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FW-16-2227Abe. o taw\ y 410' rt sl2-(31uV 0\i'' BUILDING PERMIT APPLICATION 1E1 BUILDING ❑ ELECTRIC 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 AU 8 FBC 20 11' Master Permit No. ki4 I b _222 ❑ ROOFING ❑ REVISION DI PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: o?/P Av/of Sub Permit No. ❑ CHANGE OF CONTRACTOR ❑ EXTENSION ❑RENEWAL ❑ CANCELLATION ❑ SHOP DRAWINGS City: Miami Shores County: Folio/Parcel#: Occupancy Type: Load: Miami Dade zip: -3, -31" J 3 e Is the Building Historically Designated: Yes NO Construction Type: Flood Zone: OWNER: Name (Fee Simple Titleholder): Tg -L C Address: / i Iv C //O 577C-` 7 city: /11(4131 ( S (lLi 5 State: BFE: FFE: Phone#: 2`i6, Zip: 313ff Tenant/Lessee Name: Phone#: Email: %s C) re S 101,-)0 4o/, ccY� ML Cal ittac1 eo lc> lL 5 7z CONTRACTOR: Company Name: Address: C g 4/0 d9/f.(.7 Phone#: / c7 $ City: J%/ a,r7 # ,�jj// State: FL Zip: -53/ Z S Qualifier Name: d 74/......1/1-0,6/0 Phone#: State Certification or Registration #: c6 C /5z. 3/l Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: / Zip: Value of Work for this Permit: $ X g Z-49 d/ ®4 Square/Linear Footage of Work: X1 g '-2- Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: (Ea -1 C -P c 6®,L h 5 %de f i dl/ / e7 -e S 1 of /9 'v F71, OF llcrni J Specify color" ofcolor thru tile: 0 '^ S CCF $ 5. �t/ Z • 4 DBPR $ 2 • .4 Notary $ Submittal Fee $ Scanning Fee $ Permit Fee $ Radon Fee $ co/Cc $ -® Technology Fee $ T • Training/Education Fee $ / • so Structural Reviews $ (Revised02/24/2014) 5 Double Fee $ Bond $ TOTAL FEE NOW DUE $ /' -q . �—" Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 1218 NE 101 Street Miami Shores, FL 33138-2609 1 -2227 Fait Ty y Fent* 11NaI on: Hood Fent rs: APPROVED Expiration: 05/01/2017 Parcel Number 1132050210020 Block: Lot: Applicant ANDRE CHELALA Owner Information Address Phone Cell ANDRE CHELALA 1218 NE 101 Street MIAMI SHORES FL 33138-2609 Contractor(s) ABL CONTRACTOR CORP Phone (786)718-9935 Cell Phone Valuation: Total Sq Feet: $ 8,200.00 198 Approved: Comments: Date Approved: : Date Denied: Type of Construction: Wood Fence Classification: Residential Additional Info: INSTALLATION OF 198 LF BY 6' HIG Scanning: 2 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee - Wire & Wood Scanning Fee Technology Fee Amount $5.40 $2.97 $2.97 $1.80 $5.00 $198.00 $6.00 $7.20 Total: $229.34 Pay Date Pay Type Invoice # FW -8-16-60914 11/02/2016 Credit Card 08/08/2016 Credit Card Amt Paid Amt Due $ 179.34 $ 50.00 $ 50.00 $ 0.00 Available Inspections: Inspection Type: Final Foundation Review Planning Review Building Review Building 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 i. •c• rate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above-na r c,/, .ec4r' to do the work stated. November 02, 2016 Authorized Signature: Owner / Applicant / ' o ractor / Agent Building Department Copy Date November 02, 2016 1 IP; Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law hrorhnrp will be delivered too t 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 . • .rand a reinspection fee will be charged. Signature ER or AGENT The foregoing instrument was acknowledged before me this Signature The foregoing instrument was acknowledged before me this day of k.L , 20 1(0 , by 1 day of AUGI,t 5-r , 20 tip , by l . - , who is personally known to ABE-, _ AL OISO , who is personally known to as me or who has produced Ft- DRi Ut est, UC• as me or who has produced identification and who did take an oath. identification a ho did take an oath. NOTARY PUBLIC: • Sign: ? •,�iCay, Print: Seal: 111111111/� ERA, //�q�� P49,4,...* 11.41 :0= Ovoige ///�/:/ it , \ y�`O. Sign: Print: Seal: APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 CE OF THE PRDPERTY APPRAISER Summary Report Property Information Year Folio: 2015 11-3205-021-0020 Property Address: $429,202 1218 NE 101 ST Miami Shores, FL 33138-2609 Owner Building Value ANDRE TAMAYO CHELALA & TRACY BURNS JTRS • Mailing Address $172,094 1218 NE 101 ST MIAMI, FL 33138-2609 Primary Zone $17,195 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use $627,350 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths / Half Assessed Value 3/2/0 Floors $401,241 1 Living Units $357,281 1 Actual Area Regional Sq.Ft Living Area $50,000 $50,000 Sq.Ft Adjusted Area $354,450 $351,241 2,393 Sq.Ft Lot Size 12,812 Sq.Ft Year Built 1946 Assessment Information Year 2016 2015 2014 Land Value $429,202 $390,766 $345,924 Building Value $173,662 $175,162 $172,094 XF Value $24,486 $17,195 $17,377 Market Value $627,350 $583,123 $535,395 Assessed Value $407,281 $404,450 $401,241 Benefits Information Benefit Type 2016 2015 2014 Save Our Homes Cap Assessment Reduction $220,069 $178,673 $134,154 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 8 AMD PB 42-40 N100FT LOT 5 BLK 184 A LOT SIZE IRREGULAR OR 20569-1646 07 2002 1 COC 24752-0536 07 2006 1 Generated On : 8/8/2016 Taxable Value Information 2016 2015 2014 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $357,281 $354,450 $351,241 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $382,281 $379,450 $376,241 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $357,281 $354,450 $351,241 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $357,281 $354,450 $351,241 Sales Information Previous Sale Price OR Book -Page Qualification Description 07/01/2006 $890,000 24752-0536 Sales which are qualified 07/01/2002 $420,000 20569-1646 Sales which are qualified 03/01/1988 $130,000 13720-3477 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp http://www.miamidade.gov/propertysearch/ 8/8/2016 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BLOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: State of Florida ,Owner County of Miami -Dade (,, The foregoing was acknowledge before me this 3 day of , 20 ( e3 . By-rR er Pr— lLl•l% Notary: SEAL: who is personally known to me or has produced ABL Contractor Corp. Date: AW G I , 2010 Staf a of EL,o R (DA County of N)AMI -DAA Before me this day personally appeared BREL. ALFONSo who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at: 1 Z./9 4/5 ) / ✓7dt ��Nl �,.t; 33/p? Sworn to (or affirmed) and subscribed before me this day of AUIG, UST 20 1 Lo , by Personally known OR Produced Identification Type of Identification Produced FL, DRtusecc l ictPSE Prin 111 ,lttIII,u� � `/ ktitti mm.• x r': o �.o?s Commission 0 FF 173169 CONSTRUCTION INDUSTRY LICENSING BOARD 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 ALFONSO, ABEL ABL CONTRACTOR CORP 1840 NW 16TH STREET MIAMI FL 33125 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and leam more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! RICK SCOTT, GOVERNOR CGC1523112 (850) 487-1395 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGC1523112 ISSUED: 06/19/2016 CERTIFIED GENERAL CONTRACTOR ALFONSO, ABEL ABL CONTRACTOR CORP IS CERTIFIED under the provisions of Ch.489 FS. Expiration date : AUG 31, 2018 L1606190001030 DETACH HERE KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2018 ALFONSO, ABEL ABL CONTRACTOR CORP 1840 NW 16TH STREET MIAMI FL 33125 ISSUED: 06/19/2016 DISPLAY AS REQUIRED BY LAW SEQ # L1606190001030 ii419 Re po/i S Q 1 9 acco'z- of /n !: /0 f bt 2 © W.4J f< Q /WA -EA' /tJC) / f o ko AbL Co,,, Loco‹ , I abt4tidy 5pc7ke lc? y°c) eni9ineed dok,v'5 gq.LCE /1 dU/ ›/X/' /11q. Gt, 0ui11//mccy Loi 4/5 .bv,,7S i o, z ao1 • cow 7Re- z/G 21//7 i 8/316 Gmail - Fwd 1218 NE 101st Street- Fence permit comments between grade and the bottom of the barrier shall be 2 inches (51 mm) measured on the side of the barrier which faces away from the swimming pool. Where the top of the pool structure is above grade, the barrier may be at ground level or mounted on top of the pool structure. Where the barrier is mounted on top of the pool structure, the maximum vertical clearance between the top of the pool structure and the bottom of the barrier shall be 4 inches (102 mm). 84501.17.1.2 The barrier may not have any gaps, openings, indentations, protrusions, or structural components that could allow a young child to crawl under, squeeze through, or climb over the barrier as herein described below. One end of a removable child barrier shall not be removable without the aid of tools. Openings in any barrier shall not allow passage of a 4 -inch -diameter (102 mm) sphere. R4501.17.1.3 Solid barriers which do not have openings shall not contain indentations or protrusions except for normal construction tolerances and tooled masonry joints. 2.Horizontal wood plank fences should have the 4x4 wood post space at a maximum of 3 feet on center or provide engineer calculations justifying the wood post at 4 feet on center. Response: Detail provided complies with section 2328.2 of the Florida Building Code (2014 edition). SECTION 2328 HIGH -VELOCITY HURRICANE ZONE— WOOD FENCES 2328.1 Wood fences, so located on a property that by zoning regulations they cannot be used as a wall of a building, shall be constructed to meet the minimum specifications in Sections 2328.2 and 2328.3. 2328.2 Fences not exceeding 6 feet (1829 mm) in height, shall be constructed to meet the following minimum requirements: from nominal 4 -inch by 4 -inch by 8 -feet -long (102 mm by 102 mm by 2438 mm) posts No. 2 grade or better spaced 4 -feet (1219 mm) on center, and embedded 2 feet (610 mm) into a concrete footing 10 inches (254 mm) in diameter and 2 -feet (610 mm) deep. Sincerely, John Bolton, PE Director of Construction Services MIME Bolton Perez & Associates morn Consulting Engineers Corporate Office 7205 Corporate Center Drive, Suite 201 Miami, Florida 33126 tatpsl/mall.googlecoMmail/u/1nui=2 A=931e2143678view=pt8 rcpirbox8tt�156c71e1306 436sim1=156c71e13 43 2/3 8016 (mail - Fwct 1218 NE 101st Street- Fence permit comments M Gmail Abel Alfonso <ablcontractorcorp@gmail.com> Fwd: 1218 NE 101st Street - Fence permit comments 1 message Tracy Burns <bums1012@aol.com> To: Abel Alfonso <ablcontractorcorp@gmail.com> Cc: John Bolton <jbolton@bpamiami.com> Begin forwarded message: From: John Bolton <JBolton@BPAMiami.com> Date: August 25, 2016 at 6:21:17 PM EDT To: Tracy Bums <bums1012@aol.com> Cc: Andre <drtamayochelala@gmail.com> Subject: 1218 NE 101st Street - Fence permit comments Tracy, Please see responses below. Forward to Ms. Silvera at Miami Shores. Miami Shores Plan Review Comments. Fri, Aug 26, 2016 at 9:50 AM 1. According to the information provided on the plans you have a swimming pool on the property. Provide details and specifications for the pool barrier. Response: The details provided comply with section R4501.17 of the Florida Building Code. The pool barrier will comply with section R4501.17 of the Florida Building Code. R4501.17 Residential swimming barrier requirement. Residential swimming pools shall comply with Sections R4501.17.1 through R4501.17.3. Exception: A swimming pool with an approved safety pool cover complying with ASTM F 1346. R4502.17.1 Outdoor swimming pools. Outdoor swimming pools shall be provided with a barrier complying with Sections R4501.17.1.1 through R4501.17.1.14. R4501.17.1.1 The top of the barrier shall be at least 48 inches (1219 mm) above grade, measured on the side of the barrier which faces away from the swimming pool. The maximum vertical clearance haps!/mail.googl com/mail/u/1/?ui=28ik=931e2r4367&dew=rteci inbox&8 156c71e13063d34386sim1=156c71e13863d343 1/3 8130/2016 (knell - Fwd 1218 NE 101st Street- Fence permit comments '305.392.3190 Office 305.216.2747 Mobile www.bpamiami.com From: Tracy Bums [mailto:bums1012@a aol.com] Sent: Thursday, August 25, 2016 1:02 PM To: John Bolton Cc: Anda Subject: Fwd: Fence permit comments John, here's what they sent me from the Village. The woman on the phone said she thinks the supports are a "minimum 3 feet on center:" She seemed confused by the feedback we're being given. She looked at your file and verified that your engineer's specs were approved on first review. She said the engineer needs to "justify" a horizontal fence being built 4 feet on center, but she said she didn't know what that means. What do you think? Begin forwarded message: From: Arlenis Silvera<SilveraA@miamishoresvillage.com> Date: August 25, 2016 at 11:33:46 AM EDT To: "bums 1012@aol.com'" <bums 1012@aol.com> Subject Fence permit comments Best Regards, Arlenis Silvera Permit Clerk Supervisor htipsJ/mailgooglacom/maiUul1/tui=2&ik=931e2f4.3678viav=pta ctFinbox&ttp156c71e1 43&sim1=156c71e13063d343 3/3 Fr - V " V 1 MAP OF BOUNDARY SURVEY 21' ASPHALT PAVEMENT NORTH SCALE: 1"=20' d Fences Good Side Out. The vertical and horizontal supporting members of a fence shall face the interiogof the plot on which the fence is located and the finished side shall face the adjoining lot or any abutting right-of-way. L=0.40' R=192.08' A=0°07'10" 2' C&G •O d FIR 1/2" NO ID PC C L=235.90' R=192.08' A=70°22'00" FIR 1/2" NO ID NORTH 100.00' OFLOT5 BLOCK 184-A POOL GATE REQUIREMENTS: Access gates must open outward away from the pool area, be self • closing/setirelcking, &vice located on poll°016f the paw and located no Tess than 54'1 from bottom of gate. FeC 424.2.17.1.8 i7' CORAL WALK 0 4.3' 15.5' I vQ 15.4' 0 Fences Good SiCe Out: e vertical and horizontal upporting members of a fence shall face the �gior of the plot on which the fence is located na the finished side shall face ti'Q'� l .Io. or any abutting right-of-way. RES. # 1I 10.00' 2.6' ri\,.:..t X2.8' 4.7' /^ 14.8' 31.2' CBS 18 FIR 1/2" NO ID 0.10' °00'00" E 100.00' 1n 7.3' 11.3' 34.0' N POOL 7: W V 25.2' csi SCREENPORCH 0.00' FIP 3/4' NO ID 02 N 89°40'46" E 100.00' REMAINDER OFLOT5 BLOCK 184-A (100.00 ) PLAT LIMITS 8J0 0 O 0.00' 4FIP 3/4" NO ID LOT 4 BLOCK 184-A LEGEND ABBREVIATIONS: A = ARC DISTANCE A/C = AIR CONDITIONER PAD BCR =BROWARD COUNTY RECORDS BLDG= BUILDING BM = BENCH MARK BOB = BASIS OF BEARINGS CBS = CONCRETE BLOCK & STUCCO (C) = CALCULATED C&G = CURB & GUTTER CLF = CHAIN LINK FENCE COL = COLUMN CONC = CONCRETE DE = DRAINAGE EASEMENT DME = DRAINAGE & MAINTENANCE EASEMENT D/W = DRIVE -WAY EB = ELECTRIC BOX ENC. = ENCROACHMENT EP = EDGE OF PAVEMENT EW = EDGE OF WATER FDH = FOUND DRILL HOLE FF = FINISHED FLOOR FIP = FOUND IRON PIPE FIR = FOUND IRON ROD FN = FOUND NAIL (NO ID) FND = FOUND NAIL & DISK FPL = FLORIDA POWER & LIGHT TRANSFORMER PAD LE = LANDSCAPE EASEMENT LME = LAKE MAINTENANCE EASEMENT (M) = MEASURED MDCR=MIAMI-DADE COUNTY RECORDS MH =MAN HOLE ML = MONUMENT UNE (P) = PLAT PB = PLAT BOOK PC = POINT OF CURVATURE PCP = PERMANENT CONTROL POINT PE = POOL EQUIPMENT PAD PG = PAGE PI = POINT OF INTERSECTION PL = PLANTER POB = POINT OF BEGINNING POC = POINT OF COMMENCEMENT PRC = POINT OF REVERSE CURVATURE PRM = PERMANENT REFERENCE MONUMENT PT = POINT OF TANGENCY R = RADIUS DISTANCE (R) = RECORD R/W = RIGHT OF WAY RES. = RESIDENCE SIP = SET IRON PIPE SND = SET NAIL & DISK (PK) STL = SURVEY TIE UNE SWK = SIDEWALK (TYP)= TYPICAL UB = UTILITY BOX UE = UTIUTY EASEMENT W/F = WOOD FENCE SYMBOLS: QT = TELEPHONE RISER ta = CABLE TV RISER = WATER METER X 0.00 = ELEVATION (00') = ORIGINAL LOT DISTANCE 0 = CENTRAL ANGLE = CENTER LINE 1114i19VPJl WATER VALVE CURB INLET FIRE HYDRANT LIGHT POLE CATCH BASIN UTILITY POLE DRAINAGE MANHOLE SEWER MANHOLE - IRON FENCE = WOOD FENCE = CHAIN LINK FENCE = OVERHEAD UTILITY WIRE ASPHALT CONCRETE PAVERS TILES COVER •• •• • • • • • • • • • • • • • • • • ••• • • t ••• • • •• •• • • • •S• •• • ••• ERTIFICATE OF AUTHORIZATION #1_8-7104 Suarez surveying 8� mapping, inc. 150Q VV9.136t45•tr%&t• Suitee20,Rf+ami, Florida 33196 • • +fel:•3I 5.696.17919 P>ix: i�p Q5.596.1886 • : ovv.w:w.$uatq,,•zsu':-v ng.com PLAT IMAGE: NOT TO SCALE • • • • •• •.• •• • • • • 0 A,.. 0._ •, •• • • • • Egli : •4: • `AI -•-..•_......,.a, __.! • e7. !• • ';,• ••• •• X 4 • x._,. --Mt:- PROPERTY ADDRESS: 1218 NW 101ST STREET, MIAMI SHORES, FLORIDA 33138 LEGAL DESCRIPTION: THE NORTH 100.00 FEET OF LOT 5, BLOCK 184 A, OF MIAMI SHORES SECTION 8, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 42, PAGE 40, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. FLOOD ZONE INFORMATION: BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED ON 09/11/09 AND INDEX MAP REVISED ON 09/11/09 THE GRAPHICALLY DEPICTED BUILDING(S) SHOWN ON THIS MAP OF SURVEY IS WITHIN ZONE X BASE FLOOD ELEVATION N/A. COMMUNITY NAME & NUMBER MIAMI SHORES 120652 MAP & PANEL NUMBER 12086C0306 SUFFIX L. SURVEYORS NOTES: 1. ELEVATIONS WHEN SHOWN REFER TO 1929 NATIONAL GEODETIC VERTICAL DATUM (NGVD 1929). 2. NO ATTEMPT WAS MADE TO LOCATE FOOTINGS/FOUNDATIONS, OR UNDERGROUND UTILITIES UNLESS OTHERWISE NOTED. 3. THE LANDS SHOWN HEREON HAVE NOT BEEN ABSTRACTED IN REGARDS TO MATTERS OF INTEREST BY OTHER PARTIES, SUCH AS EASEMENTS, RIGHTS OF WAYS, RESERVATIONS, ETC. ONLY PLATTED EASEMENTS ARE SHOWN. 4. THIS SURVEY WAS PREPARED FOR AND CERTIFIED TO THE PARTY(IES) INDICATED HEREON AND IS NOT TRANSFERABLE OR ASSIGNABLE 5. THE INTENT OF THIS SURVEY AS COMMUNICATED BY THE CERTIFIED PARTIES IS FOR REAL-ESTATE TRANSACTION OR MORTGAGE REFINANCING, THIS SURVEY IS NOT TO BE USED FOR ANY OTHER PURPOSE OR PARTY(IES) WITHOUT THE AUTHORIZATION OF THIS FIRM. 6. THIS SURVEY IS NOT INTENDED FOR NEITHER DESIGN NOR CONSTRUCTION PURPOSES, FOR THOSE PURPOSES, A TOPOGRAPHIC SURVEY MAY BE REQUIRED. 7. ALL BOUNDARY LIMIT INDICATORS SET ARE STAMPED LB# 7104. 8. THE BOUNDARY OMITS ESTABUSHED ON THIS SURVEY ARE BASED ON THE LEGAL DESCRIPTION PROVIDED BY CLIENT OR ITS REPRESENTATIVE 9. FENCE OWNERSHIP NOT DETERMINED. 10. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. 11. BEARINGS WHEN SHOWN ARE TO AN ASSUMED MERIDIAN AND BASED ON PLAT, THE CENTERLINE OF NE 101ST STREET HAS BEEN ASSIGNED A BEARING OF N 90'00'00" E. CERTIFIED TO: ANDRE TAMAYO-CHELALA AND TRACY BURNS PENINSULA TITLE CORPORATION FIDELITY NATIONAL TITLE INSURANCE REGIONS BANK D/B/A REGIONS MORTGAGE REVISION(S): SURVEYOR'S CERTIFICATE: I HEREBY CERTIFY THAT THIS SURVEY IS TRUE AND CORRECT TO THE SURVEYED AND DRAWN UNDER MY DIRECTION AND MEETS THE MINIMUM STATE BOARD OF SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLOR 472.027 FLORIDA STATUE. AUTHENTIC COPIES OF THIS SURVEY SHALL BEAR THE ORIGINAL SIGNATURE AND RAISED SEAL OF THE ATTESTING REGISTERED SURVEYOR AND MAPPER SEAL T OF MY KN CHNICAL ST ADMINIS PROFESSI O STATE 0 AN A. SUA Z AL SURVEY •-' & MAPPER FLORIDA L C. # 6220 ND BELIEF AS RECENTLY SET FORTH BY THE FLORIDA DE PURSUANT TO SECTION DATE OF SURVEY: 09/16/2014 JOB #• 140920340 FILE #: C-15254 CAD FILEN): TAMAYO SHEET 1 OF 1 itie2 101 1 :la. int" 5holLec, FL_ 33) .3v AU 4/.4 Prr (ire- rectiJ 715- 1 6 ri Zeo / fiess (.(c. A --€o 4,1 a Aty 77 9S/4/11 8 2016 Fences Good Side Out. The vertical and horizontal m 011.1111111111111111111111111111.1111111111111111111111111"1111111111.1111111111111111011111.: 1116-iiraiiroarvrtipmeim r o e pot on which the fence is located and the finished side shall f IIIMIMININION111.1111.1111111.1111"10111.11111110161 1111111IIIIIIIIIIN111111111111111111111.111111111.1 hrgaaarreorraY010•••••••••• cf. fre5,s. u rt. /verde) )32 Cei/Cit 4e A-7 10" d, e 014 2 4,1 riop At:114-- ect-1...4( 6, 05( 200 15; ' IFence6bmed(3140ut. The vertical and horizonlaf fr , isupporting members of a fence shall fact the nterior of the plot on which the fence is locat6d ----- land the finished side shall face the adjoinin lot or any abutting right-of-way. -41 6/4; Ce5,3/4/1 fct ,5 Q.0 7iyir) I/ 0,—”, 44 2 7 rje... r • Pe tier 14- r;e7 t 2.? September 14, 2016 Analysis for Bending Stress of horizontal planking for wood fence Address: 1218 NE 101St Street Submitted by: John Bolton, P.E. FL 41828 • • .. ...•. •• • .... . • . • • ... • • • • ...• •. •. • • ..• ....• • • • ... .. • • • .. •• .. • •• .. • • • • .. • •• .. • • • • • •..• • • ... .. • -lU , MM. Bolton Perez & Associates Consulting Engineers Subject: T %vT-',QL- A /4-1-:( ' 4 Sheet of Date Designed by: �- I Checked by: Project No.: • • ••• • ••• 4(•f•• • -» .• • I • •••• • • • • •••• • •• • • • • • •• •••••• • ••• • • • • • •• •• •• • •• . • • • • •• • • • • • • •• • • ••••• • • •J •• al • • Subject: Bolton Perez & Associates Consulting Engineers JT!'i rJcTziR,= ,1 'i f1/414' -'f51_ d l` 1/00 iA ✓ y 1 v f r (0 1 Sheet of Date A 3 Designed by: Checked by: Project No.: /A5c, 7 (G v'T 0, C G 9 • • ••••• • •• • •••<;:r", .•••• ••••40--_•••••. • • • • • r'i • i•••77; ••• •• r • • • ,• 1� v! .•- • • • • • ••• • • • • • •• •• •• • • • • • • s• • • • • • 611 • • 10011111 Bolton Perez & Associates Consulting Engineers Subject: Jr'� :l` ;:(% i Sheet 3 of - Date Designed by: Checked by: Project No.: f�F 24, • • • 4 • ,• • • •••• • • •••• • • •••!• •••• •• • • • • • • •••• • •• �• • • • • •• •• •• • • •• • • • • • • • • • • •• • ),� = ti✓ 1 37 • •••• • • • ' JL •• • • • • • • •• • • • • , v Bolton Perez & Associates Consulting Engineers Subject: 57; j - ' , ., c, S 0 w Vico L2.1.1 /.(r ' 0 r! I G'f✓��= 1 /1' 74- 1Y.'.rf % /- 0, 1.6 !,U3 /0.1c) MA 4,x Sheet Date of Designed by: Checked by: Project No.: �7 r a 5'16 �'�,>✓� /000 C k • • • • • • • • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • • •••• •.•• • •• • • • • • •• • ••• • • • •• • • • • • •••• • • • •• • •• • • • • • •• • • • • I Z 100 101 e-; hi r 7 1' Scie F-1_ ta0L•LmamorrerAlm•Ar•••• •••• •••••awaurrlarsinum40.4. 1 / LI I, / .K g si 11 (Lf 1.11 .11.11111111.11111111.1.11111111111.11111111111111111.M a I I I le I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I MEI 111111111.111111IIIIIIIIIIIIIIII r f6"iocti •,• ••• . • • • . •• . 14— —4-- .4 try. • • >14 • • •••••• • v" •• ••• •• • • • •• 1 1/t[/;,./ /1)(4 1• • • • • • • t °, • • • • • • • I* • • k: -0 •41 • • ••• :• „ • •• • • • ) I 19 • • • • •)• • V I 4 r. ••ii. • )1. 2 : : • • • 7) • • • • • • •• • • • • i 1'0 ftik ' ' -',-.1-' • • *it,' l', \ .(2/ine'l ?7,-.' ,-- 2 i.. .1 ,-.1...., 11 • ,' "21 It( rk (e 7""1--72 I CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS Chapter 26- General Requirements: Usc to determine the basic parameters for determining wind loads on both the MWFRS and C&C. These basic parameters are: > Basic wind speed, V, see Figure 26.5 -IA, B or C > Wind directionality factor, Ka, see Section 26.6 > Exposure category, see Section 26.7 > Topographic factor, K.„ see Section 26.8 > Gust Effect Factor. see Section 26.9 > Enclosure classification, see Section 26.10 > Internal pressure coefficient, (GC,,;), sce Section 26-11 Wind loads on the MWFRS may be determined by: Chapter 27: Directional procedure for buildings of all heights Chapter 28: Envelope procedure for low rise buildings Chapter 29: Directional procedure for building appurtenances (roof overhangs and parapets) and other structures Chapter 31: Wind tunnel procedure for any building or other structure Wind loads on the C&C may be determined by: Chapter 30: - Envelope Procedure in Parts 1 and 2, or - Directional Procedure in Parts 3, 4 and 5 - Building appurtenances (roof overhangs and parapets) in Part 6 Chapter 31: Wind tunnel procedure for any building or other structure FIGURE 26.1-1 Outline of Process for Determining Wind Loads. Additional outlines and User Notes are provided at the beginning of each chapter for more detailed step-by-step procedures for determining the wind loads. or 1 percent of the area of that wall, whichever is smaller, and the percentage of openings in the balance of the building envelope does not exceed 20 percent. These conditions- are expressed by the following equations: 1. A, > 1.10A0, 2. A„ > 4 ft2 (0.37 m2) or > 0.01A5, whichever is smaller, and AO;/AK; <_ 0.20 where A0, As are as defined for Open Building A0, = the sum of the areas of openings in the building envelope (walls and roof) not including A0, in ft2 (m2) A5, = the sum of the gross surface areas of the building envelope (walls and roof) not including A;, in ft2 (m2) 242 BUILDING OR OTHER STRUCTURE, REGULAR -SHAPED: A building or other strriturt• having no unusual geometrical ilegugrity in spatial form. •• •• •••• • BUILDING OR OTHER S t TURES,• • • • fl RIGID: A building or other structure whose funda-• mental frequency is greater than or eggru--al to 1 BUILDING, SIMPLE DIAPHRAGM: A . • building in which both windward and leeward loads are transmitted by roof ancliyej-ialy spanning wall assemblies, through continuDus floor and roof diaphragms, to the MWFRS. . BUILDING, TORSIONAL14 R}GULA$ • • • UNDER WIND LOAD: A building with the '.. • MWFRS about each principal axis proportioned so that the maximum displacement at each story under Case 2, the torsional wind load case, of Fig. 27.4-8, does not exceed the maximum displacement at the same location under Case 1 of Fig. 27.4-8, the basic wind load case. COMPONENTS AND CLADDING (C&C): Elements of the building envelope that do not qualify as part of the MWFRS. DESIGN FORCE, F: Equivalent static force to be used in the determination of wind loads for other structures. DESIGN PRESSURE, p: Equivalent static pressure to be used in the determination of wind loads for buildings. DIAPHRAGM: Roof, floor, or other membrane or bracing system acting to transfer lateral forces to the vertical Main Wind -Force Resisting System. For analysis under wind loads, diaphragms constructed of untopped steel decks, concrete filled steel decks, and concrete slabs, each having a span -to -depth ratio of two or less, shall be permitted to be idealized as rigid. Diaphragms constructed of wood structural panels are permitted to be idealized as flexible. DIRECTIONAL PROCEDURE: A procedure for determining wind loads on buildings and other structures for specific wind directions, in which the external pressure coefficients utilized are based on past wind tunnel testing of prototypical building models for the corresponding direction of wind. EAVE HEIGHT, he: The distance from the ground surface adjacent to the building to the roof eave line at a particular wall. If the height of the eave varies along the wall, the average height shall be used. EFJ ECTIVE WIND AREA, A: The area used to determine (GCn). For component and cladding elements, the effective wind area in Figs. 30.4-1 through 30.4-7, 30.5-1. 30.6-1, and 30.8-1 through 30.8-3 is the span length multiplied by an effective width that need not be less than one-third the span length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener. ENVELOPE PROCEDURE: A procedure for determining wind load cases on buildings, in which pseudo -external pressure coefficients are derived from past wind tunnel testing of prototypical building models successively rotated through 360 degrees, such that the pseudo -pressure cases produce key structural actions (uplift, horizontal shear, bending moments, etc.) that envelop their maximum values among all possible wind directions. ESCARPMENT: Also known as scarp, with respect to topographic effects in Section 26.8, a cliff or steep slope generally separating two levels or gently sloping areas (see Fig. 26.8-1). FREE ROOF: Roof with a configuration generally conforming to those shown in Figs. 27.4-4 MINIMUM DESIGN LOADS through 27.4-6 (monoslope, pitched, or troughed) in an open building with no enclosing walls underneath the roof surface. GLAZING: Glass or transparent or translucent plastic sheet used in windows, doors, skylights, or curtain walls. GLAZING, IMPACT RESISTANT: Glazing that has been shown by testing to withstand the impact of test missiles. See Section 26.10.3.2. HILL: With respect to topographic effects in Section 26.8, a land surface characterized by strong relief in any horizontal direction (see Fig. 26.8-1). HURRICANE PRONE REGIONS: Areas vulnerable to hurricanes; in the United States and its territories defined as 1. The U.S. Atlantic Ocean and Gulf of Mexico coasts where the basic wind speed for Risk Category II buildings is greater than 115 mi/h, and 2. Hawaii, Puerto Rico, Guam, Virgin Islands, and American Samoa. IMPACT PROTECTIVE SYSTEM: Construc- tion that has been shown by testing to withstand the impact of test missiles and that is applied, attached, or locked over exterior glazing. See Section 26.10.3.2. MAIN WIND -FORCE RESISTING SYSTEM (MWFRS): An assemblage of structural elements assigned to provide support and stability for the overall structure. The system generally receives wind loading from more than one surface. MEAN ROOF HEIGHT, h: The average of the roof eave height and the height to the highest point on the roof surface, except that, for roof angles of less than or equal to 10°, the mean roof height is permitted to be taken as the roof eave heighu. . • OPENINGS: Apertures or holemo buildira@• envelope that allow air to flow thittittitlite builai&g•. envelope and that are designed as''bpCti'b during • design winds as defined by these eM119ns. ; • • • • RECOGNIZED LI'IERATUItEl Tublished • • research findings and technical papt s th3.t •are . • • •• • •• .• •. •. • approved. RIDGE: With respect to topographic effects in' Section 26.8 an elongated crest o a hill characteeie,cX. by strong relief in two directions (see•Fit. 26.8.1. WIND TUNNEL PROCEDURE: A proco u -e • for determining wind loads on buildings and other structures, in which pressures and/or forces and moments are determined for each wind direction considered, from a model of the building or other structure and its surroundings, in accordance with Chapter 31. 243 CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS WIND-BORNE DEBRIS REGIONS: Areas within hurricane prone regions where impact protec- tion is required for glazed openings, see Section 26.10.3. 26.3 SYMBOLS AND NOTATION The following symbols and notation apply only to the provisions of Chapters 26 through 31: A = effective wind area, in ft2 (m2) Af = area of open buildings and other struc- tures either normal to the wind direction or projected on a plane normal to the wind direction, in ft2 (m2) As = the gross area of that wall in which A0 is identified, in ft2 (m2) As, = the sum of the gross surface areas of the building envelope (walls and roof) not including As, in ft2 (m2) A0 = total area of openings in a wall that receives positive external pressure, in ft2 (m2) A0, = the sum of the areas of openings in the building envelope (walls and roof) not including A0, in ft2 (m2) Aos = total area of openings in the building envelope in ft'- (m22) AS = gross area of the solid freestanding wall or solid sign, in ft2 (m2) a = width of pressure coefficient zone, in ft (m) B = horizontal dimension of building mea- sured normal to wind direction, in ft (m) b = mean hourly wind speed factor in Eq. 26.9-16 from Table 26.9-1 /2= 3-s gust speed factor from Table 26.9-1 Cf = force coefficient to be used in determina- tion of wind Loads for other structures CN = net pressure coefficient to be used in determination of wind loads for open buildings C, = external pressure coefficient to be used in determination of wind loads for buildings c = turbulence intensity factor in Eq. 26.9-7 from Table 26.9-1 D = diameter of a circular structure or member, in ft (m) D' = depth of protruding elements such as ribs and spoilers, in ft (m) F = design wind force for other structures, in lb (N) 244 G= Gf = (GCC,t) = (GCP)= (GC,f) = _ (GC,) _ gust -effect factor gust -effect factor for MWFRS of flexible buildings and other structures combined net pressure coefficient for a parapet product of external pressure coefficient and gust -effect factor to be used in determination of wind loads for buildings product of the equivalent external pressure coefficient and gust -effect factor to be used in determination of wind loads for MWFRS of low-rise buildings product of internal pressure coefficient and gust -effect factor to be used in determination of wind loads for buildings product of external pressure coefficient and gust -effect factor to be used in determination of wind loads for rooftop structures g2 = peak factor for background response in Eqs. 26.9-6 and 26.9-10 gR = peak factor for resonant response in Eq. 26.9-10 g, = peak factor for wind response in Eqs. 26.9-6 and 26.9-10 H = height of hill or escarpment in Fig. 26.8-1, in ft (m) h = mean roof height of a building or height of other structure, except that eave height shall be used for roof angle 0 less than or equal to 10°, in ft (m) he = roof eave height at a particular wall, or the average height if the eave varies along the wall lzp = height to top of parapet in Fig. 27+6-4 • and 30.7-1 •• • • • • 4 = intensity of turbulenc6 frons Eq. 4 9'T • . K1, K2, K3 = multipliers in Fig. 26.g== to' obtain 7i•, • • Kd = wind directionality facr in Table 26.6-1 K�, = velocity pressure exposure eoefficieni • • •• evaluated at height i= •h• • •• • ••• K = velocity pressure exggs% toefficien t • evaluated at height y • = topographic factor aS definQd in Ssction• 26.8 • • • L = horizontal dimensio4ela liilding •... measured parallel to the wind dire4pii, ; in ft (m) L1, = distance upwind of crest of hill or escarpment in Fig. 26.8-1 to where the difference in ground elevation is half the height of the hill or escarpment, in ft (m) • • • • • • • • • •••••. • • • • L; = integral length scale of turbulence, in ft (m) L, = horizontal dimension of return comer for a solid freestanding wall or solid sign from Fig. 29.4-1, in ft (m) e = integral length scale factor from Table 26.9-1, ft (m) N, = reduced frequency from Eq. 26.9-14 = approximate lower bound natural frequency (Hz) from Section 26.9.2 rc, = fundamental natural frequency, Hz p = design pressure to be used in determina- tion of wind loads for buildings, in lb/ft2 (N/m2) PL. = wind pressure acting on leeward face in Fig. 27.4-8, in lb/ft'-(N/m2) p„e, = net design wind pressure from Eq. 30.5-1, in Ib/ft2 (N/m'-) Pnet3o = net design wind pressure for Exposure B at h = 30 ft and I = 1.0 from Fig. 30.5-1, in lb/ft2 (N/m2) pr, = combined net pressure on a parapet from Eq. 27.4-5, in lb/ft2 (N/m2) ps = net design wind pressure from Eq. 28.6-1, in lb/ft- (N/m'-) Ps30 = simplified design wind pressure for Exposure B at h = 30 ft and I = 1.0 from Fig. 28.6-1, in lb/ft2 (N/m2) Pw = wind pressure acting on windward face in Fig. 27.4-8, in lb/ft2 (N/m2) Q = background response factor from Eq. 26.9-8 q = velocity pressure, in lb/ft2 (N/m2) qh = velocity pressure evaluated at height z = h, in lb/ft2 (N/m-) q, = velocity pressure for internal pressure determination, in lb/ft2 (N/m2) qr = velocity pressure at top of parapet, in lb/ ft2 (N/m2) q, = velocity pressure evaluated at height z above ground, in lb/ft2 (N/m2) R = resonant response factor from Eq. 26.9-12 RB, Rh, RL = values from Eqs. 26.9-15 R, = reduction factor from Eq. 26.11-1 R„ = value from Eq. 26.9-13 s = vertical dimension of the solid freestand- ing wall or solid sign from Fig. 29.4-1, in ft (m) r = rise -to -span ratio for arched roofs V = basic wind speed obtained from Fig. 26.5-1A through 26.5-1C, in milli (m/s). The basic wind speed corresponds to a MINIMUM DESIGN LOADS 3 -sec gust speed at 33 ft (10 m) above the ground in Exposure Category C V, = unpartitioned internal volume, ft3 (m3) V = mean hourly wind speed at height z, ft/s (m/s) W = width of building in Figs. 30.4-3 and 30.4-5A and 30.4-5B and width of span in Figs. 30.4-4 and 30.4-6, in ft (m) x = distance upwind or downwind of crest in Fig. 26.8-1, in ft (m) z = height above ground level, in ft (m) = equivalent height of structure, in ft (m) zs = nominal height of the atmospheric boundary layer used in this standard. Values appear in Table 26.9-1 z,,,„ = exposure constant from Table 26.9-1 a = 3 -sec gust -speed power law exponent from Table 26.9-1 a= reciprocal of a from Table 26.9-1 = mean hourly wind -speed power law exponent in Eq. 26.9-16 from Table 26.9-1 R = damping ratio, percent critical for buildings or other structures E = ratio of solid area to gross area for solid freestanding wall, solid sign, open sign, face of a trussed tower, or lattice structure X = adjustment factor for building height and exposure from Figs. 28.6-1 and 30.5-1 = integral length scale power law exponent in Eq. 26.9-9 from Table 26.9-1 tl = value used in Eq. 26.9-15 (see Section 26.9.4) 0 = angle of plane of roof from horizontal, in degrees • • v = height -to -width ratio tor so+iil sign • •• • •••• • • 26.4 GENERAL • • •••• •• • • • • • • 26.4.1 Sign Convention "" ' ' • Positive pressure acts toward thessurriace and. :°: • negative pressure acts away from the surface. • •• • • • • 26.4.2 Critical Load Condition • Values of external and interntrl,l - ss;res sha4 combined algebraically to determine the most OW! : load. 26.4.3 Wind Pressures Acting on Opposite Faces of Each Building Surface In the calculation of design wind loads for the MWFRS and for components and cladding for 245 CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS buildings, the algebraic sum of the pressures acting on opposite faces of each building surface shall be taken into account. 26.5 WIND HAZARD MAP 26.5.1 Basic Wind Speed The basic wind speed, V, used in the determination of design wind loads on buildings and other structures shall be determined from Fig. 26.5-1 as follows, except as provided in Section 26.5.2 and 26.5.3: For Risk Category II buildings and structures — use Fig. 26.5-1A. For Risk Category III and IV buildings and structures — use Fig. 26.5-1B. For Risk Category I buildings and structures - use Fig. 26.5-1C. The wind shall be assumed to come from any horizontal direction. The basic wind speed shall be increased where records or experience indicate that the wind speeds are higher than those reflected in Fig. 26.5-1. 26.5.2 Special Wind Regions Mountainous terrain, gorges, and special wind regions shown in Fig. 26.5-1 shall be examined for unusual wind conditions. The authority having jurisdic- tion shall, if necessary, adjust the values given in Fig. 26.5-1 to account for higher local wind speeds. Such adjustment shall be based on meteorological informa- tion and an estimate of the basic wind speed obtained in accordance with the provisions of Section 26.5.3. 26.5.3 Estimation of Basic Wind Speeds from Regional Climatic Data In areas outside hurricane -prone regions, regional climatic data shall only be used in lieu of the basic wind speeds given in Fig. 26.5-1 when (1) approved extreme -value statistical -analysis procedures have been employed in reducing the data; and (2) the length of record, sampling error, averaging time, anemometer height, data quality, and terrain exposure of the anemometer have been taken into account. Reduction in basic wind speed below that of Fig. 26.5-1 shall be permitted. In hurricane -prone regions, wind speeds derived from simulation techniques shall only be used in lieu of the basic wind speeds given in Fig. 26.5-1 when approved simulation and extreme value statistical analysis procedures are used. The use of regional wind speed data obtained from anemometers is not permit - 246 ted to define the hurricane wind -speed risk along the Gulf and Atlantic coasts, the Caribbean, or Hawaii. ° In areas outside hurricane -prone regions, when the basic wind speed is estimated from regional climatic data, the basic wind speed shall not be less than the wind speed associated with the specified mean recurrence interval, and the estimate shall be adjusted for equivalence to a 3 -sec gust wind speed at 33 ft (10 m) above ground in Exposure C. The data analysis shall be performed in accordance with this chapter. 26.5.4 Limitation Tornadoes have not been considered in develop- ing the basic wind -speed distributions. 26.6 WIND DIRECTIONALITY The wind directionality factor, Kd, shall be determined from Table 26.6-1. This directionality factor shall only be included in determining wind loads when the load combinations specified in Sections 2.3 and 2.4 are used for the design. The effect of wind direction- ality in determining wind loads in accordance with Chapter 31 shall be based on an analysis for wind speeds that conforms to the requirements of Section 26.5.3. 26.7 EXPOSURE For each wind direction considered, the upwind exposure shall be based on ground surface roughness that is determined from natural topography, vegeta- tion, and constructed facilities. 26.7.1 Wind Directions and Sec•tQfs ; • •••• For each selected wind dir;ctiip•at which fie• • • wind loads are to be determine4,•t 4 exposure of ,the building or structure shall be detw trained for the twp upwind sectors extending 45° either.siae of the •..' selected wind direction. The exposure in these two.• sectors shall be determined in accordance with• • '• Sections 26.7.2 and 26.7.3, and:dile mosure whose use would result in the highest Wind leads sh pg; • used to represent the winds fro>Zi thedirectio?i. •• • •••• • • • 26.7.2 Surface Roughness Categories •'• A ground Surface Roughness within each 45° sector shall be determined for a distance upwind of the site as defined in Section 26.7.3 from the categories defined in the following text, for the purpose of assigning an exposure category as defined in Section 26.7.3. ••• • • • •• • • • CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS buildings, the algebraic sum of the pressures acting on opposite faces of each building surface shall be taken into account. 26.5 WIND HAZARD MAP 26.5.1 Basic Wind Speed The basic wind speed, V, used in the determination of design wind loads on buildings and other structures shall be determined from Fig. 26.5-1 as follows, except as provided in Section 26.5.2 and 26.5.3: For Risk Category II buildings and structures — use Fig. 26.5-1A. For Risk Category III and IV buildings and structures — use Fig. 26.5-1B. For Risk Category I buildings and structures - use Fig. 26.5-1C. The wind shall be assumed to come from any horizontal direction. The basic wind speed shall be increased where records or experience indicate that the wind speeds are higher than those reflected in Fig. 26.5-1. 26.5.2 Special Wind Regions Mountainous terrain, gorges, and special wind regions shown in Fig. 26.5-1 shall be examined for unusual wind conditions. The authority having jurisdic- tion shall, if necessary, adjust the values given in Fig. 26.5-1 to account for higher local wind speeds. Such adjustment shall be based on meteorological informa- tion and an estimate of the basic wind speed obtained in accordance with the provisions of Section 26.5.3. 26.5.3 Estimation of Basic Wind Speeds from Regional Climatic Data In areas outside hurricane -prone regions, regional climatic data shall only be used in lieu of the basic wind speeds given in Fig. 26.5-1 when (1) approved extreme -value statistical -analysis procedures have been employed in reducing the data; and (2) the length of record, sampling error, averaging time, anemometer height, data quality, and terrain exposure of the anemometer have been taken into account. Reduction in basic wind speed below that of Fig. 26.5-1 shall be permitted. In hurricane -prone regions, wind speeds derived from simulation techniques shall only be used in lieu of the basic wind speeds given in Fig. 26.5-1 when approved simulation and extreme value statistical analysis procedures are used. The use of regional wind speed data obtained from anemometers is not permit - 246 ted to define the hurricane wind -speed risk along the Gulf and Atlantic coasts, the Caribbean, or Hawaii. In areas outside hurricane -prone regions, when the basic wind speed is estimated from regional climatic data, the basic wind speed shall not be less than the wind speed associated with the specified mean recurrence interval, and the estimate shall be adjusted for equivalence to a 3 -sec gust wind speed at 33 ft (10 m) above ground in Exposure C. The data analysis shall be performed in accordance with this chapter. 26.5.4 Limitation Tornadoes have not been considered in develop- ing the basic wind -speed distributions. 26.6 WIND DIRECTIONALITY The wind directionality factor, Kd, shall be determined from Table 26.6-1. This directionality factor shall only be included in determining wind loads when the load combinations specified in Sections 2.3 and 2.4 are used for the design. The effect of wind direction- ality in determining wind loads in accordance with Chapter 31 shall be based on an analysis for wind speeds that conforms to the requirements of Section 26.5.3. 26.7 EXPOSURE For each wind direction considered, the upwind exposure shall be based on ground surface roughness that is determined from natural topography, vegeta- tion, and constructed facilities. • • • 26.7.1 Wind Directions and SecIV§ ; .... For each selected wind direptipa.y, which'..' wind loads are to be determined, ilia exhposure of the building or structure shall be delaraiused for Jr tw. upwind sectors extending 45° eitherase of the • • • selected wind direction. The exposata m these. toil • sectors shall be determined in aeeordetrce with • • • Sections 26.7.2 and 26.7.3, and:ltCMosure whose use would result in the highest d'ind loads shzj,>?�;. used to represent the winds fror$ thaht c irectio$. . •• • •••• • . . 26.7.2 Surface Roughness Categories A ground Surface Roughness within each 45° sector shall be determined for a distance upwind of the site as defined in Section 26.7.3 from the categories defined in the following text, for the purpose of assigning an exposure category as defined in Section 26.7.3. •• • • • • �• • • • • MINIMUM DESIGN LOADS 10p (47) 130(58) 130(53) 140(63) ;150(67) 160(72) 150(67) 105(47) 110(49) 120(54) 30(53) 140(63) Location Guam Virgin Islands Arrerican Samoa Hawaii — fi1fa!'iz LSA 170(76) 170(76) 140(63) 110(49) 120(54) 130(58) 140(63) Special Wind Region Vrrpti (m/s) 180 (80) 150 (67) 150 (67) 115 (51) State Jda t Figure 26.5 -lc (Continued) 140(63) 150(67) x%")9160(72) • • • • • •• • Puerto RiG4..•. • 16 • • • •••• • • •••• •• • • • • •••• •• • • • • • * •••• • .• • • .• •• • • • • • •• •. • ••• • • • •• • • • • • •••• • • • 249b • • • . . • • • • CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS Wind Directionality Factor, Kd Table 26.6-1 Structure Type Directionality Factor Kd* Buildings Main Wind Force Resisting System 0.85 Components and Cladding 0.85 Arched Roofs 0.85 Chimneys, Tanks, and Similar Structures Square 0.90 Hexagonal 0.95 Round 0.95 Solid Freestanding Walls and Solid Freestanding and Attached Signs 0.85 Open Signs and Lattice Framework 0.85 • ••, Trussed Towers Triangular, square, rectangular 0.85 • •, •, A11 other cross sections 0.95 ••, • •i C .S • * f • ••• • ••• •. • •• • •••• • ••• ii ••• • •• • • • • ••• • • • • • • •• •• •• *Directionality Factor Kd has been calibrated with combinations of loads • • specified •m Chapter 2. This factor shall only be applied when used in • • • conjunction with load combinations specified •in Sections 2.3 and 2.4. • • • • • • • • • •• • ••• • • 250 • • 1• • • • 1 • • • • • • ••••v • • • • • • Surface Roughness B: Urban and suburban areas, wooded areas. or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Surface Roughness C: Open terrain with scattered obstructions having heights generally less than 30 ft (9.1 m). This category includes flat open country and grasslands. Surface Roughness D: Flat, unobstructed areas and water surfaces. This category includes smooth mud flats, salt flats, and unbroken ice. 26.7.3 Exposure Categories Exposure B: For buildings with a mean roof height of less than or equal to 30 ft (9.1 m), Exposure B shall apply where the ground surface roughness, as defined by Surface Roughness B, prevails in the upwind direction for a distance greater than 1,500 ft (457 m). For buildings with a mean roof height greater than 30 ft (9.1 m), Exposure B shall apply where Surface Roughness B prevails in the upwind direction for a distance greater than 2,600 ft (792 m) or 20 times the height of the building, whichever is greater. Exposure C: Exposure C shall apply for all cases where Exposures B or D do not apply. Exposure D: Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance greater than 5,000 ft (1,524 m) or 20 times the building height, whichever is greater. Exposure D shall also apply where the ground surface roughness immediately upwind of the site is B or C, and the site is within a distance of 600 ft (183 m) or 20 times the building height, whichever is greater, from an Expo- sure D condition as defined in the previous sentence. For a site located in the transition zone between exposure categories, the category resulting in the largest wind forces shall be used. EXCEPTION: An intermediate exposure between the preceding categories is permitted in a transition zone provided that it is determined by a rational analysis method defined in the recognized literature. 26.7.4 Exposure Requirements. 26.7.4.1 Directional Procedure (Chapter 27) For each wind direction considered, wind loads for the design of the MWFRS of enclosed and partially enclosed buildings using the Directional Procedure of Chapter 27 shall be based on the exposures as defined in Section 26.7.3. Wind loads for the design of open buildings with monoslope, pitched, or troughed free roofs shall be based on the expo - MINIMUM DESIGN LOADS sures, as defined in Section 26.7.3, resulting in the highest wind loads for any wind direction at the site. 26.7.4.2 Envelope Procedure (Chapter 28) Wind loads for the design of the MWFRS for all low-rise buildings designed using the Envelope Procedure of Chapter 28 shall be based on the exposure category resulting in the highest wind loads for any wind direction at the site. 26.7.4.3 Directional Procedure for Building Appurtenances and Other Structures (Chapter 29) Wind loads for the design of building appurte- nances (such as rooftop structures and equipment) and other structures (such as solid freestanding walls and freestanding signs, chimneys, tanks, open signs, lattice frameworks, and trussed towers) as specified in Chapter 29 shall be based on the appropriate exposure for each wind direction considered. 26.7.4.4 Components and Cladding (Chapter 30) Design wind pressures for components and cladding shall be based on the exposure category resulting in the highest wind loads for any wind direction at the site. 26.8 TOPOGRAPHIC EFFECTS 26.8.1 Wind Speed -Up over Hills, Ridges, and Escarpments Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography, located in any exposure category, shall be included in the design when buildings and other site conditions and locations of structures t I t;. all of the following conditions: . .'. ' .• • •••• 1. The hill, ridge, or escarpment is.iaolaied and. • •.' unobstructed upwind by other sinti:artopographic features of comparable height fvr•1e00 times jl • • height of the topographic feature (;` I0H) or ! mi• • (3.22 km), whichever is less. 7M: flltjance 4111:L: measured horizontally from th2 polio at whicl? the • height H of the hill, ridge, or estg ry'ent is ' determined. ' ' ' ' 2. The hill, ridge, or escarpment po otai'des abov : th� height of upwind terrain features within a 2-p'i • • (3.22 -km) radius in any quadrant by a factor of two or more. 3. The structure is located as shown in Fig. 26.8-1 in the upper one-half of a hill or ridge or near the crest of an escarpment. 251 CHAPTER 26 WIND LOADS: GENERAL REQUIREMENTS 4. HIL,, _> 0.2. 5. H is greater than or equal to 15 ft (4.5 m) for Exposure C and D and 60 ft (18 m) for Exposure B. 26.8.2 Topographic Factor The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K,: K, = (1 + K1K,K;)2 (26.8-1) where K1, K2, and K3 are given in Fig. 26.8-1. If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 - ) then K, = 1.0. 26.9 GUST -EFFECTS 26.9.1 Gust -Effect Factor: The gust -effect factor for a rigid building or other structure is permitted to be taken as 0.85. 26.9.2 Frequency Determination To determine whether a building or structure is rigid or flexible as defined in Section 26.2, the fundamental natural frequency, n1, shall be established using the structural properties and deformational characteristics of the resisting elements in a properly substantiated analysis. Low -Rise Buildings, as defined in 26.2, are permitted to be considered rigid. 26.9.2.1 Limitations for Approximate Natural Frequency As an alternative to performing an analysis to determine n1, the approximate building natural frequency, na, shall be permitted to be calculated in accordance with Section 26.9.3 for structural steel, concrete, or masonry buildings meeting the following requirements: 1. The building height is less than or equal to 300 ft (91 m), and 2. The building height is Less than 4 times its effective length, Leff. The effective length, Leff, in the direction under consideration shall be determined from the following equation: 254 Leff = h,L, n th, i=1 (26.9-1) The summations are over the height of the building where h, is the height above grade of level i L, is the building length at level i parallel to the wind direction 26.9.3 Approximate Natural Frequency The approximate lower -bound natural frequency (na), in Hertz, of concrete or structural steel buildings meeting the conditions of Section 26.9.2.1, is permit- ted to be determined from one of the following equations: For structural steel moment -resisting -frame buildings: na = 22.21h°'8 (26.9-2) For concrete moment -resisting frame buildings: na = 43.5/h°•9 (26.9-3) For structural steel and concrete buildings with other lateral -force -resisting systems: n„= 75/h (26.9-4) For concrete or masonry shear wall buildings, it is also permitted to use na = 385(0,„)°.$/h (26.9-5) where 100 a r h �2 A, G„ _—I AB ;=1 \h, i[1+0.83 where h= mean roof height (ft) n= number of shear walls in the building efUtiy$ • in resisting lateral forces i$ the,direction'under consideration " ' •""• AB = base area of the structure ) • A; = horizontal cross-section area of smear wall "1 (ft'-) D1 = length of shear wall "1 ' (ftp.... • • • • • •• h,= height of shear wall "1"' (ftl • • • • • • • • •• •• •• • 26.9.4 Rigid Buildings or Othex.Strpgtures For rigid buildings or otherstruLtt4es as defined in Section 26.2, the gust -effect factor.shall be:al'en as 0.85 or calculated by the formul'as.' G=0.925 r 1+1.7gQ1-Q v 1+1.7g,,1- I- =c •••• • • • •• • (26.9-6) (26.9-7) -.Al Chapter 29 WIND LOADS ON OTHER STRUCTURES AND BUILDING APPURTENANCES-MWFRS 29.1 SCOPE 29.1.1 Structure Types This chapter applies to the determination of wind loads on building appurtenances (such as rooftop structures and rooftop equipment) and other structures of all heights (such as solid freestanding walls and freestanding solid signs, chimneys, tanks, open signs, lattice frameworks, and trussed towers) using the Directional Procedure. The steps required for the determination of wind loads on building appurtenances and other structures are shown in Table 29.1-1. User Note: Use Chapter 29 to determine wind pressures on the MWFRS of solid freestanding walls, freestanding solid signs, chimneys, tanks, open signs, lattice frame- works and trussed towers. Wind loads on rooftop structures and equipment may be determined from the provisions of this chapter. The wind pressures are calculated using specific equations based upon the Directional Procedure. 29.1.2 Conditions A structure whose design wind loads are deter- mined in accordance with this section shall comply with all of the following conditions: 1. The structure is a regular -shaped structure as defined in Section 26.2. 2. The structure does not have response characteris- tics making it subject to across -wind loading, vortex shedding, or instability due to galloping or flutter; or it does not have a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 29.1.3 Limitations The provisions of this chapter take into consider- ation the load magnification effect caused by gusts in resonance with along -wind vibrations of flexible structures. Structures not meeting the requirements of Section 29.1.2, or having unusual shapes or response characteristics, shall be designed using recognized literature documenting such wind load effects or shall use the Wind Tunnel Procedure specified in Chapter 31. 29.1.4 Shielding There shall be no reductions in velocity pressure due to apparent shielding afforded by buildings and other structures or terrain features. 29.2 GENERAL REQUIREMENTS 29.2.1 Wind Load Parameters Specified in Chapter 26 The following wind load parameters shall be determined in accordance with Chapter 26: — Basic Wind Speed V (Section 26.5) 10, im r ~ — Wind directionality Factor Kd (Section 26.6) — Exposure category (Section 26.7) — Topographic factor K„ (Section 26.8) — Enclosure classification (Section 26.10) 29.3 VELOCITY PRESSURE 293.1 Velocity Pressure Exposure Coefficient Based on the exposure category determined in Section 26.7.3, a velocity pressure exposure coeffi- cient K, or K,,, as applicable, shall be determined from Table 29.3-1. For a site located in a transition zone between exposure categories that is near to a change in ground surface roughness, intermediate values of K, or.K,,, • between those shown in Table 29.3-1, are pernittect, provided that they are determineci by a national . •.. • analysis method defined in the reseiad literatsner • • 29.3.2 Velocity Pressure •••• • • • Velocity pressure, q_, evaluated t? height z Shall' • • be calculated by the following eghaQdif:;. • • •• •• •• •• •• •• • , qZ = 0.00256 K<KZ,KdW: GIbI.ft) (29.3.1)'` • • • [In SI: q_ = 0.613 KK„KdV2 (N/m'; Vin m/s] • • • . . where .. • •••• • • . Kd = wind directionality factor defined in Section 26.6 K, = velocity pressure exposure coefficient defined in Section 29.3.1 K, = topographic factor defined in Section 26.8.2 V = basic wind speed from Section 26.5 307 • •• • • • •••• .• • • CHAPTER 29 WIND LOADS ON OTHER STRUCTURES AND BUILDING APPURTENANCES-MWFRS Table 29.1-1 Steps to Determine Wind Loads on MWFRS Rooftop Equipment and Other Structures Step 1: Determine risk category of building or other structure, see Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category, see Figure 26.5 -IA, B or C Step 3: Determine wind load parameters: > Wind directionality factor, Kd, see Section 26.6 and Table 26.6-1 > Exposure category B, C or D, see Section 26.7 > Topographic factor, K;,, see Section 26.8 and Figure 26.8-1 > Gust Effect Factor, G, see Section 26.9 Step 4: Determine velocity pressure exposure coefficient, K. or Kh, see Table 29.2-1 Step 5: Determine velocity pressure qz or q,,, see Eq. 29.3-1 Step 6: Determine force coefficient, Cf: > Solid freestanding signs or solid freestanding walls, Fig. 29.4-1 > Chimneys, tanks, rooftop equipment Fig. 29.5-1 > Open signs, lattice frameworks Fig. 29.5-2 > Trussed towers Fig. 29.4-3 Step 7: Calculate wind force, F: > Eq. 29.4-1 for signs and walls > Eq. 29-6-1 and Eq. 29.6-2 for rooftop structures and equipment > Eq. 29.5-1 for other structures qh = velocity pressure calculated using Eq. 29.3-1 at height h The numerical coefficient 0.00256 (0.613 in SI) shall be used except where sufficient climatic data are available to justify the selection of a different value of this factor for a design application. 29.4 DESIGN WIND LOADS -SOLID FREESTANDING WALLS AND SOLID SIGNS 29.4.1 Solid Freestanding Walls and Solid Freestanding Signs The design wind force for solid freestanding walls and solid freestanding signs shall be determined by the following formula: F = ghGC4s (lb) (N) (29.4-1) where q,, = the velocity pressure evaluated at height h (defined in Fig. 29.4-1) as determined in accor- dance with Section 29.3.2 308 G = gust -effect factor from Section 26.9 Cf = net force coefficient from Fig. 29.4-1 A, = the gross area of the solid freestanding wall or freestanding solid sign, in ft2 (m2) 29.4.2 Solid Attached Signs The design wind pressure on a solid sign attached to the wall of a building, where the plane of the sign is parallel to and in contact with the plane of the wall, and the sign does not extend beyond the side or top edges of the wall, shall be determined using proce- dures for wind pressures on walls in accordance with Chapter 30, and setting the internal pressure coeffi- cient (GCS,) equal to 0. This procedure shall also be applicable to solid signs attached to but not in direct contact with the wall, provided the gap between the sign and wall is no more than 3 ft (0.9 m) and the edge of the sign is at least 3 ft (0.9 m) in from free edges of the wall, i.e., side and top edges and bottom edges of elevated walls. 29.5 DESIGN WIND LOADS - OTHER STRUCTURES The design wind force for other structures (chimneys, tanks, rooftop equipment for h> 60°, and similar structures, open signs, lattice frameworks, and trussed towers) shall be determined by the following equation: F = q-GC,4 f (lb) (N) (29.5-1) where q = velocity pressure evaluated at height z as defined in Section 29.3, of the centroid of area• A� G = gust -effect factor from Section 26.9 Cf = force coefficients from Fig29.x.1 throi h •• • 29.5-3 • • Af = projected area normal to th.e.litnil.except whgre Cf is specified for the actualssilf4ce area• • • in ft2 (m2) •••••• • • " • ••• • • • • • •• •• •• • 29.5.1 ROOFTOP STRUCTURES AND • EQUIPMENT FOR BUILDIISGS'ITH • • h560ft(18.3m) • • • • • • •• • •••• • • • The lateral force Fh on rooftop structures and "• • equipment located on buildings with a mean roof height h < 60 ft (18.3 m) shall be determined from Eq. 29.5-2. Fh = qh(GC,)Af (lb) (N) (29.5-2) where (GCr) = 1.9 for rooftop structures and equipment with Af less than (0.1Bh). (GCr) shall be permitted to be reduced linearly from 1.9 to 1.0 as the value of Af is increased from (0.1Bh) to (Bh) qi, = velocity pressure evaluated at mean roof height of the building Af = vertical projected area of the rooftop structure or equipment on a plane normal to the direction of wind, in ft2 (m2) The -vertical uplift force, F„ on rooftop structures and equipment shall be determined from Eq. 29.5-3. F, = gh,(GCC)A, (lb) (N) (29.5-3) where (GCr) = 1.5 for rooftop structures and equipment with Ar less than (0.1BL). (GCr) shall be perniitted to be reduced linearly from 1.5 to 1.0 as the value of Ar is increased from (0.1BL) to (BL) q,, = velocity pressure evaluated at the mean roof height of the building A, = horizontal projected area of rooftop structure or equipment, in ft2 (m2) MINIMUM DESIGN LOADS 29.6 PARAPETS Wind loads on parapets are specified in Section 27.4.5 for buildings of all heights designed using the Directional Procedure and in Section 28.4.2 for low-rise buildings designed using the Envelope Procedure. 29.7 ROOF OVERHANGS Wind loads on roof overhangs are specified in Section 27.4.4 for buildings of all heights designed using the Directional Procedure and in Section 28.4.3 for low-rise buildings designed using the Envelope Procedure. 29.8 MINIMUM DESIGN WIND LOADING The design wind force for other structures shall be not less than 16 lb/ft2 (0.77 kN/m2) multiplied by the area Af • • • • • • • • •• • •••• • • • • • • • • •••• •• • • • • • • • • •••• a •• • • • ••• • • • • • •• •• •• • • • • • • • • • •. • • • • • • • • • • •• • •••• • • • • • •• • 309 CHAPTER 29 WIND LOADS ON OTHER STRUCTURES AND BUILDING APPURTENANCES-MWFRS Velocity Pressure Exposure Coefficients, Kh and K Table 29.3-1 Height above bound level, z Exposure ,.- C D ft (m) B �/ 0-15 (0-4.6) 0.57 ve 0.85 1.03 20 (6.1) 0.62 0.90 1.08 25 (7.6) 0.66 0.94 1.12 30 (9.1) 0.70 0.98 1.16 40 (12.2) 0.76 1.04 1.22 50 (15.2) 0.81 1.09 1.27 60 (18) 0.85 1.13 1.31 70 (21.3) 0.89 1.17 1.34 80 (24.4) 0.93 1.21 1.38 90 (27.4) 0.96 1.24 1.40 100 (30.5) 0.99 1.26 1.43 120 (36.6) 1.04 1.31 1.48 140 (42.7) 1.09 1.36 1.52 160 (48.8) 1.13 1.39 1.55 180 (54.9) 1.17 1.43 1.58 200 (61.0) 1.20 1.46 1.61 250 (76.2) 1.28 1.53 1.68 300 (91.4) 1.35 1.59 1.73 350 (106.7) 1.41 1.64 1.78 400 (121.9) 1.47 1.69 1.82 450 (137.2) 1.52 1.73 1.86 500 (152.4) 1.56 1.77 1.89 Notes: 1. The velocity pressure exposure coefficient KZ may be determined from the following formula: For 15 ft. <_z5zg For z < 15 ft. KZ = 2.01 (z/zg)2/a KZ = 2.01 (15/zg)2/a 2. a and zg are tabulated in Table 26.9.1. 3. Linear interpolation for intermediate values of height z is acceptable. 4. Exposure categories are defined in Section 26.7. • • • . • .. • • • •... • •... • .. . • • . •... • •. . . •. • .. .. • .. . • • •...1 .. • • • •. • •..1 310 MINIMUM DESIGN LOADS Design Wind Loads Figure 29.4-1 Force Coefficients, Cf Other Structures All Heights Solid Freestanding Walls & Solid Freestanding Signs a I ' F k 142_4, kaalance)i SOW SIGN OR eREe6TANDa1G WALL 9 CASE A IMPIII h WIND WIND F F F v. .. ...xx. OROUNDSURF ....,..... ELEVATION VIEW /A CASE 0 F t l s rf k-025 w,,,,,, -->tic >I( >it >I niece a2 F CASE B mximamrii`i �E h F F F . st2 J, o.osh l I ""\""`\+GROUND s=h it t'F SURFACE" sth CROSS-SECTION VIEW 0.2e-9 PLAN gNNCE rl VIEWS C„ CASE A & CASES ;, Clearance Aspect Ratio, B/s / Ratio, s/h 5 0.05 0.1 0.2 0.5 1 2 4 5 L- -,117-, `- 20 3D 2 45 1 1.80 1.70 1.65 1.55 1.45 1.40 1.35 1.35 p 1.30 _- 1.30 1.30 1.30 0.9 1.85 1.75 1.70 1.60 1.55 1.50 1.45 1.45 `,._.1:40 1.40 1.40 1.40 0.7 1.90 1.85 1.75 1.70 1.65 1.60 1.60 1.55 1.55 1.55 1.55 1.55 0.5 1.95 1.85 1.80 1.75 1.75 1.70 1.70 1.70 1.70 1.70 1.70 1.75 0.3 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.80 1.85 1.85 1.85 0.2 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.85 1.90 1.90 1.95 5 0.16 1.95 1.90 1.85 1.85 1.80 1.80 1.85 1.85 1.85 1.90 1.90 1.95 Cf, CASE C Region einem from Aspect Ratio, B/s Region distance hem Aspect Ratio, B/s ` seem° edge) 2 3 4 5 6 7 8 9 10 wmdwam e6el 13 2 45 0 to s 2.25 2.60 2.90 3.10* 3.30* 3.40' 3.55" 3.65" 3.75" 0 to s 4.00* 4.30* s to 2s 1.50 1.70 1.90 2.00 2.15 2.25 2.30 2.35 2.45 s to 2s 2.60 2.55 2s to 35 1.15 1.30 1.45 1.55 1.65 1.70 1.75 1.85 2s to 3s 2.00 1.95 3s to 10s - 1.10 1.05 1.05 1.05 1.05 1.00 0.95 3s to 4s 1.50 1.85 values shed be mul5p5ed Reductio, Factor PLAN VIEW OF WALL OR SIGN WRN 4s to Ss 1.35 1.85 by the fogowvlg reductio, 41 s 0.3 0.40 A RETURN CORNER I 55 to 10s 0.90 1.10 factor when ra return 1.0 0.75 resentcomer Is p 22 0.60 i'lk gess B Notes: 1. The term "signs" in notes below also applies to 'freestanding walls°. 2. Signs with openings comprising less than 30% of the gross area are classified as solid signs. Force coefficients for solid signs with openings shall be permitted to be multiplied by the reduction factor (1 - (1 - 0)1'5). 3. To allow for both normal and oblique wind directions, the following cases shall be considered: • • Fors/h<1: • • • •• • CASE A: resultant force acts normal to the face of the sign through the geometric center. CASE B: resultant force acts normal to the face of the sign at a distance from the geometric center toward the windward edge equal to 0.2 times the average width of the sign. • For B/s 2 2, CASE C must also be considered: CASE C: resultant forces act normal to the face of the sign through the geometric centers of each region. • • • • For s/h = 1: • • The same cases as above except that the vertical locations of the resultant forces occur at a distance above • • • • the geometric center equal to 0.05 times the average height of the sign. • • 4. For CASE C where s/h > 0.8, force coefficients shall be multiplied by the reduction factor (1.8 - s/h). • • • • 5. Linear interpolation is permitted for values of s/h, B/s and L,/s other than shown. • • • • • 6. Notation: IS: horizontal dimension of sign, in feet (meters); • • • • • h: height of the sign, in feet (meters); • • • s: vertical dimension of the sign, in feet (meters); E: ratio of solid area to gross area; L,: horizontal dimension of retum corner, in feet (meters) • • • • •••• • • • • ••• • • • • •• • • • • • • • •• • ••• • • • • • • • • • • • • • •• • • •••• • • • • • •• • 311 CHAPTER 29 WIND LOADS ON OTHER STRUCTURES AND BUILDING APPURTENANCES—MWFRS Other Structures Figure 29.5-1 Force Coefficients, Cf All Heights Chimneys, Tanks, Rooftop Equipment, & Similar Structures Cross -Section Type of Surface h 1 7D 7 25 Square (wind normal to face) All 1.3 1.4 2.0 Square (wind along diagonal) All 1.0 1.1 1.5 Hexagonal or octagonal All 1.0 1.2 1.4 Round (Dj > 2.5) (D�> 5.3, D in m, q. in N/m2) Moderately smooth 0.5 0.6 0.7 Rough (D'/D = 0.02) 0.7 0.8 0.9 Very rough (D'/D = 0.08) 0.8 1.0 1.2 Round (D1(5;<_ 2.5) (D�<_5.3,Dinin, q, inN/m2) All 0.7 0.8 1.2 Notes: 1. The design wind force shall be calculated based on the area of the structure projected on a plane normal to the wind direction. The force shall be assumed to act parallel to the wind direction. 2. Linear interpolation is permitted for h/D values other than shown. 3. Notation: D: diameter of circular cross-section and least horizontal dimension of square, hexagonal or octagonal cross-sections at elevation under consideration, in feet (meters); D': depth of protruding elements such as ribs and spoilers, in feet (meters); and h: height of structure, in feet (meters); and qz: velocity pressure evaluated at height z above ground, in pounds per square foot (N/tn�. • • • 4. For rooftop equipment on buildings with a mean roof height of h 60 ft, use Section 29!5! 1•.: • • • ... • •• • .. •••• •• • • • • .... • • • • ••• • • • • ••• • • • • •. . •• • 312 • • • • •• • • • �. • • • • • Figure 29 Continuous Beam Two Equal Spans - Uniformly Distributed Load we we tR e--�i e'At R, R, R,=V=R,=V, R2 V2 = Vmax M, M, at — t 8I Amax (at 0.4215 e, approx. from R, and R3) . . 3we 8 1Owe 8 5we 8 we z 8 9wez 128 wei 185EI Figure 30 Co; ttint: ass Beam - Two Equal Spans - Two Equal Concentrated Loads Sy , metrically Paced IP IP t R, a t Rz a a f R, a 5P R, =V, =R,=V, _— 11P Rz = 2V2 = 8 V2 = P — R, _ 11P + 1. • V, v3 v2 e i e • • • = Vz ••• • • • • • •••• • • • • •••• } M, _ _ 3t'd..•• • M, Mx (when x < a) AMERICAN WOOD COUNCIL 16••. •• • • • SPe'•.•• • .• _ . ••• • . • • • 3Z. •• •• • • =R,4 • •• • • • • • •• • •••• • • • . • c,xl I,,..awc.orgipcircedes-stanclards/Publicatiox p File Edit Go to Favorites Help awc.org structural properties of lumber...: PROPERTIES OF STRUCTURAL LUMBER - SuctIan.l Ftop•r11•s of Standard Dressed 4645) Lumbar Slaw NOMINAL SIZE 6(inches)11 STANDARDppFA 0889863)O}. 51'1.8 (SGS) b{lndrtc}d •SECTI014 A MOMI'N l' fll, INERTIA i SECTION MODULUS S UdighL Ln pounds per linear foot of pied: when weight of wood per cubic foot equals; 25 Lb. 911 lb. 35 16. 40 16, 45 14. 50 16. 1 x 1 x 1 x 1 x 1 x 1 x 3 4 6 8 10 12 3/4 x 3/4 x 3/4 x 3/4 .x 3/4 x 314 x 2 3 5 7 9 11 1/2 1/2 L/2 1/4 1/4 1/4 1.875 2,625 4,125 5.418 6.938 8.438 0.977 2.680 10.398 23.817 49.466 88.989 0.781 1.531 3.781 6.570 10.695 15.620 11 326 (3.456 0.716 0.944 1.204 1.465 0.391 0,547 0.859 1.133 1.445 1.758 0.456 0.638 1.003 1.322 1.686 2,051 0.521 0.729 1.1466 1.510 1.,927 2.344 0,586 0.820 1,289 1.699 2.168 2.637 0.651. 0.911 1.432 1.888 2.409 2.930 2 x 2 x 2 x 2 x 2 x 2 x 2 x 3 4 6 8 10 1.2 14 1. 1 1 1 1 1 1 1/7 x 1/2 x 1/2 x 1/2 x 1./2 x 1/2 x 1/2 x 2 3 5 7 9 11 13 1/2 1/2 1/2 1/4 1/4 1/4 1./4 3.750 5,250 8..250 10.875 13.875 16.875 19.875 1..4553 5.359 20.797 47.635 98.932 177.979 291,775 1.563 3.063 7,563 13,141 21.391 .31.641 43.891 0.651 0.911 1.432 1.888 2.409 2.930 3,451 0.781 1.094 1.719 2.266 2.891 3.516 4.141 0.97.1. 1.276 2.005 2,643 3,372 4.102 4.831 1,042 1.,458 2.292 3,021 3.854 4.688 5.521 0.521 1..042 2,.4.11 3,819 5.035 6.424 7.813 9.201 10.590 1,172 1.641 2.578 3.398 4.336 5.273 6,211 0.586 1.172 2.734 4.297 5.664 7..227 8.789 10.352 11,914 1.302 1.82.3 2.865 3.776 4.818 5.859 6.901 0.651 1.302 3.038 4,174 6,293 8.030 9,766 11.507 13.238 3 x 3 x 7 x 3 x 3 x 3 x 3 x 3 x 3 x 1 2 4 6 8 10 12 14 162 2 2 2 2 2 2 2 2 1/2 x 1/2 x 112 x 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1 2 5 7 9 1.1. 13 15 3/4 1,72 1/2 1/2 1/4 1/4 1/4 1/4 1/4 1.875 3.750 8.750 1.3,750 18.1.25 23.1.25 28.125 33,125 38.125 0.088 0.703 8,932 34.661 79.391 164.886 296,631 484,625 738.870 0.234 0.938 5.1114 12.604 21.901 .35.651 52.714 73,151 46,901 0.326 0.651 1.519 2,387 .3.147 4.015 4.883 5.751 6,619 0.391 0,781 1.823 2,865 3.776 4.918 5.859 6.901 7.94.3 0.456 0.411. 2,127 3.342 4,405 5.621 6.836 8.051 9.266 4 x 4 x 4 x 4 x 4 x 4 x 4 x 4 x 4 x 4 x 1..... 2 3 4 6 8 10 12 14 16 3 3 3 3 1 3 3 3 3 3 1./2 x 1/2 r. 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1 2 3 5 7 9 11 13 15 3/4 1/7 1/2. 1/2 1/2 1/4 1/4 1/4 1/4 1/4 2.625 3.250 8.750 12,2.50 19.250 25,375 32..375 34,375 46.38 11,311 0,121 0.984 4.557 12.505 46,524 111.148 230,840 415.283 678..5 3.034. 0.328 1,313 3.646 7,146 17,646 30.661 49.911 73.828 1112.4 1.35.7 0.456 0.911 1.519 2.127 3.342 4.4115 5.621 6.836 8.051. 9.366 0,547 1.094 1.623 2.552 4,010 5.286 6..145 6.203 9.661 :1.3 12 0,638 1.276 2.127 2.977 4.619 6.168 7,869 9,570 11.27 1.2.97 0.729 1.458 2.431 3.403 5.347 7.049 8.933 10,938 12.811 14.81 0.820 1.641 2.734 3.528 6.016 7,930 10.1.17 12.305 14 .49 16.64 0.91.1 1.821 3.018 4,253 6.684 8.811 11.241 11.672 35.10 15 57 6 x 6 x 6 x 6 x 6 :x 6 x 1 2 3 4 6 8 5 5 3 5 5 5 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1/2 x 1 2 3 5 7 .3/4 1/2 112 1/2 1/2 1/2 4,125 18.2.50 13.750 19.250 30.250 41.250 0.193 1.547"2-.055 7,161. 19,651 16,755 193.359 ( 0.516) 5.729 11.229 27.729 .51.563 0.716 (.432 2.387 3.342 5.252 7.161 0.859 1.719 2.865 4.01(1 6.102 0.594 1.1103 2.005 1.342 4.679 7.152 10:026 1.16.6 2.292 3.819 5.3347 8.403 11.438 .1.289 2.578 4,297 6,016 9.453 '12.897 1.432 2,865 4,774 6.664 10,501 14,723 • • • • •• ••• •• • • • •• • • •• •• •• • •• • • • ••• •• • ••• •• • • • • • •• • ••• • •• • ••• •• •• ••• • • • •••• ••••••• • • • • • •• •• • • •• • • • ••• • •• •• • • • • • • • • •• •• • • • ••• •• ••• • • • •• ••• • • SOUTHERN PINE REFERENCE DESIGN VALUES Based an SPIB Grading Rules and AWC National Design Specifications Values in pounds per square inch (psi) Based on Normal Load Duration and Dry Service (114C5_19%) - See Tables A-1 thru A-4 for Adjustment Factors Size NEbtSIGNS VALU Es 2"ta 4", thick, NEW/ DESIGN VALUES 2"to 4" wide Includes: 2x2 2x3 2x4 3x3 3x4 4x4 2"to 4" thick, 5- to 6" wide Includes: 2x5 2x6 3x5 3x6 4x5 4x6 Grade Tension Shear Compression Compression Modulus Parallel Parallel Perpendicular Parallel of Bending to Grain to Grain to Grain to Grain Elasticity Fb Ft Ft, Fal Fc E Emin Dense Select Structural 2 700 1900 175 660 2050 1,900,000 690,000 Select Structural 2350 1650 175 565 1900 1,800,000 660,000 Non -Dense Select Structural 2050 1450 175 480 1800 1,600,000 580,000 No.1 Dense 1650 1100 175 660 1750 1,800,000 660,000 No.1 1500 1000 175 565 1650 1,600,000 580,000 No.1 Non -Dense 1300 875 175 480 1550 1,400,000 510,000 No.2 Dense 1200 750 175 660 1500 1,600,000 580,000 No.2 1100 675 175 565 1450 1,400,000 510,000 No.2 Non -Dense 1050 600 175 480 1450 1,300,000 470,000 No.3 and Stud 650 400 175 565 850 1,300,000 470,000 Construction 875 500 175 565 1600 1,400,000 510,000 Standard 475 275 175 565 1300 1,200,000 440,000 Utility' 225 125 175 565 850 1,200,000 440,000 Dense Select Structural 2400 1650 175 660 1900 1,900,000 690,000 Select Structural 2100 1450 175 565 1800 1,800,000 660,000 Non -Dense Select Structural 1850 1300 175 480 1700 1,600,000 580,000 No.1 Dense 1500 1000 175 660 1650 1,800,000 660,000 No.1 1350 875 175 565 1550 1,600,000 580,000 No.1 Non -Dense 1200 775 175 480 1450 1,400,000 510,000 No.2 Dense 650 175 660 1450 1,600,000 580,000 No.2 1111 600 175 565 1400 1,400,000 510,000 No.2 Non -Dense 1 525 175 480 1350 1,300,000 470,000 No.3 and Stud 575 350 175 565 800 1,300,000 470,000 2" to 4" thick, 8""wide Includes: 2x8 3x8 4x82 Dense Select Structural 2200 1550 175 660 1850 1,900,000 690,000 Select Structural 1950 1350 175 565 1700 1,800,000 660,000 Non -Dense Select Structural 1700 1200 175 480 1650 1,600,000 580,000 No.1 Dense 1350 900 175 660 1600 1,800,000 660,000 No.1 1250 800 175 565 1500 1,600,000 580,000 No.1 Non -Dense 1100 700 175 480 1400 1,400,000 510,000 No.2 Dense 975 600 175 No.2 925 550 175 No.2 Non -Dense 875 500 175 No.3 and Stud 525 325 175 660 565 480 565 1400 1350 1300 775 1,600,000 1,400,000 1,300,000 1,300,000 580,000 510,000 470,000 470,000 2" to 4" Dense Select Structural 1950 1300 175 660 1800 1,900,000 690,000 Select Structural 1700 1150 175 565 1650 1,800,000 660,000 thick, Non -Dense Select Structural 1500 1050 175 480 1600 1,600,000 580,000 No.1 Dense 1200 800 175 660 1550 1,400,00Q 660,000 10"wide No.1 1050 700 175 565 1450 1,9001009. 580,00QQ No.1 Non -Dense 950 625 175 480 : 1014 1,400,000 510,0"0D":' Includes: . No.2 Dense 850 525 175 660 .. 135db 1,600.O.Oa • 580,000 • 2x10 No.2 800 475 175 565 • •'1gd0 1,401rate 510,01n"' • 3x10 No.2 Non -Dense 750 425 175 480 • •11#500 1,300,000 470,0n...: 4x107 No.3 and Stud 475 275 175 565 •••780• ',vim, 470,010 • Dense Select Structural 1800 1250 175 660 2 to 4" ..4Z54 1,90p,094. 690,044..• Select Structural 1600 1100 175 565 4100' 1,80Q 0 • tt33 660,0 Q thick, Non -Dense Select Structural 1400 975 175 480 •• 1510 1,6000 , 00' 580,0 ••• ••No.1 Dense 1100 750 175 660 :• 1:0) 1,800,00 660,00g0Q •• 12"wide' No.1 1000 650 175 565 • 1400' 1,61,41,Aa• 580,000 No.1 Non -Dense 900 575 175 480 : 19O• 1,400,000 510,0DQ•••: Includes: No.2 Dense 800 500 175 660 •'1300' 1,60,13C • 580,00 ' 2x12 No.2 750 450 175 565 1250 1,409,900 • 510,000 3x12 No.2 Non -Dense 700 400 175 480 1250 1,300,000 470,000 4x122 No.3 and Stud 450 250 175 565 725 1,300,000 470,000 (1) For Utility, design values apply to 4" -wide lumber only. (2) For lumber 4" thick and 8" or wider, multiply the Fb value by Gy =1.1. (3) For lumber wider than 12", multiply these 12" -width design values for Fb, Ft and Fc by CF = .90, and use these 12" -width design values for the other properties, The Southern Forest Products Association (SFPA) does not test lumber of establish design values. Neither SFPA, nor its members, warrant that the design values are correct, and disclaim responsibility for injury or damage resulting from the use of such design values. I SOUTHERN PINE USE SUIDE Southern Forest Products Association l 2(7.0 Edi1ion Copyright rt) 2013. Southern Forest Products Association. All rights reserved. SouthernPine.com