-10) WIND DATA Broward County, V = Miami -Dade County, V = 3-sec. gust 170 mph 175 mph Fastest -Mile (FBC 1606.1.6.11 Equiv. To: 132 mph Equiv. To: 138 mph 3-sec. gust wind speed, V = 138' mph (3-sec. gust) Risk Category: II AASCE 7-10 Section 26.5 Importance Factor, I = 1.00 for all Category Exposure Category: C ASCE 10 Section 26.7 Opening Condition: 3 Enclosed Directionality Factor Kd = 1 0.851 (Table 26.6-1. See Sheet 'Loads' for Load Combinatior GEOMETRY DATA Largest Building Dim., L = Smallest Building Dim., B = Roof Average Height, h = Roof Pitch x/12, x = Roof Overhang, Lo = 74.16 71.30: 12.80" 0.251 1.501 Building Enclosure Condition: (26.10 Definitions) Area of wall considered for classification, Ag = Area of all other walls in building balance, Agi = Total Area of Openings in wall, Ao = Area of openings in building balance, Aoi = 0.01Ag = Ao/Aoi = 5.00 ft2 999.00 Open building condition: Is Ao > 0.8Ag? No Is Ao > Min.? No Gust Effect factor Topographic Factor: ft ft ft in ft 1.19 deg. 1 Open 2 Partially enclosed 3 Enclosed 500.00 ft2 1.00 ft2 0.00 ft2 0.00, ft2 Min. of 4 ft2 and 0.01Ag = Aoi/Agi = • . . . • • • .• . .• . . . . . • • • •• • . • • .... •.•. • • •.• • .... • • • • . . . •. . . • . • .•• •• •••. • 0.00%• • • '. 0.00%• • ' • . • • . • . .. . .... •. 5.00 ft2 ••••• 0.00 Partially enclosed condition: Is Ao > 1.1Aoi? Yes Is Aoi/Agi < 0.20? Yes Selected design condition: 3 Enclosed (FBC 6.5.8.1) G = 0.85 Kzt = (1 + K1K2K3)2 For Miami -Dade and Broward, K1 = 0.00 Kzt = 1.00 Page 9 of 13 Date Printed: 11 /162016 WIND PRESSURE ON COMPONENTS AND CLADDINGS REVISED 11-21-2013 Project : 251 NE 98TH STREET. MIAMI SHORES. BASED ON THE ASCE 7-10, FOR BUILDINGS WI MEAN ROOF HEIGHT LESS THAN OR EQUAL TO 60 FT Task: Wind analysis Basic Wind Speed, V = Importance Factor, I = Max. Truss Span, Lo = Using Formulas and conditions Min. building width: B = Min. of 0.1 •B vs 0.4 h = Max. of 0.04•B or 3 ft = Then Zone 5 width a = Enclosure Condition : Overhang: Is Pressures on Sides for Basic Veloc. Pressure: Note: Kd is used in conjunction 138 mph 1.00 26;00 ft Exposure: Ht., h = Kd = 7-10 table Roof Overhang C Z9 = 12.80 ft a = 0.85 Kr = 6-5: KZ = Kh = Roof pitch x/12, x = 0 = 1.19° parapet height, hp =p:00 See Note 3 (GCp,) [+] = 0.18 (GC1,) [- ] = -0.18 (GCp;) = 0.00 Max. V' See sheet 900.0 ft 9.5 1.00 0.85 0.25 in. 10% red. ft-I Conditions/parameters on Figs. 26.11-1 Zone Roof Areas Walls 0 < 7° 7<0<27 27<0<45 Nag: 1.00 0.00 0.00 10 of ASCE 71.30 ft 5.12 ft 3.00 ft 5.12 ft 3 1.50 ft Windows? q: = 0.00256•Kh•Kzt. with ASCE Roof 1: (wall 4,5) -1.00 0.00 0.00 1.00 -0.90 0.00 0.00 0.70 Roof 2: (wall 4) -1.80 0.00 0.00 -1.10 -1.10 0.00 0.00 -0.80 below (Fig30.4-1-2C)) Window Area: qh = 'Loads' Roof 3: (wall 5) -2.80 0.00 0.00 -1.40 -1.10 0.00 0.00 -0.80 Roof 1,2,3 Pos.Press. 0.3 0.5 0.9 100 0.2 0.3 0.8 500 y 12 SF 1 Max. Wall Area: ,62 SF [ p = gh•[(GCp) - (GCp)] K. load combinations. 35.18 psf PRESSURE ON BUILDING SIDES (FOR WINDOWS AND DOORS) 1 2 3 4 5 6 7 8 9 10 11 Mark Edge dist. [ft] Effective Wtdth [ft] Height [ft] Effective Area MI % of Cladd. in Zone 5 ' (GCp) [+] Zone 4 & 5 (GCp) [-] P [+) [psf ] p [-1 [ psf ] Zone 4 Zone 5 Wall Zonne 4 5.12 2.67 8.00 21.33 0.00 0.94 -1.04 -1.28 35.5 -38.7 Wall Zone 5 0.00 2.67 8.00 21.33 100.00 0.94 -1.04 -1.28 35.5 -48.3 Window 1 17.50 8.90 4.00 35.60 0.00 0.90 -1.00 -1.21 34.3 -37.4 Window 2 29.70 6.25 4.25 26.56 0.00 0.93 -1.03 -1.25 35.0 -38.2 Window 3 22.80 9.33 4.25 39.65 0.00 0.89 -0.99 -1.19 34.0 -37.2 Window 4 7.70 6.25 4.25 26.56 0.00 0.93 -1.03 -1.25 35.0 -38.2 Window 5 18.25 3.00 3.25 9.75 0.00 1.00 -1.10 -1.40 37.4 -40.5 Window 6 26.33 3.00 3.25 9.75 0.00 1.00 -1.10 -1.40 37.4 -40.5 Window 7 24.70 3.25 3.25 10.56 0.00 1.00 -1.10 -1.39 37.2 -40.4 • Window 8 13.33 2.15 5.15 11.07 0.00 0.99 -1.09 -1.38 37.1 -40.3 Window 9 3.66 2.15 5.15 11.07 67.91 0.99 -1.09 -1.38 37.1 -46.6 Window 10 18.50 4.33 5.15 22.30 0.00 0.94 -1.04 -1.28 35.4 -38.6• - Window 11 25.90 1.80 3.33 5.99 0.00 1.00 -1.10 -1.40 37.4 .4 • • • _ Door 1 5.96 9.10 8.00 72.80 0.00 0.85 -0.95 -1.10 32.5 357 • Door 2 31.95 4.05 6.66 26.97 0.00 0.92 -1.02 -1.25 34.9 - t•t • • Door 3 7.50 6.00 7.05 42.30 0.00 0.89 -0.99 -1.18 33.9 37.% • • • Door 4 39.95 6.00 7.05 42.30 0.00 0.89 -0.99 -1.18 33.9 3f % ... • • • • • - Door 5 37.80 29.90 7.00 209.30 0.00 0.77 -0.87 -0.93 30.0 3 0, Door 6 6.60 3.00 7.00 21.00 0.00 0.94 -1.04 -1.29 35.6 3$,/ • • Door 7 11.50 10.00 7.00 70.00 0.00 0.85 -0.95 -1.10 32.6 -35.8 Door 8 33.00 2.66 6.66 17.72 0.00 0.96 -1.06 -1.31 36.0 391 • • Door 9 10.90 3.00 5.66 16.98 0.00 0.96 -1.06 -1.32 36.1 341.2 • ' Claddings in this program are defined as attachments or elements other than wall and roof framing structures. • •• Notes: 1. Plus or minus signs indicate pressure acting toward and away from the surface, respectively. : • • • •• 2. Pressure values given on the last two columns have the influence of Zone 5 already included. COMPONENTS AND CLADDINGS ON ROOF 1 2 3 4 5 6 7 8 9 10 11 12 Mark Edge dist. [ft] Effective Width [ft] Length [ft] Effective Area MI % of Cladd. in Zone 2' (GCp) [+] Zone 1,2&3 Roof Area: (GCp) [-] p [+] [psf ] p [-] [ psf ] Zone 1 Zone 2 Zone 3 Roof Zone 1 3.80 3.00 5.00 15.00 44.00 0.28 -0.98 -1.68 -2.50 16.3 51.8 Roof Zone 2 3.80 3.00 5.00 15.00 100.00 0.28 -0.98 -1.68 -2.50 16.3 -65.3 Roof Zone 3 3.80 3.80 10.00 38.00 0.00 0.24 -0.94 -1.39 -1.81 14.8 -70.2 0.00 100.00 0.30 -1.00 -1.80 -2.80 - - 0.00 100.00 0.30 -1.00 -1.80 -2.80 - - * Claddings in this program are defined as attachments or elements other Notes: 1. Plus or minus signs indicate pressure acting toward and away from the surface, 2. Pressure values given on the last two columns have the influence of Zone 3. Claddings within zone 3 and/or w/areas affected by zone 2 on more than han wall and respectively. 2 (only) induded. one side must roof framing structures. See note 3 below. be analized separately. WIND LOAD PRESSURE ON OVERHANG 9 < 7° 7<0<27 27<0<45 Apply 1 13 14 15 16 17 Nag: 1.00 0.00 0.00 Mark %OH in ea. Zone Overhang (GCp) 1-] p [ ] [ psf ] Roof 1: (wall 4,5) -1.70 0.00 0.00 -1.70 Zone 1 Zone 2 Zone 3 -1.60 0.00 0.00 -1.60 Roof Zone 1 95.00 -1.68 -1.68 -53.3 Roof 2: (wall 4) -1.70 0.00 0.00 -1.70 Roof Zone 2 at mid area 5.00 -1.68 -1.68 -53.3 -1.60 0.00 0.00 -1.60 Roof Zone 2 at comer 95.00 -1.64 -1.64 -51.9 Roof 3: (wall 5) -2.80 0.00 0.00 -2.80 Roof Zone 3 5.00 -1.64 -1.64 -52.0 -0.80 0.00 0.00 -0.80 • • • • •• • • • • • • • •• • •••• • • • •••• • •• • • • •••• • • • • • • ••• • • •••• • • • • • •• • Sheet CladLo Page 10 of 13 Date Printed: 11/18/2016 WIND PRESSURE ON MAIN WIND -FORCE RESISTING SYSTEMS Project : 251 NE 98TH STREET. MIAMI SHORES. FL 33138 BASED ON THE ASCE 7-10, FOR BUILDING STRUCTURES Job No.: Wind analysis STANDARD BUILDING STRUCTURES Building and Wind Data: 1I • • Exposure Category : C L = : 74.16 ft ' Openings Condition: 3 B = ' 91.3ti ft : • • • • Wind Velocity, V = 138 mph h = • • tav ft ' Importance Factor, I = 1.00 Roof Angle, 0 = • • •1! *90 degrees • •••• •••• • • • Kzt= 1.00 Gh= 0.85 ••••• •••• Ka = 0.85 GCpo.) = 0.18 • • • o= 9.5 ze=900 GC=-0.18 •••••• ••'••• p�1 CALCULATION OF DESIGN WIND PRESSURE PRESSURE ON WALLS Windward pressure • • • • • • • • • • •• • p = q•Gh•Cg - gh(Gcp) (To be applied to projected area normal to wind) • • • • •••• • • • •• • q = qz, or q = qh, see Code, Fig. 30.5-1, for indication as to 'Used With' qh = 35.2 psf qz = O.00256KZKnKdV2 0.O0256KKKdV21 = 41.44 psf Sheet: MWFRS Cg.) = 0.80 (Fig.27.4.1-1) Page 11 of 13 Date Printed: 11/18/2016 z [ ft ] K2 9z [psf ] P (+) [ psf ] P (-) [ psf ] 0 0.85 35.2 30.3 -6.3 1.28 0.85 35.2 30.3 -6.3 2.56 0.85 35.2 30.3 -6.3 3.84 0.85 35.2 30.3 -6.3 5.12 0.85 35.2 30.3 -6.3 6.40 0.85 35.2 30.3 -6.3 7.68 0.85 35.2 30.3 -6.3 8.96 0.85 35.2 30.3 -6.3 10.24 0.85 35.2 30.3 -6.3 11.52 0.85 35.2 30.3 -6.3 12.80 0.85 35.2 30.3 -.3 Leeward pressure From Fig. 27.4. p = 9h•Gh•Cp - 9h(Gcpi) Pressure on Side Walls From Fig. 27.4.1-1 : L/B= 1.0401 Cp = P= • • • • • •• • •••• • •••• • • •• •• • • • • •• • • • • • • • •• • •••• • • •••• • • • • • •••• • • • • • • • • • • • • • -0.49 • • ••(Fig. 27!4.1-1) ' ' •• • •••• • • • • • •• • -21.0 psf Cp = -0.70 (Fig.27.4.1-1) p = 9h•Gh•Cp - 9h(Gc01) p = -27.3 psf PRESSURE ON ROOF (FOR GIRDER DESIGN) Wind Normal to Ridge Windward h / L = 0.1726 From Table in Fig. 27.4.1-1: Cp,mac is interpolated within the matrix below Sheet: MWFRS Page 12 of 13 0.0000 0.2500 0.0000 0.2500 0.0000 Date Printed: 11/18/2016 1.1935 10.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 P = 4h•Gh•Cp - gh(GCpi) Cp,max = Pmax = 0.00 6.3 psf From Table in Fig. 27.4.1-1: Cp,,,,;, is interpolated within the matrix below 0.0000 1.1935 10.0000 -0.9000 -0.9000 -0.8761 -0.8761 -0.7000 -0.7000 P = gh•Gh•Cp - gh(GCpi) Cp,min = -0.88 • • • • • •• • • • • • • • • • • • • • • • • • • • • •• • • • • • • • •• • • • • • • • Pmin = -32.5 psf • • • • • • Leeward From Fig. 27.4.1-1: Cp = -0.70 P = gh•Gh•Cp - gh(GCpi) P = -27.3 psf •• •• •••• • • • • • • • • • • • • • •• • Wind Parallel to Ridge Windward and Leeward From Fig. 28.2-2: Cp = -0.70 P = gh•Gh•Cp - gh(GCpi) P= -27.3 psf Sheet: MWFRS • • • • • • • •• • • •••• • • • • • •• • Page 13 of 13