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RC-20-259 (2)Miami Shores Village 10050 NE 2 Ave Miami Shores Fl. 33138 305-795-2204 0 7-7 Perm JCT/lYs _,> 0212�1�ifl Expiration: 08/03/2020 Location Address Parcel Number 142 NW 111TH ST, Miami Shores, FL 33168 1121360030440 Contacts MEDEROS INVESTMENTS L.L.C. Owner BUILDING SERVICE TEKS LLC Contractor 13873 SW 41 TER, MIAMI, FL 33175 JESUS CARMENATE Business: 7863381385 promax4@yahoo.com jmcarmenate@gmail.com Inspection Requests: Description: RESIDENCE RENOVATION AND LEGALIZATION TO Valuation: $ 38,000.00 �=4949 COMPLY WITH NOV-11-19-2812 Total Sq Feet: 1,070.00 Fees Amount Application Fee - Other $50.00 CCF $22.80 Certificte of Completion for Single Fam $50.00 and Duplex DBPR Fee $17.10 DCA Fee $11.40 Education Surcharge $7.60 Permit Fee $1,090.00 Scanning Fee $30.00 Structural Review ($90) $90.00 Technology Fee $28.50 Work Without Permit 1st Offense $1,140.00 Work Without Permit 1st Offense $100.00 Total: $2,637.40 Payments Date Paid Amt Paid Total Fees $2,637.40 Credit Card 02/26/2020 $2,587.40 Credit Card 02/05/2020 $50.00 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. 0 ERS AFFIDAVIT: certify that all the foregoing information is accurate and that all work will be done in compliance with all pplicable laws regulating nstruA d zoning. Futhermore, I authorize the above named contractor to do the work stated. �% O Signatu er / Applicant / Contractor / Agent Page 2 of 2 February 26, 2020 -'' BUILDING PERMIT BUILDING APPLICATION Miami Shores Village RECEIVED Building Department F B 05 2020 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 B INSPECTION LINE PHONE NUMBER: (30S) 762-4949 FBC 20 t— 11 Master Permit No.12-C- 0 e-- y �� Sub Permit No. ❑ ELECTRIC ❑ ROOFING REVISION EXTENSION RENEWAL PLUMBING MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION []SHOP , // CONTRACTOR DRAWINGS rn JOB ADDRESS: I`'CZ N "`/ ` 1' q Folio/Parcel#: d " 2 13 % - 0 0 " 0 q4 0 Is the Building Historically Designated: Yes NO X Occupancy Type:�foad: Construction Type: _Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): '_ `4J&2O Tr_1 S iu?,rtk LY_ Phone -13 Address: (397 3 Sit N «. City: ' State: F'cZip: 3 31 ,7f • Tenant/Lessee Name: Phon Email: wa& 1�u 6-, L.o CONTRACTOR: Company Name: 11ax KU-` Address: 2 0. City: Qualifier Name: S State Certification or Registration #: (:4r-^, one#: Certificate of Competency #: DESIGNER: Architect/Engineer: j1L1 hlvt J UCoa. Iyj o 1 Phone#: Address: l7-7-37 SW 2jj j -&-etCity: ��a_ .� State: a Zip: 33 , 7 7 Value of Work for this Permit: $4� (�y�� Square/Linear Footage of Work: s� O Type of Work: ❑ Addition 14 Alteration ❑ New 91 Repair/Replace „ ❑ Demolition Description of Work: J 0 . . Specify color of color.thru!tilep-- ry ` ,, 0 Submittal Fee $ �� CYZ) Permit Fee $ ®. (93 CCF $ 90 CO/CC $ Scanning Fee $ C� Radon Fee $ 1 1 440 DBPR $ 110 Notary $ Technology Fee $ 2v ' S� Training/Education Fee $ A' ro Double Fee $ (� t 0 - 00 Structural Reviews $ to Bond $QO 'r-A TOTAL FEE NOW DUE $ �� ' ( d (Revised02/24/2014) 3' U Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature — Signatur i v OW R or AGE T 1// (CONTRACTOR The foregoing instrument was acknowledged before me this day of 20 :;L� by who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Print: i de NOTA PUBLIC Seal: STATE OF FLORIDA y Coma# GG057433 Expires 1/30/2021 APPROVED BY The //day of 20 1 by �SGLS C�C7�� who is personally known to as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: n Sign: Print: <9 layim la Yncera Garcia Seal: tr NOTARY PUBLIC .-ems -ESTATE OF FLORIDA Cana* GG057433 1: • Expires ********************************************** **************** Plans Examiner Zoning (Revised02/24/2014) Structural Review Clerk Property Search Application - Miami -Dade County Page 1 of 1 OFFI^UE OF THE PROPERTTAY' APPRAISER ,s Summary Report Property Information Folio: 11-2136-003-0440 Property Address: 142 NW 111 ST Miami Shores, FL 33168-4323 Owner BRECKENRIDGE PROPERTY FUND 2016 LLC Mailing Address 2015 MANHATTAN BEACH BLVD STE 100 REDONDO BEACH, CA 90278 USA PA Primary Zone 0800 SGL FAMILY - 1701-1900 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/1/0 Floors 1 Living Units 1 Actual Area 1,630 Sq.Ft Living Area 1,070 Sq.Ft Adjusted Area 1,322 Sq.Ft Lot Size 9,150 Sq.Ft Year Built Multiple (See Building Info.) Assessment Information Year 2019 2018 2017 Land Value $206,472 $196,886 $196,886 Building Value $92,011 $95,979 $95,979 XF Value $4,743 $3,558 $3,597 Market Value 1 $303,226 $296,423 $296,462 Assessed Value 1 $302,002 $228,492 $207,720 Benefits Information Benefit Type 2019 2018 r 2017 Non -Homestead Assessment $1,224 $67,931 $88,742 Cap Reduction Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES EXT PB 43-40 LOT 12 BLK 220 LOT SIZE 75.000 X 122 OR 17052-0126 1295 1 COC 25323-3267 012007 5 Generated On : 2/5/2020 Taxable Value Information 2019 2018 2017 County Exemption Value $0 $0 $0 Taxable Value $302,0021 $228,492 $207,720 School Board Exemption Value $0 $0 $0 Taxable Value 1 $303,226 $296,423 $296,462 City Exemption Value $0 $0 $0 Taxable Value $302,002 $228,492 $207,720 Regional Exemption Value $0 $0 $0 Taxable Value $302,002 $228,492 $207,720 Sales Information Previous OR Book - Price Qualification Description Sale Page 30952- Federal, state or local government 04/12/2018 $290,100 4740 agency 25323- ........................... _..... ....... m................. Sales which are disqualified as a result 01/01/2007 $0 3267 of examination of the deed 24268 02/01/2006 $360,000 Other disqualified 2402 23916- 07/01/2005 $379,000 Sales which are qualified 3413 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 hftp://www.miamidade.gov/info/disclaimer.asp Version: https://www8.miamidade.gov/Apps/PA/propertysearch/ 2/5/2020 Page I of 3 Gm" St ton ftrlyP.A. 1601 W. C6104101 Drive Ortanda, FL 3204 407-423-M File N=bcr 5696.s M CFN'20200017397 BOOK 31765 PAGE 36 DATEOV0812020 0628,25 PM DEED DO C 1,692,00 KARVEY RLMN, CLERK OF COURT, MIA-OADE CTY j8pkv Abner Ibis L4w For Rawdtq D041 . ............. -.-. Special'Waffanty Deed This Special Warranty Deed made this 14th day ofNovember, 2019 between Breckenridge Property Fund 2016, LLC, a Delaware limited liability company whose post office address is 2015 Manhattan Beach Blvd, 010,0, Redondo Duch, CA 90278, Grantor, and Meros Investments, LLC , Florida ted IA*bility Company whose post office address is 142 N-W 111th St, Maml, FL 33169, Grantee: (Whenever used herein the terms "grantor" and."grantee" include all the parties to this instrument and the heirs, legal representatives, and assigns of individuals, and the successors and assigns of corporations, trusts and trustees) Witnesseth, that said Graittor, for and in consideration of the sure of Two Hundred Eighty -Two Thousand and M100bollars ($292,000.00) and odd g6od and valwOMe conskkrations to said Cautor in hand paid bY said Offtntm, the TeOdPt Whereof is hereby Ad=Wkd#*d. ho V=t4 bargsinedi aW sold and by them resents does hereby gnat 4 bargain and sell to thi said grantees, the following described land. situate, tying and being in Nilami-Dad -a County, Florida to -wit - Lot 12, Block 220, MLANh SHORES EXTENSION, according. to the map or plat thereof as recorded to Plat Book 43, Page 40, Public Records of Miami -Dade County, Florida. Parcel identification Numberi 11-2136-0034)440 To Have and to Hold, the above granted and bargained Property unto the Grantee, its successors and assigns, in fee simple forever. And site Funor hereby covenants with said Grarue that the Gmdw is lawfully seized of said land in fee simple; that the tam or has good light and lftwfw authority to s'eU and convey said land, that the Grantor hereby fully warrants the title to said land and will defwd ft saw against the lawful ctsims of all pawns elairning by, thmugb, or under Grantor. https:Honlineservices.miami-dadeclerk.comlofficialrecordslCFNDetailsl-ITML5.aspx?QS=5... 2/5/2020 Page 2 of 3 N; 20200017397 BOOK 31765 PAGE' 37 In Witness' ereat grantor has hereunto set grantor`s hand and seal the day and year fast above written. 5, Signed, sealed and delivered in the presence of the follow* witnesses: brec idgt Pr*peny Fund 2016. LL+C a ihlaware lindtod hawlity company By: liteclgew cx LL a limited liability wmp ay, asZly- " an David R Webtly., ewive Vice PreWmt (Oae (Space intcutionany kft blank - California Acknowledgment on following page) 4 , SpeCfai amr,rtr aced < p t https:Honlineservices.miami-dadeclerk.comlofficialrecords/CFNDetailsHTML 5.aspx?QS=5... 2/5/2020 Page 3 of 3 CFN- 20200017397 BOOK 31765 PAGE 38 i A notary public or other officer completing this certificate verifies only the identity of the individual who sib the document to which this certificate is attach4 and not the truMWnem accuracy, or validity of the document. State of California County of Los Angeles On 4 before me, FJ. LOPCZ a }Notary Public, personally appearedDavid R, Wehrly who proved to me on the ba4is of satisfactory evidence to be the persons) whosc names) islare subscribed to the within instrument and acknowledged to me that helsbekhey executed the same in hMedtheir authorized capacity(ies), and that by hi heir signat*s) on the instrument the persons} or the entity upon bchalf of which the pemon(s) acted., executed the nxtrument. I certify under PENAL: rY OF PMURY udder the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and ial 1. Signatsirc (Seal) R My Commission Exp' S tcmbcr 9 *0i'9-2*Z https://onlineservices.miatni-dadeclerk. com/officialrecordslCFNDetailsHTML5.aspx?QS=5... 2/5/2020 Detail by Entity Name Page 1 of 2 Florida Department of Slate 'i.'�"-` � "rs i{�Ir,'r.t' Yrt :•. � t�drt t :•sF: ,.:k Department of Stale / Division of Corporations / Search Records / Detail By Document Number / DIVISION OF CORPORATIONS http://search. sunbiz. org/Inquiry/CorporationSearchISearchResultDetail?inquirytype=Entity... 2/5/2020 Detail by Entity Name Page 2 of 2 2018 02/13/2018 2019 01 /28/2019 2020 01 /20/2020 Document images 01/20/2020 --ANNUAL REPORT View image in PDF format 01iL8i2O19_-ANNUAL F E!!Q[n View image, in PDF format 02M 312018 -- ANNUAL REPORT View image in PDF format 01/31/2017 -- ANNUAL REPORT View image in PDF format 01/30/2016 -- ANNUAL REPORT View image in PDF format 02109/2015 -- ANNUAL. REPORT View image in PDF format 02 U7iLQ14-.--_8NNU6L. REPORT, View image in PDF format 04110112013 --ANNUAL REPORT View image in PDF format 12/10/2012 -- Florida Limited Liability View image in PDF format 'icrda :^rpar!nu:n:, c c�:a:E:, .DEvls:or al Gxp4rr.0ors http://search. sunbiz.org/Inquiry/CorporationSearchISearchResultDetail?inquirytype=Entity... 2/5/2020 Air System Sizing Summary for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/202 Prepared by: r, 10:48AP Air System Information Air System Name .................................... AHU/CU-1 Equipment Class .................................... SPLT AHU Air System Type ........................................... SZCAV Sizing Calculation Information Zone and Space Sizing Method: Zone CFM ................... Sum of space airflow rates Space CFM .............. Individual peak space loads Central Cooling Coil Sizing Data Total coil,load...................................................... 2.3 Tons Total coil !oad.................................................... 28.1 MBH Sensible coil load ............. -............................... 24.9 MBH Coil CFM at Aug 1500...................................... 1374 CFM Max block CFM................................................ 1374 CFM Sum of peak zone CFM.................................. 1374 CFM Sensible heat ratio .......................................... 0.887 ft2/Ton............................................................. 457.1 BTU/(hr-ftZ)........................................................ 26.3 Water flow @ 10.0 °F rise ................................. N/A Central Heating Coil Sizing Data Max coil load ..................................................... 10.5 MBH Coil CFM at Des Htg........................................ 1374 CFM Max coil CFM................................................... 1374 CFM Water flow @ 20.0 °F drop ................................ N/A Supply Fan Sizing Data Actual max CFM.............................................. 1374 CFM Standard CFM................................................ 1373 CFM Actual max CFM/ftZ........................................... 1.28 CFM/ftZ Outdoor Ventilation Air Data Design airflow CFM................................................ 0 CFM CFM/ftZ.............................................................. 0.00 CFM/ftZ Number of zones......................................................... 1 Floor Area........................................................... 1070.0 ftZ Location ........................................... Miami IAP, Florida Calculation Months ...................................... Jan to Dec Sizing Data .................................................. Calculated Load occurs at ............................................... Aug 1500 OADB/WB.................................................. 91.0/77.0 °F Entering DB / WB.......................................... 76.0 / 64.9 °F Leaving DB / WB.......................................... 59.2 / 58.2 °F CoilADP................................................................. 67.4 °F BypassFactor ....................................................... 0.100 ResultingRH............................................................. 55 % Design supply temp . ............................................... 58.0 °F Zone T-stat Check ................................................ 1 of 1 OK Max zone temperature deviation ............................... 0.0 °F Load occurs at .................................................. Des Htg BTU/(hr-ftZ)............................................................... 9.8 Ent. DB / Lvg DB........................................... 69.4 / 76.5 °F Fan motor BHP ....................................................... 0.00 BHP Fan motor kW ......................................................... 0.00 kW Fanstatic................................................................ 0.00 in wg CFM/person............................................................ 0.00 CFM/person r OF FL0R/-"' Pv�0 *% li dw SrERED -a-01 •. Hourly Analysis Program v4.61 Page 1 of 7 Zone Sizing Summary for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/2021 Prepared by: - 10:48Ah Air System Information Air System Name .................................... AHU/CU-1 Equipment Class .................................... SPILT A.HU Air System Type ........................................... SZCAV Sizing Calculation Information Zone and Space Sizing Method: Zone CFM ................... Sum of space airflow rates Space CFM ............... Individual peak space loads Zone Sizing Data Number of zones......................................................... 1 Floor Area........................................................... 1070.0 ftZ Location ........................................... Miami IAP, Florida Calculation Months ...................................... Jan to Dec Sizing Data .................................................. Calculated Maximum Design Minimum Time Maximum Zone Cooling Air Air of Heating _ Floor Sensible Flow Flow Peak Load Area Zone Zone Name (MBH) (CFM) (CFM) Load (MBH) (ft2) CFM/fe Zone 1 25.2 1374 1374 Aug 1500 11.3 1070.0 1.28 Zone Terminal Sizing Data No Zone Terminal Sizing Data required for this system. Space Loads and Airflows Cooling Time Air Heating Floor Zone Name / Sensible of Flow Load Area Space Space Name Mult. (MBH) Load (CFM) (MBH) (ft2) CFMIft¢ Zone f Exit. RESIDENCE 1 25.2 Aug 1500 1374 11.3 1070.0 1.28 Hourly Analysis Program v4.61 Page 2 of 7 Air System Design Load Summary for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/202 Prepared by: - 10:48A DESIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1500 COOLING OA DB / WB 91.0 °F 177.0 °F HEATING DATA AT DES HTG HEATING OA `DB / WB 46.0 °F / 38.6 °F ZONE LOADS Details Sensible (BTUmr) Latent (BTU/hr) Details Sensible (i3TU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 103 ft2 2625 103 ft2 - - Wall Transmission 943 ft2 6130 - 943 ft2 5182 - Roof Transmission 1071 ft2 1670 - 1071 ft2 744 - Window Transmission 103 ft2 1361 - 103 ft2 2341 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 40 ft2 167 40 ft2 288 - Floor Transmission 1070 ft2 0 - 1070 ft2 0 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 1412 W 4819 - 0 0 - Task Lighting 1284 W 4381 - 0 0 - Electric Equipment 500 W 1706 - 0 0 - People 4 1120 1080 0 0 0 Infiltration - 1232 2101 - 2772 0 Miscellaneous 0 0 - 0 0 Safety Factor 0%/0% 0 0 0% 0 0 >> Total Zone Loads 26212 3181 11327 0 Zone Conditioning - 24910 3181 - 10512 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 0 0 - Plenum Lighting Load 0% 0 0 0 - Return Fan Load 1374 CFM 0 - 1374 CFM 0 - Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 1374 CFM 0 - 1374 CFM 0 - Space Fan Coil Fans - 0 - 0 Duct Heat Gain / Loss 0% 0 - 0% 0 - Total System Loads - 24910 3181 - 10512 0 Central Cooling Coil 24910 3183 0 0 Central Heating Coil 0 - 10512 - >> Total Conditioning 24910 3183 10612' 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are cig loads Hourly Analysis Program v4.61 Page 3 of 7 Space Design Load Summary for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/202 Prepared by: - 10:48A TABLE 1.1.A. COMPONENT LOADS FOR SPACE " Exit. RESIDENCE " IN ZONE " Zone 1" DESIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1500 COOLING OA DB / WB 91.0 °F 177.0 °F OCCUPIED T-STAT 75.0 °F HEATING DATA AT DES HTG HEATING OA DB / WB 46.0 °F / 38.6 °F OCCUPIED TSTAT 70.0 °F Sensible Latent Sensible Latent SPACE LOADS Details (BTU/hr) (BTU/hr) `' Details (BTU/hr) (BTU/hr) Window & Skylight Solar Loads 103 ft2 2625 - 103 ft2 - - Wall Transmission 943 ft2 6130 - 943 ft2 5182 - Roof Transmission 1071 ft2 1670 - 1071 ft2 744 - Window Transmission 103 ft2 1361 - 103 ft2 2341 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads ft2 167 - 40 ft2 288 - Floor Transmission _40 1070 ft2 0 - 1070 ft2 0 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 1412 W 4819 - 0 0 - Task Lighting 1284 W 4381 - 0 0 - Electric Equipment 500 W 1706 - 0 0 - People 4 1120 1080 0 0 0 Infiltration - 1232 2101 - 2772 0 Miscellaneous 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 >> Total Zone Loads 26212 3181 113271 0 TABLE 1.1.B. ENVELOPE LOADS FOR SPACE " Exit, RESIDENCE " IN ZONE " Zone 1 " COOLING COOLING HEATING'' Area U-Value Shade TRANS SOLAR TRANS (ft2) (BTU/(hr ft2= F)) Coeff. (BTU/hr) (BTU/hr) (B1 il/hr) N EXPOSURE WALL 258 0.229 - 1086 - 1419 WINDOW 1 24 0.950 0.800 318 376 547 WINDOW 2 22 0.950 0.800 287 340 494 DOOR 20 0.300 - 84 - 144 E EXPOSURE WALL 195 0.229 - 1573 - 1071 WINDOW 1 24 0.950 0.800 318 934 547 S EXPOSURE WALL 283 0.229 - 1801 - 1555 WINDOW 1 12 0.950 0.800 159 291 274 WINDOW 2 9 0.950 0.800 119 218 205 DOOR 20 0.300 - 84 - 144 E EXPOSURE WALL 207 0.229 1670 - 1137 WINDOW 1 12 0.9501 0.800 159 467 274 N EXPOSURE ROOF 377 0.029 579 - 262 E EXPOSURE ROOF 169 0.029 260 - 117 S EXPOSURE ROOF 356 0.029 - 564 - 247 W EXPOSURE ROOF 1691 0.029 - 267 - 117 Hourly Analysis Program v4.61 Space Design Load Summary for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/202 Prepared by: - 10:48A Hourly Analysis Program v4.61 Page 5 of 7 Hourly Air System Design Day Loads for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/202 Prepared by: - 10:48AIV DESIGN MONTH: JULY Hour OA TEMP °F SUPPLY AIRFLOW (CFM) CENTRAL COOLING SENSIBLE (MBH CENTRAL COOLING TOTAL MBH) CENTRAL HEATING COIL (MBH) PRECOOL COIL (MBH); PREHEAT COIL MBH) TERMINAL COOLING (MBH) TERMINAL HEATING (MBH) ZONE HEATING UNIT (MBH 0000 81.7 1374 18.7 21.3 0.0 0.0 0.0 0.0 0.0 0.0 0100 81.1 1374 17.5 19.9 0.0 0.0 0.01 0.0 0.0 0.0 0200 80.51 1374 18.5 21.2 0.0 0.0 0.0 0.0 0.0 0.0 0300 80.11 1374 17.1 19.5 0.0 0.0 0.0 0.0 0.0 0.0 0400 79.71 1374 17.2 19.7 0.0 0.0 0.0 0.0 0.0 0.0 0500 79.61 1374 16.2 18.6 0.0 0.0 0.0 0.0 0.0 0.0 0600 79.81 1374 17.4 19.9 0.0 0.0 0.0 0.0 0.0 0.0 0700 80.41 1374 18.3 20.9 0.0 0.0 0.0 0.0 0.0 0.0 0800 81.4 1374 18.5 21.1 0.0 0.0 0.01 0.0 0.0 0.0 0900 82.9 1374 20.0 22.81 0.0 0.0 0.0 0.0 0.0 0.0 1000 84.6 1374 21.4 24.3 0.0 0.0 0.0 0.0 0.0 0.0 1100 86.6 1374 22.0 24.8 0.0 0.0 0.0 0.0 0.0 0.0 1200 88.4 1374 22.5 25.4 0.0 0.0 0.0 0.0 0.0 0.0 1300 89.7 1374 23.7 26.8 0.0 0.0 0.0 0.0 0.0 0.0 1400 90.7 1374 24.5 27.6 0.0 0.0 0.0 0.0 0.0 0.0 1500 91.0 1374 24.0 27.0 0.0 0.0 0.0 0.0 0.0 0.0 1600 90.7 1374 23.4 26.4 0.0 0.0 0.0 0.0 0.0 0.0 1700 89.9 1374 23.7 26.8 0.0 0.0 0.0 0.0 0.0 0.0 1800 88.6 1374 22.6 25.6 0.0 0.0 0.0 0.0 0.0 0.0 1900 87.1 1374 22.2 25.2 0.0 0.0 0.0 0.0 0.01 0.0 2000 85.6 1374 20.9 23.6 0.0 0.0 0.0 0.0 0.0 0.0 2100 84A 13741 20.7 23.5 0.0 0.0 0.0 0.0 0.0 0.0 2200 83.2 13741 19.5 22.21 0.0 0.01 0.01 0.0 0.0 0.0 2300 82.3 13741 19.4 22.01 0.0 0.01 0.01 0.0 0.0 0.0 Hourly Analysis Program v4.61 Page 6 of 7 Hourly Zone Loads for AHU/CU-1 Project Name: 142 NW 111 ST 01/30/202 Prepared by: - 10:48A ZONE: Zone 1 DESIGN MONTH: JULY Hour OA TEMP °F ZONE TEMP 'F RH %) ZONE AIRFLOW (CFM) ZONE SENSIBLE LOAD (BTU/hr ZONE CONU BTU/hr TERMINAL COOLING COIL BTU/hr TERMINAL HEATING COIL BTU/hr ZONE HEATING' UNIT' BTU1hr 0000 81.7 76.0 64 1373.8 18946.2 18741.0 0.0 0.0 0.0 0100 81.11 76.3 661 1373.8 18407.8 17503.2 0.0 0.0 0.0 0200 80.5 75.7 64 1373.8 17915.1 18538.4 0.0 0.0 0.0 0300 80.1 76.0 67 1373.8 17479.0 17103.8 0.0 0.0 0.0 0400 79.7 75.8 67 1373.8 17093.8 17188.8 0.0 0.0 0.0 0500 79.6 76.0 68 1373.8 16774.1 16225.1 0.0 0.0 0.0 0600 79.8 75.8 66 1373.8 17277.9 17410.0 0.0 0.0 0.0 0700 1 80.4 75.7 65 1373.8 18140.1 18309.6 0.0 0.0 0.0 0800 81.41 76.0 641 1373.8 19194.4 18521.3 0.0 0.0 0.0 0900 82.91 76.0 62 1373.8 20602.3 20016.2 0.0 0.0 0.0 1000 84.6 76.0 60 1373.8 22019.5 21437.6 0.0 0.0 0.0 1100 86.6 76.3 59 1373.8 23176.4 21954.3 0.0 0.0 0.0 1200 88.4 76.5 59 1373.8 24100.2 22479.0 0.0 0.0 0.0 1300 89.7 76.3 57 1373.8 24773.5 23731.8 0.0 0.0 0.0 1400 90.7 76.1 56 1373.8 25088.6 24495.7 0.0 0.0 0.0 1500 91.0 76.3 56 1373.8 25127.9 23959.3 0.0 0.0 0.0 1600 90.7 76.5 57 1373.8 24943.7 23385.0 0.0 0.0 0.0 1700 89.9 76.3 57 1373.8 24556.6 23724.8 0.0 0.0 0.0 1800 88.6 76.4 58 1373.8 23794.0 22633.5 0.0 0.0 0.0 1900 87.1 76.2 59 1373.8 22812.8 22240.4 0.0 0.0 0.0 2000 85.6 76.4 61 1373.8 21912.1 20864.5 0.0 0.0 0.0 2100 84.4 76.11 611 1373.8 21043.0 20714.41 0.0 0.0 0.0 2200 83.2 76.21 631 1373.8 20248.7 19522.01 0.0 0.0 0.0 2300 82.3 76.01 631 1373.8 19552.7 19356.51 0.0 0.0 0.0 Hourly Analysis Program v4.61 Page 7 of 7 FORMS FLORIDA BUILDING CODE, ENERGY COUSERVA77ON Residential Building Thermal Envelope Approach FORM R402-2017 Climate Zone ❑ Scope: Compliance with Section R401.2(1) of the Florida Building Code, Energy Conservation, shall be demonstrated by the use of Form R402 for single- and muttiple-family residences of three stories or less in height, additions to existing residential buildings, alterations, renovations and building systems in existing buildings, as applicable, To comply, a building must meet or exceed all of the energy efficiency requirements on Table R402A and all applicable mandatory requirements summarized in Table R402B of this form. If a building does not comply with this method, or by the UA Alternative method, it may still comply under Section R405 of the Florida Building Code, Energy Corrservation- PROJECT NAME AND ADDRESS: / 4 L At LtJ I // 4V 4,LA A4 •li- '114%UBUILDER: OWNER: (.• 3 y I iD PERIWIT"AWG OFFICE:, JURISDICTION NUMBER: PERMIT NUMBER: General "instructions 1. Fill in all the applicable spaces of the "To Be installed" column on Table R402A with the information requested All "To Be Installed" values must be equal to or more efficient than the required levels. 2. Complete page 1 based on the "To Be Installed" column information. 3. Read the requirements of Table R402B and check each box to indicate your intent to comply with all applicable items. 4. Read, sign and date the " Prelmred By" certitkxthm statement at the bottom of gage i. The owner or owner's agent must also s#syn and date the form 1. Newconstruction, addition, or existing building 9,. - -- 2. Single-family detached or mulliple4amily attached 3. If multiple -family, number of units covered by this submission 3. 4. Is this a worst case? (yes/no) 4, S. Conditioned fluor arm {sq. ft.) S. i )' _--- � F / (o 6. Windows, type and area a) U-factor: 6a. b) Solar Heat Gain Coetfacient (SHGC) 61X c) Area 6e. 7. Skylights b) Solar Heat Gain Coefficient (SHGC) 7b. a. .Floor type, area or perimeter, and insulation: a) Slab -on -grade (R-value) b) Wood, raised (R-value) 8b. - c) Wood, common (R-value) Or_ dl Concrete, raiser! (fa votive') 8d. _ e) Concrete, common (Ri value) ae. 9. Wall type and Insulation: a) Exterior: 1. Wood frame (Insulation R-value)--- 2. Masonry (Insulation R-value) 9a2 /6! b) Adjacent: 1. Wood frame (insulation R-value) 9bl. 2. A-sonry (insut lion R-wak-1 9b2- -- 10. Ceiling type and insulation a) Attic (insulation R-value) 10a. b) Single assembly (Insulation R-value) 10b. 11. Air distribution system: a) Duct location, insulation 11a. b) AHU location 11b. c) Total duct leakage. Test report attached. 11 c. _ m/l00 s.f. Yes ❑ No ❑ 12. Cooling.system: a 12a. !✓4'e- ±4t::C_ _ �t��\, 13. Heating sY � ......I ,�` 12b. %CD 13a. i Q�b) effigy �, •�'.� �I 13b. j� 14. HVAC at 14 �Z Q- Yes ❑ No❑ 4s a) type 15 waterer 15a.�- . . b) elf 15b. 9 Zt I hereby cfy iqa pf tby this faun are: Review of plans and specfiicatforts covered by this tams indicate In compli ce with ui deg AQ Conservation, O compliance with the Florida Building Code, Energy Conservallon. Before PREPAREL�BY• 7� 1 he: eeby that th, as n ilea :Florida BuMng construction is complete, this building will be Inspected for compliance to veith Section Ss3.908, F.S. .accorslanoe Code, Energy't�n^ Q r ' r OWNER/AGENT) `yQ s� Date _ CODE OFFICIAL_ DOW_ `a G ``ERGY FLORIDA BUILDING CO�l -5 CONSERVATION, 6th EDITION (2017) R-65 1 r 1 1 1 1 1 1 1 i 1 i 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 FORMS TABLE R402A BUILDING COMPONENT PRESCRIPTIVE REQUIREMENTS' INSTALLED VALUES Climate Zone 1 Climate Zone 2 iVtu tsvots &LFddw= NR OtFachrr = t3.4t3' ttFactor = SHGC = 0.25 SHGC = 0.25 SHGC = / Skylights lLtador = 0.75 !/-factor = 0.65 U-factor SHGC = 0.30 SHW = 0.30 SHGC = Doors: Exterior door tMactor = NR U-factor = 0.401 U factor=WA Floors: _ Siab-on-Grade NR NR Over unconditioned spaces" R-13 R-13 FlWalue = A walls': Ext. and Ad). Frame R-13 R-13 R-Value = Mass Insulation on wall interior R-4 R-6 R-Value =. Insulation on wall exterior R-3 RA R•Value = Ceilings' R=30 R=38 R Value = Air infiltration Blower door test is required on the building envelope to verity leakage < 1 ACH; Total leakage = ACH test report provided to code official. Test report attiophecI7 Yes O Na Air distribution system': Air handling unit Duct R-value Not allowed in attic R vaiue? R-8 (supply in ? R-6 duct locations) L�aGonr/ ocatio : afts) oT (all other Air leakage': Dud test Postconostruction test Total feakage 5 4 chN1100 s.t. Rougtria test Tataf leakage <_ 4 ckn/100 s.f. (air handier installed) Tout leakage = dmft OOs.f. Test report Attached? Yes ❑ No ❑ Total leakage <_ 3 elm/100 s.f. (air handler not installed) Ducts in conditioned space Test not required if all duds and AHU are in conditioned space Location: Air conditioning system: Minimum federal standard required by KAECA6; Central system <_ 65,000 Bttdh SEER 14.0 Room unit or PTAC EER [from Table C4032.3(3)) SEER = SEE ! . Other. See TablesC4032 3(t)-(11) Heating system: Minimum federal standard required by NAECAG Heat pump < 65,D00 Bluth HSPF 8.2 HSPF = Gas furnace. non -weatherized AFUE 80% AFUE = Oil furnace, non-weathertzed AFUE B30% AFUE = Other. Water heating system (storage type): Afinimtun federal end required by NAECAs: Electric' 40 gal_ EF = 0.92 Gallons = 40 50 gal: EF = 0-90 EF =. 9 -jam Gas fired" 40 gat: EF = 0.59 Gallons = 50 gal: EF = 0.58 EF = Other (describe). NR = No requirement. (1) Each component present in the As Proposed home must meet or exceed each of the applicable performance criteria in order to comply with this code using this method. (^_) For impact rated fenestration complying with Section R301.2.1.2 of the Florida Building Carle, Residential or Section 1609.1.2 of the Florida Building Code, Building, the maximum U-factor shall be 0.65 in Climate Zone 2. An area -weighted average of U-factor and SHGC shall be accepted to meet the wc(titruntents, rx ntr to ? 5 uftrarc tc'ct al gl zvd fi:ires(ratitlrr arcs are exempted tiom the b'-6mar and Sf(GC requirement based on Sections R402.3, f, R402.3.2 and R402.3.3. 13) (.hie side -hinged opaque door assembly up to 24 square feet is exempted from this U-factor requirement. a1.i. a.,,.,�,,.,,. ,,, +r,n .,,,,,a....................t .>.,a., .... - «r.,.d..,..,.......r,-.,.,......:.r....._....r..............-.......»..,..,....._...._. .. ,.,,... o_ requirement must ne met except it at least N) percent of tnc insulation required lot, the • extenor of wall" is installed exterior ot, or integral to, the wall. (5) Ducts & AHU installed "substantially leak free" per Section R403.3.2. Test required by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 48t1.105(3)(f), (g) or (i), Flrnida Statutes. The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. (6) Minimum efficiencies are those set by the National Appliance Energy Conservation Acl of 1987 for Cypical residential equipment and are subject to NAECA rules and regulations. For other types of equipment, see Tables C403.2.3(1-11) of the Commercial Provisions of the Florida Building Code, Energy Consrr•i'atinrr. (7) For other- electric storage volumes, minimum EF = R97 - (0.00132 * volume). (9) For other nalural gas Storage volumes, minimum EF = 0,67 - (0,0019 * volume). R-56 FLORIDA BUILDING CODE —,ENERGY CONSERVATION, 6th EDiTION.(2017) FORMS [TABLE R402B MANDATORY REQUIREMENTS Component Section Summary of Requirement(s) Check Air leakage R402.4 To be , gasketed, weathersbipped or otherwise sealed per Tattle R4M4.1.1. Recessed fightkV IC -rated as having _<2.0 chn tested to ASTM E 2W. Windows and doors: 0.3 ekm/sq. ft. (swinging doors: 0.5 dm/st) when tested to NFRC 400 or �� AAMA/WDMA/CSA 101 A.S. 21A440. Fhreptaces Trgh"Iting flue dampers & outdoor combustion air. Programmable R403.12 A programmable thermostat is required for the primary heating or cooling system. thermostat VS R40.3.2 Ducts shag be tested as per Section R403.3.2 by either tiid%iduaks as defined in Section 553.993(5) or (7), Florida Air distribution system R403.3.4 Mutes, or indrririvats licensed as set forth in Section 489.105(3) (f), (g) or (), Florida Statutes. Air handling units n%�j) are not allowed in attics. � %�/�L Water heaters R403 5 Comply wih efilidencies in Table C404.2. Hot aalier pipes insulated to > R 3 io kitchen outlets, other cases. Circulating systems to have an automatic or accessible manual OFF swilcK Heat trap required for vertical pipe V z e risers. 4SWIMMIfIg pods & spas R40&10 Spas and heated poets mast have vaporrelard covers or a hgtud corer m other means proven to reduce heat loss except it 70'Y of heat from site -recovered energy. OffAimer switch required. Gas heaters minimum themnaf efficiency is 829%. Heat pump pool heaters minimum COP is 4.0. Cooling/heating R4017 S-g calculation performed & attached. Special aceasien cooling or heating capacity requires separate system or r equipment variable capacity system. Lighting equipment R404_1 At least 75% of permanently installed lighting fixtures shall be high -efficacy lamps. FLORIDA BUILDING CODE — ENERGY CONSERVATION, Sth EDITION (2017) R-57 STRUCTURAL CALCULATION FOR RESIDENCE RENOVATION AND LEGALIZATION 142 nW 111th STREET, MIAMI SHORES, FL cl) W �,1 � •' Q. O '• Vi It'.QFGISTER� RUBEN JUAN PUJOL ARCHITECT, P.A. A.I.A. AR # 0010458; AA. 26002479 N.A.C.A. 12237 S.W. 204 TERRACE MIAMI, FL 33177 STRUCTURAL CALCULATIONS FOR RESIDENCE RENOVATION 142 NW 111th ST MIAMI, FL 33168-4323 Oly", 1.- DESIGN CRITERIA-------------------------------------------------------------------------------------PAGE 41 2.- WOOD JOIST DESIGN -------------------------------------------------------------------------------- PAGE #24 3.- WOOD BEAM DESIGN -------------------------------------------------------------------------------- PAGE #5-7 4.- WOOD JOIST REACTION AND CONNECTOR ------------------------------------------------- PAGE #8-50 DESIGN CRITERIA STRUCTURAL CALCULATIONS FOR RESIDENCE RENOVATION 142 NW 111th ST MIAMI, FL 33168-4323 DESIGN CRITERIA Florida Building Code 2017 (FBC 2017) American Concrete Institute 318-14 (ACI 318-14). International Building Code 2015 (IBC 2015)Wind Load: ASCE 7-10 - Wind Velocity 175 mph - Risk Category 11 - Exposure C - Kd = 0.85 Design Loads: Floor Loads - Live Load = 40 psf - Superimposed Dead Load = 10 psf - Dead Load = 15 psf Roof Loads: - Live Load = 30 psf - Dead Load = 15 psf - Concrete Strength at 28 days - 3000 psi - Reinforcing - 60,000 psi - Wood Fb Current Wood Code NDS 2015, Issued by American Wood Council with Revised Design Values for Southern Pine Specie -Masonry F'm 1,500 psi (F'c=1900 psi) - Presumably Soil Bearing Capacity = 2000 psf WOOD JOIST DESIGN STRUCTURAL CALCULATIONS FOR RESIDENCE RENOVATION 142 NW 111th ST MIAMI, FL 33168-4323 WOOD JOIST DESIGN CHECK FOR J-1 AT KITCHEN AND BATHROOM FLOOR SPAN 11.0 FT DLI f SDL1 = 10 sf ILL ' , P1orG—nblong :_, 1.33•f# _w _ P . _ p. L,LI .- 40 psf 10 s VERTICAL DEAD LOADS AT FLOOR FloorDL :_ (DL1 + SDL1)•Flortriblong = 26.6•plf 27•pif VERTICAL LIVE LOADS AT ROOF F1oorLL := LL1 •Flortriblong = 53.2•plf LL :— F1oorLL. = 53•pl�i By Calculations Annexed: USE NEW SISTER 2"x8"@16" O.C. WOOD JOIST No.2 SOUTHERN PINE 2" THICK AND 8" WIDE JOIN TO EXISTING DAMAGED JOIST WITH 10d-21/2"@12" NAILS STAGGERED DL LL SPAN=11.0 ft LL = 53•p1 SPAN RDL RDL RLL RLL RDL := 161 lb RDL = 161 lb RLL := 293 • Ib RLL = 293 lb Project Title: Engineer: Project ID: Project Descr: RESIDENCE RENOVATION Printed: 21 JAN 2020, 4:17PM Wood Beam DESCRIPTION: WOOD JOIST DESIGN CHECK FOR J-1 AT KITCHEN AND BATHROOM FLOOR SPAN 11.0 FT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 925.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 925.0 psi Ebend- xx 1,400.Oksi Fc - PHI 1,350.Opsi Eminbend - xx 510.Oksi Wood Species : Southern Pine Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick: 8" Wide Fv 175.Opsi Ft 550.Opsi Density 34.330pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Applied Loads 2x8 Span = 11.0 ft i Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.020, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.930 1 Maximum Shear Stress Ratio Section used for this span 2x8 Section used for this span = 1,138.02psi = 1,223.31 psi Load Combination +D+L+H Location of maximum on span = 5.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.264 in Ratio: Max Upward Transient Deflection 0.000 in Ratio: Max Downward Total Deflection 0.409 in Ratio Max Upward Total Deflection 0.000 in Ratio: Maximum Forces 8_ Stresses for Load Load Combination Max Stress Ratios _Combinations Segment Length Span # M V C d C FN C i Cr +D+H Length = 11.0 It 1 0.366 0.125 0.90 1.000 1.00 1.15 +D+L+H 1.000 1.00 1.15 Length = 11.0 it 1 0.930 0.318 1.00 1.000 1.00 1.15 +D+Lr+H 1.000 1.00 1.15 Length = 11.0 ft 1 0.264 0.090 1.25 1.000 1.00 1.15 +D+S+H 1.000 1.00 1.15 Length = 11.0 ft 1 0.287 0.098 1.15 1.000 1.00 1.15 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 Length = 11.0 ft 1 0.624 0.213 1.25 1.000 1.00 1.15 +D+0.750L+0.750S+H 1.000 1.00 1.15 Length = 11.0 It 1 0.678 0.232 1.15 1.000 1.00 1.15 Load Combination Location of maximum on span Span # where maximum occurs 499 >=360 0 <360 322 >=240 0 <240 Moment Values Cm C t CL M fb JP -,inn C 0.318 : 1 2x8 55.66 psi 175.00 psi +D+L+H 10.398 ft = Span # 1 Shear Values Fb V fv Pv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.44 403.21 1100.98 0.14 19.72 157.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.25 1,138.02 1223.31 0.40 55.66 175.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.44 403.21 1529.14 0.14 19.72 218.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.44 403.21 1406.81 0.14 19.72 201.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 954.32 1529.14 0.34 46.68 218.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.05 954.32 1406.81 0.34 46.68 201.25 Project Title: Engineer: Project ID: Project Descr: RESIDENCE RENOVATION Wood Beam 4 serstENGtNE-11np#oiNW6ELT-1- Printed: 21 JAN 2020, 4:17PM AN -1CAL ON Software copzgv ENERCALC, iNC.1993-zm9 BtHa 12.1l111.30 DIVERSIFIED STRUCTURAL DESIGN, INC. DESCRIPTION: WOOD JOIST DESIGN CHECK FOR J-1 AT KITCHEN AND BATHROOM FLOOR SPAN 11.0 FT Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F_N C i Cr C m C t C L M fb F'b V tv F'v +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.206 0.070 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.44 403.21 1957.30 0.14 19.72 280.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.206 0.070 1.60 1,000 1.00 1.15 1.00 1.00 1.00 0.44 403.21 1957.30 0.14 19.72 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.488 0.167 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.05 954.32 1957.30 0.34 46.68 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.488 0.167 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.05 954.32 1957.30 0.34 46.68 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.488 0.167 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.05 954.32 1957.30 0.34 46.68 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.124 0.042 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.26 241.93 1957.30 0.09 11.83 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.124 0.042 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.26 241.93 1957.30 0.09 11.83 280.00 Overall Maximum Deflections Load Combination Span Max. ' =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.4094 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.453 0.453 Overall MINimum 0.293 0.293 +D+H 0.161 0.161 +D+L+H 0.453 0.453 +D+Lr+H 0.161 0.161 +D+S+H 0.161 0.161 +D+0.750Lr+0.750L+H 0.380 0.380 +D+0.750L+0.750S+H 0.380 0.380 +D+0.60W+H 0.161 0.161 +D+0.70E+H 0.161 0.161 +D+0.750Lr+0.750L+0.450W+H 0.380 0.380 +D+0.750L+0.750S+0.450W+H 0.380 0.380 +D+0.750L+0.750S+0.5250E+H 0.380 0.380 +0.60D+0.60W+0.60H 0.096 0.096 +0.60D+0.70E+0.60H 0.096 0.096 D Only 0.161 0.161 Lr Only L Only 0.293 0.293 S Only W Only E Only H Only WOOD BEAM DESIGN STRUCTURAL CALCULATIONS FOR RESIDENCE RENOVATION 142 NW 111th ST MIAMI, FL 33168-4323 WOOD BEAM DESIGN WB-1 TWO SPAN 7.92AND 7.58 FT r— _—_ _ .` ?67 _- Rooftriblong := �— + 1.33)ft = 5.17 ft 2 VERTICAL DEAD LOADS AT ROOF RoofDL := Rooftriblong• DL 1 = 77.47 • plf DI L := Roofi}L = 77 ft VERTICAL LIVE LOADS AT ROOF RoofLL := LL1 Rooftriblong = 154.95•plf LL := Roo L _ plf , L_ By Calculations Annexed: Use (2) 2"x12" Wood Beam Select Structural Southern Pine. 2" Thick and 12" Wide DL 77 if' LL �155 • plE DL LL RDL1 RDL2 RDL3 RLU RLL2 RLL3 RDLI := 258-1b RLLI := 467•1b RDL2:= 830-Ib RLL2:= 1503.1b RDL3 := 240•Ib RLL3 := 434•1b Roof Loads 15psmf �LLIy�� _3tiypsf SPAN 1=7.92 ft SPAN2=7.85 ft Project Title: Engineer: Project ID: Project Descr: RESIDENCE RENOVATION Printed: 24 JAN 2020, 11:28AM �ENC. isesENtN0xlAfiGETIRHIN-UUAMi1tCRU R510WOOfBeam Lic.#:XW�06006869DIVERSIFIED Software wpyright ENFRCALC, INC.1983-2019, 13uild:12.19.11.30 STRUCTURAL DESIGN, INC.; DESCRIPTION: WOOD BEAM DESIGN WB-1 TWO SPAN 7.92 AND 7.58 FT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 750.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 750.0 psi Ebend- xx 1,400.Oksi Fc - PHI 1,250.Opsi Eminbend - xx 510.Oksi Wood Species : Southern Pine Fc - Perp 56 5. 0 psi Wood Grade : No.2: 2" - 4" Thick : 12" Wide Fv 175.Opsi Ft 450.Opsi Density 34.330pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2-2x12 2-2x12'- Span = 7.920 ft 8pan = 7;580 ft Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.030 ksf, Tributary Width = 5.170 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.458 1 Maximum Shear Stress Ratio Section used for this span 2-2x12 Section used for this span = 343.17psi = 750.00psi Load Combination +D+L+H Load Combination Location of maximum on span = 7.920ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 7777 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.019 in Ratio = 5011 >=240 Max Upward Total Deflection -0.000 in Ratio = 591050>=240 Maximum Forces 8r Stresses for Load C_ombinations_____ Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C I C L Length = 7.920 It 1 0.181 0.096 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.580 It 2 0.181 0.096 0.90 1.000 1.00 1.00 1.00 1,00 1.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.920 ft 1 0.458 0.243 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.580 ft 2 0.458 0.243 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.920 ft 1 0.130 0.069 1.25 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.580 It 2 0.130 0.069 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.920 ft 1 0.141 0.075 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.580 ft 2 0.141 0.075 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 0.64 122.04 0.64 122.04 1.81 343.17 1.81 343.17 0.64 122.04 0.64 122.04 0.64 122.04 0.64 122.04 Fb 0.00 675.00 675.00 0.00 750.00 750.00 0.00 937.50 937.50 0.00 862.50 862.50 0.243 :1 2-2x12 42.58 psi 175.00 psi +D+L+H 6.991 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.34 15.14 157.50 0.33 15.14 157.50 0.00 0.00 0.00 0.96 42.58 175.00 0.93 42.58 175.00 0.00 0.00 0.00 0.34 15.14 218.75 0.33 15.14 218.75 0.00 0.00 0.00 0.34 15.14 201.25 0.33 15.14 201.25 Project Title: Engineer: Project ID: Project Descr: RESIDENCE RENOVATION Printed: 24 JAN 2020. 11:28AM Wood Beam DESCRIPTION: WOOD BEAM DESIGN WB-1 TWO SPAN 7.92 AND 7.58 FT Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V tv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.307 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 937.50 0.80 35.72 218.75 Length = 7.580 ft 2 0.307 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 937.50 0.78 35.72 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.334 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 862.50 0.80 35.72 201.25 Length = 7.580 ft 2 0.334 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 862.50 0.78 35.72 201.25 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.102 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 122.04 1200.00 0.34 15.14 280.00 Length = 7.580 ft 2 0.102 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 122.04 1200.00 0.33 15.14 280.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.102 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 122.04 1200.00 0.34 15.14 280.00 Length = 7.580 ft 2 0.102 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 122.04 1200.00 0.33 15.14 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.240 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 1200.00 0.80 35.72 280.00 Length = 7.580 ft 2 0.240 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 1200.00 0.78 35.72 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.240 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 1200.00 0.80 35.72 280.00 Length = 7.580 ft 2 0.240 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 1200.00 0.78 35.72 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.240 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 1200.00 0.80 35.72 280.00 Length = 7.580 ft 1 0.240 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 287.89 1200.00 0.78 35.72 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.061 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 73.22 1200.00 0.20 9.08 280.00 Length = 7.580 ft 2 0.061 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 73.22 1200.00 0.20 9.08 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.920 ft 1 0.061 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 73.22 1200.00 0.20 9.08 280.00 Length = 7.580 ft 2 0.061 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 73.22 1200.00 0.20 9.08 280.00 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination +D+L+H - 1 0.0190 3.407 --- +D+L+H 2 O.0140 4.446 +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.750S+0.450 W+H +D+0.750L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0.725 2.333 0.673 0.467 1.503 0.434 0.258 0.830 0.240 0.725 2.333 0.673 0.258 0.830 0.240 0.258 0.830 0.240 0.608 1.957 0.565 0.608 1.957 0.565 0.258 0.830 0.240 0.258 0.830 0.240 0.608 1.957 0.565 0.608 1.957 0.565 0.608 1.957 0.565 0.155 0.498 0.144 0.155 0.498 0.144 0.258 0.830 0.240 0.467 1.503 0.434 Max. "+" Defl Location in Span 0.0000 0.000 -0.0001 0.127 Values in KIPS WOOD JOIST REACTION AND CONNECTOR Calculations Prepared by: Date: Jan 24, 2020 MecaWind v2302 www.meca. biz, Location: MIAMI FLORIDA Description: RESIDENCE RENOVATION File Location: C:\Users\Engineer2\Dropbox\ANGEL TRABAJOS\IRAHIN Y JUAN 2020\ JUAN REPAIR FLOOR AND TERRACE\WOOD TRUSS REACTION\MFCAWIN WOOD JOIST.wnd Basic Wind Parameters Wind Load Standard = ASCE 7-10 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft SDB = Simple Diaphragm Building = False Reacs = Show the Base Reactions in the output = False MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Hipped W Width Perp to Ridge = 38.000 ft L Length Along Ridge = 41.000 ft EHt Eave Height = 10.000 ft Hip Ridge Hipped Length = 15.330 ft RE Roof Entry Method = Slope Slope Slope of Roof = 4.0 :12 Theta Roof Slope = 18.43 Deg Par Is there a Parapet = False Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = Overhang OH = Overhang of Roof Beyond Wall = 2.000 ft Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: 2 8 EHt = Eave Height = 10.000 ft RHt = Ridge Height = 16.333 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 13.167 ft Zh = Mean Roof Height for Kh: h i Base Dist = 13.167 ft Kh = Since Zh<15 ft [4.572 m] --> 2.01 (15/zg)^(2/Alpha) = 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 RA = Roof Area = 2022.00 sq ft LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 psf gin = For Negative Internal Pressure of Enclosed Building use qh*LF = 33.94 psf qip = For Positive internal Pressure of Enclosed Building use qh*LF = 33.94 psf Gust Factor Calculation: GusC. Fac.t.or Category T Ki.q,d. Str.uc'_uxes - G.impl:if:i.ed. Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust:. Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 Ht = 15.000 ft Izm = Cc * (33 / Zm) 0.167 = 0.228 Lzm = L * (Zm / 33) Epsilon = 427.057 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.926 G2 = 0.925*((1+1.7*lzm*3.4*Q)i(1+1.7*3.4*lzm)) = 0.886 G.:st. Factor. Used i.x, Ana .ysi.., G = Lessor Of G1 or G2 = 0.850 N'r7FRS Wind Normal to Ridge (Ref Fig 27.4-11 h = Mean Roof Height Of Building = 13.167 ft RHt = Ridge Height Of Roof = 16.333 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 41.000 ft T = Horizontal Dimension Of building Parallel To Wind Direction = 38.000 ft L/B = Ratio Of L/B used For. Cp determination = 0.927 h/L = Ratio Of h/L used For Cp determination = 0.346 Slope = Slope of Roof = 18.43 Deg OH_Bot_-Y = Overhang Bottom Surface (Windward Only) = 0.8, 0.8 OH_Top_+Y = Overhang Top +Y (Leeward) = -0.57, -0.57 OH_Top_-Y = Overhang Top Windward Edge = 0.06, -0.41 OH X ]_ = Overhang Top +/-X Coeff (0 to h) (0.000 ft to 13.167 ft) = -0.18, -0.9 OH X 2 = Overhang Top +/-X Coeff (h to 2h) (13.167 ft to 26.333 ft) = -0.18, -0.5 OH_X_3 = Overhang Top +/--X Coeff (>2h) (>26.333 ft) = -0.18, -0.3 OH_X_4 = Overhang Top +/-X Coeff (0 to h) (0.000 ft to 13.167 ft) = -0.18, -0.9 GH_X_5 = Overhang Top +/--X Coeff (h to 2h) (13.167 ft to 26.333 ft) = -0.18, -0.5 011_X_6 = Overhang Top +/-X Coeff (>2h) (>26.333 ft) = -0.18, -0.3 Roof_LW = Roof (Leeward) = -0.57, -0.57 Roof WW = Roof (Windward) = 0.06, -0.41 Roof X 1 = Roof +/-X Coeff (0 to h) (0.000 ft to 13.167 ft) = -0.18, -0.9 Roof X 2 = Roof +/-X Coeff (h to 2h) (13.167 ft to 26.333 ft) = -0.18, -0.5 Roof_X_3 = Roof +/-X Coeff (>2h) (>26.333 ft) = -0.18, -0.3 Roof X 4 = Roof +/-X Coeff (0 to h) (0.000 ft to 13.167 ft) = -0.18, -0.9 Roof X 5 = Roof +/-X Coeff (h to 2h) (13.167 ft to 26.333 ft) = -0.18, -0.5 Roof_X_6 = Roof +/-X Coeff (>2h) (>26.333 ft) = -0.18, -0.3 Cp-WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp-LW = Leward Wall Coefficient Using L/B = -0.50 Cp-SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi ft psf psf 10.00 0.849 1.000 33.94 0.18 Windward Leeward Press Press psf psf 16.97 -20.53 Side Total Press Press psf psf -26.30 37.51 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Press Press Press Press ft ----- psf psf ----- ----- ----- ----- psf -------- psi psf ------- psf 10.00 0.849 1.000 33.94 -0.18 29.19 ------ -8.32 -14.09 ----- 37.51 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd,V^2 GCP1. = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip +GCPi Total = Windward Press - Leeward Press + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive s Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp min Cp-max GCPi Pressure Pressure Pressure Pressure Dist Dist Pr. min* Pp_min* Pn max Pp_max ft ft psf psf psf psf Roof X 1 (+X) 0.000 13.167 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof X 2 (+X) 13.167 26.333 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof_X_3 (+X) 26.333 40.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Roof X 4 (-X) 0.000 13.167 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof X 5 (-X) 13.167 26.333--0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof X_6 (-X) 26.333 40.000-0.1.80 -0.300 0.180 0.92 -11.30 -2.55 -14.76 OH_X_l (+X) 0.000 13.167 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 OH_X_2 (+X) 13.167 26.333 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 OH_X_3 (-FX) 26.333 42.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 OH_X_4 (-X) 0.000 13.167 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 OH_X 5 (-X) 13.167 26.333 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 OH_X_6 (-X) 26.333 42.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 OH_Bot_-Y N/A N/A 0.800 0.800 0.000 23.08 23.08 23.08 23.08 OH_Top_-Y N/A N/A 0.060 -0.410 0.000 1.73 1.73 -11.83 -11.83 Roof_WW N/A N/A 0.060 -0.410 0.180 7.84 -4.38 -5.72 -17.94 OH_Top_+Y N/A N/A -0.570 -0.570 0.000 -16.44 -16.44 -16.44 -16.44 Roof LW N/A N/A -0.570 -0.570 0.180 -10.34 -22.55 -10.34 -22.55 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp-Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp -max = qh*G*Cp_max - qip*(+GCPi) Pn_max = qh*G*Cp_max - qin*(-GCpi) Pp_min* = qh*G*Cp min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge 2 = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-11 h = Mean Roof Height Of Building = 13.167 ft RHt = Ridge Height Of Roof = 16.333 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 38.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 41.000 ft L/B = Ratio Of L/B used For Cp determination = 1.079 h/L = Ratio Of h/L used For Cp determination = 0.321 Slope = Slope of Roof = 18.43 Deg Hip End _1 = Hipped End Coeff (>2h) (>26.333 ft) _ -0.18, -0.3 Hip End 2 = Hipped End Coeff (0 to h) (0.000 ft to 13.167 ft) _ -0.18, -0.9 Hip-End-3 = Hipped End Coeff (h to 2h) (13.167 ft to 26.333 ft) _ -0.18, -0.5 OH_Bot = Overhang Bottom (Windward Face Only) = 0.8, 0.8 OH_Top_l = Overhang Top Coeff (>2h) (>26.333 ft) _ -0.18, -0.3 OH_Top_2 = Overhang Top Coeff (G to h/2) (0.000 ft to 6.583 ft) _ -0.18, -0.9 OH_Top_3 = Overhang Top Coeff (0 tc h) (0.000 ft to 13.167 ft) _ -0.18, -0.9 OH_Top_4 = Overhang Top Coeff (h to 2h) (13.167 ft to 26.333 ft) _ -0.18, -0.5 OH_Top_5 = Overhang Top Coeff (>2h) (>26.333 ft) _ -0.18, -0.3 OH_Top_6 = Overhang Top Coeff (0 to h) (0.000 ft to 13.167 ft.) _ -0.18, -0.9 OH_Top_7 = Overhang Top Cceff (h to 2h) (13.167 ft to 26.333 ft) _ -0.18, -0.5 OH_Top _8 = Overhang Top Coeff (>2h) (>26.333 ft) _ -0.18, -0.3 Roof-1 = Roof Coeff (0 to h) (0.000 ft to 13.167 ft) _ -0.18, -0.9 Roof-2 = Roof Coeff (h to 2h) (13.167 ft to 26.333 ft) _ -0.18, -0.5 Roof 3 = Roof Coeff (>2h) (>26.333 ft) _ -0.18, -0.3 Roof _4 = Roof Coeff (0 to h) (0.000 ft to 13.167 ft) _ -0.18, -0.9 Roof-5 = Roof Coeff (h to 2h) (13.167 ft to 26.333 ft) _ -0.18, -0.5 Roof-6 = Roof Coeff (>2h) (>26.333 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) 0.80 Cp-LW = Leward Wall Coefficient Using L/B = -0.48 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a .load factor of 0.6 E1ev Kz Kzt qz GCPi ft psf psf 16.33 0.864 1.000 34.56 0.18 13.17 0.849 1.000 33.94 0.18 10.00 0.849 1.000 33.94 0.18 Windward Leeward Side Total Press Press Press Press psf psf psf psf 17.39 -20.08 -26.30 37.47 16.91 -20.08 -26.30 37.05 16.97 -20.08 -26.30 37.05 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Press Press Press Press ft psf psf psf psf psf psf 16.33 0.864 1.000 34.56 -0.18 29.61 -7.86 -14.09 37.47 13.17 0.849 1.000 33.94 -0.18 29.19 -7.86 -14.09 37.05 10.00 0.849 1.000 33.94 -0.18 29.19 -7.86 -14.09 37.05 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp LW - qip * +GCPi Total = Windward Press - Leeward Press + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp_min Cp_mar. GCPi Dist Dist ft ft OH_Top_l (+X) 26.333 45.000 -0.180 -0.300 0.000 OH-Top-2 (-X) 0.000 6.583 -0.180 -0.900 0.000 OH-Top-3 (-Y) 0.000 13.167 -0.180 -0.900 0.000 OH--Top-4 (-Y) 13.167 26.333 -0.180 -0.500 0.000 OH_Top_5 (-Y) 26.333 45.000 -0.180 -0.300 0.000 OH_Top_6 (+Y) 0.000 13.167 -0.180 -0.900 0.000 OH_Top_7 (+Y) 13.167 26.333 -0.180 -0.500 0.000 OH_Top_8 (+Y) 26.333 45.000 -0.180 -0.300 0.000 Roof-1 (+Y) 0.000 13.167 -0.180 -0.900 0.180 Roof 2 (+Y) 13.167 26.333 -0.180 -0.500 0.180 Roof 3 (+Y) 26.333 42.000 -0.180 -0.300 0.180 Roof 4 (-Y) 0.000 13.167 -0.180 -0.900 0.180 Roof 5 (-Y) 13.167 26.333 -0.180 -0.500 0.180 Roof 6 (-Y) 26.333 43.000 -0.180 -0.300 0.180 Hip-End-1 (+X) 26.333 43.000 -0.180 -0.300 0.180 Hip_End_2 (-X) 0.000 13.167 -0.180 -0.900 0.180 Hip End 3 (-X) 13.167 26.333 -0.180 -0.500 0.180 CH Bot N/A N/A 0.800 0.800 0.000 Pressure Pressure Pressure Pressure Pn_min* Pp_min* Pn_max Pp_max psf psf psf psf -5.19 -5.19 -8.66 -8.66 -5.19 -5.19 -25.97 -25.97 -5.19 -5.19 -25.97 -25.97 -5.19 -5.19 -14.43 -14.43 -5.19 -5.19 -8.66 -8.66 -5.19 -5.19 -25.97 -25.97 -5.19 -5.19 -14.43 -14.43 -5.19 -5.19 -8.66 -8.66 0.92 -11.30 -19.86 -32.07 0.92 -11.30 -8.32 -20.53 0.92 -11.30 -2.55 -14.76 0.92 -11.30 -19.86 -32.07 0.92 -11.30 -8.32 -20.53 0.92 -11.30 -2.55 -14.76 0.92 -11.30 -2.55 -14.76 0.92 -11.30 -19.86 -32.07 0.92 -11.30 -8.32 -20.53 23.08 23.08 23.08 23.08 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp_max = qh*G*Cp_max - qip'(+GCPi) Pn_max = qh*G*Cp_max - qin*(-GCpi) Pp_min* = qh*G*Cp min - qip*(+GCPi) Pn_min* = qh*G*Co_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Components and Cladding (C&C) Calculations per Ch 30 Part 1: So ogf 7 ir is a EHt = Eave Height = 10.000 ft RHt = Ridge Height = 16.333 ft h = Mean Roof Height:: 0.5*(EHt.+R.Ht) = 13.167 ft Zh = Mean Roof Height for Kh: h + Base -Dist = 13.167 ft Kh = Since Zh<15 ft [4.572 ml --> 2.01 * ( [15 ft or 4.572 ml / zg)^(2/Alpha)= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 psf LHD = Least Horizontal Dimension: 144-n(B, L) = 38.000 ft al = Min(0.1 * LHD, 0.4 * h = 3.800 ft a = Max(al, 0.04 * LHD, 3 f'. N .9 m)) = 3.800 ft Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf psf J-i 2 1.330 9.000 27.00 Yes 30.4-2B 0.414 -1.484 20.15 -56.49 PSHEAT 3 4.000 8.000 32.00 No 30.4-2B 0.399 -1.447 19.65 -55.24 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(G(-'p - GCpi) (Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF} For hip roofs with 7 Deg < Theta <= 27 Deg, edge strip and ridge press apply to each hip Per Fig 30.4-2B Note 6, Hip roofs with <= 25 Deg, Zone 3 shall be treated as Zone 2 STRUCTURAL CALCULATIONS FOR RESIDENCE RENOVATION 142 NW 111th ST MIAMI, FL 33168-4323 REACTIONS FOR WOOD JOIST AT ROOF% ♦ j� _ 4 W. ... Yr . ... x. Yam' w+✓.roMa'a 'TRIBUTARY Uplift DL L4 '" DL+LL 4, filet Truss Q1 Q2 LENGTH TRIBUTARY Reaction Reaction Reaction, ReactionUp111 Mark (01) (Psf WIDTH AREA (ibs) Qbs) {#bs} (ibs} J-1 20.15 56.49 9.00 1.33 5.99 338.09 149.63 179.55 329 248 PSHEAT 19.65 55.24 8.00 4.00 16.00 883.84 400.00 480.00 880 644 A B C D E F=D*E/2 G=C*F H 15*F 1=30*F I J=H+I K=G-0.6*H' USE CONNECTORS AS REPRESENTED IN THE PLANE. FOR WOOD JOIST USE: NVRT-16 TWIST STRAPS 14 GAUGE WITH (4)16d NAILS TO WOOD JOIST MEMBER AND FASTEN TO CONCRETE WITH (4)1/<"xl%" TAPCONS (FL#16294.R3). FOR WOOD JOIST USE: NVRT-12 NU-VUE TWISTED RAFTER TIE W/ (6)16dx21r2" NAILS IN EACH MEMBER; STRAP OVER WOOD JOIST (FL#16294.R3). FOR 5/8" PLYWOOD SHEATHING USE: 8d RINK SHANK @ 4" O.C. VIPIN N. TOLAT, P.E. 15123 Lantern CreekLanc, Houston, TX. 77068-3831 TEL: 281444-9183 Fax- 281444-9184 Email: vtolat@sbcglobal.net Pw.t I ENGINEER'S EVALUATION REPORT # NU04138 CATEGORY: Structural Components SUBCATEGORY: Metal Connectors REPORT HOLDER: NuVue Industries Inc, 1055 E. 29b Street, Hialeah, FL. 33013 w\A,-w.nu-vueindustriei.com nuvueralbellsouth,net Phone: 305-694-0397 Fax: 305-694-0398 1.0 EVALUATION SCOPE: Compliance with 2017 Florida Building Code- Building acid :Residential 2.0 PRODUCT DESCRIPTION: Refer to tables I through 21 of this report for Product name, size, size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 STRUCTURAL SPEC IFICATIONS. 1. Steel shall conform to ASTM.A653, SS grade 33, min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per A§TM A653. 2. Allowable loads and fasteners are based on NDS 2015. 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2015. 4. Allowable uplift loads have been adjusted for load duration :factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, 1. 15 and 1.25 per NDS 2015. Design loads do not include 33% increase for steel and concrete. 5. Concrete in Tic beams shall be min. of 2500 psi. Concrete Masonry, Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, L I and L2 shall satisfy the following equation. Actual Uplift + Actual LJ + Actual L2 - <--1.0 Allowable Uplift Allowable 1.1 Allowable L2 n Page 2 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog. The information in this report supercedes- any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc, (PT) Atec Associates Inc(Atec) and PSI Inc and signed and sealed calculations in conformance with'FBC 2017 by Vipin N. Tolat, P.E. Tests conducted do conform to ASTM DI 761 - 2006, ASTM D7147-2005 and AIS I S 100-2012 and calculations for design loads conform to NDS 2015. Product Test #/Test lab Date tested Tested NVTA/NVTAS 02-33938/'PT 8/6/02 NVTA/NVTAS 02-4073/PT 11/6102 NVTA/NVTAS 024074/PT 11/6/02 NVTA/NVTAS 02-4075/PT II/6i02 NVTA.,NVTAS 31.22456.0002/AT.EC 716/02 NVI31-1 24 02-4096/PT 12/3/02 NVUH 26 024095/PT 1/17/03 NVRT 034177/PT 2/3/03 NVRT 03-4202/PT 2/19103 NVRT 03,14270,4271/PT 3/27/03 NVTFL'NV'I'HS 04-4698/PT 4/15/04 NVSNP3 03-4482/PT 9/15/03 NV358 03/4543/PT 12/19M NV458 0345901PT 1231103 NVITCL/R 03-4625/PT 1/21104 NVSTA/NVHTA/NVSTA-H/NVHTA-H 04-4641,4642/PT 3117&3/22/04 NVJH24,26.28 03-4385,86,871PT 5/30103 NVS0236 03-4349,57,58/PT 5/13,5/19,5120,103 NVTP4 0343031,44/PT 4/21, 5/1/03 NVTP41-I 03-4345,43/PT' 5/2,5/5/03 NVHC43,4312 70-02-94-00381 /ATE- C 11/27/95 A135 05-5195,95A/PT 2/15/08 A137 05-5196,96A/PT 2/15/08 NVHC37 03697.0001/ATFC 11/27/96 IKEI 05-5612JPT 3/20/06 IKE2 0f)-5622/1'T 5/1/06 NVTH326 0449951I)T& i 38-96013-0 1 /PSI 1/31/05&2/7/89 NVTH328 04-49961PT& 138-96013-051PS1 1/31/05&12/2189 Page 3 6.0 DESIGN: I Maximum allowable loads shall, not exceed the allowable loads listed in this report. Allowable loads are based on allowable stress design per NDS. 2. Capacity of wood member-, is not covered by this report. Allowable loads shall not exceed the capacity of woodmembers. Capacity of wood members shall be checked by Engineer/Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved. structural composite lumber. 7.0 CODITIONS OF USE: I . NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified in section 1.0 of this report. 2. Design loads must be less than the allowable load-, shown in all the tables of this report. 3. The connectors must, be manufactured, identified and installed in accordance with this report and the manufacturer's instructions. 4; Products covered by this report are manufactured by NuVue industries Inc in Hialeah, Florida under a quality control program with inspections by NAMI Inc having State of Florida license 4 QUA 1789. V V..i' ipin N. Tolat, P.E. Florida P.E. # 12847 12/05t2017 vnt/nu04133 OX411111101f, C .00 No. 12847 -o STATE OF 0 Page 4 TABLE 1 Truss Anchors NVTA and Rivellbd Truss Anchors with Seat NVTAS 14 G Straps, 20 G Seems H Length in Product Gode 16 NVTA-16 WAS 212 18 NVTA-18 NVTAS 214 20 NVTA-20 WAS 216 22 NVTA-22 NVTAS 218 24 NVTA-24 NYTAs 220 26 NVTA-26 NVTAS 222 28 NVTA-28 WAS 224 30 NVTA-30 NVTAS 226 36 NVTA-36 WAS 232 48 NVTA N MIN 4" 119- Parallel L1 to wall NVTAS 1. 1' xlfor vol t Concrete lit Beam or Tie Beom formed with concrete filled masonry —48 WAS 244" 0 i. H 0 21" MIN. 4" EMB. v © 21" N VTA 1. No. of Fasteners each strap i0d Maximum Allowable Load ibs Uplift Single Strop Uplift Double Straps L1 Single & Double Straps L2 Single & Double Straps 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 250 500 8 902 01804 250 500 9 951 *1902 250 500 10 999 *1998 250 500 11 1048 *2096 250 Soo 12 1096 *2192 250 500 13 1145 *2290 250 Soo 14 1193 *2290 250 500 } *Note: For 8 or more anoils per strap, use clouds truss for double strops. For oil Loods Ca=1.6 I. 0- Holes Dia. fly N VTA, NVTAS No. of Fasteners each strop 10d x 1.5" Maximum Allowable Load Ibs Uplift Single Strap Uplift Double Straps Li Single & Double Straps L2 Single & Double Straps 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 520 630 8 1144 *2288 520 630 9 1153 *2306 520 630 10 1161 *2322 520 630 11 1170 *2340 520 630 12 1171 *2356 520 630 13 1187 *2374 520 630 Page 5 TABLE 2 NVBH 24 BUTTERFLY HANGER 0 FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) DOWNWARD 2 0,0 LA -a GRAVITY Wind < co W R 00 LOADS Uplift Load x CO-1.0 CO-1.6 12x NVBH24 118 1 12 6 1113 1 364 Notes: 1. Values ore based on 1j* header and i6st thickness. 2. Can only be used in Non—HVHZ. UPLIFT LOAD TABLE 3 NVUH 26 JOIST HANGER w N Uw w 0 M < FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W 1- DOWNWARD WIND ca tn x GRAVITY UPLIFT LOADS LOAD CD-1.0 Cova1.6 12.61 NVIJH26 14 1 20 1 10.] 2233 1 1213 Notes: 1. Values are based on 3" header thickness and 11* Joist thickness. UPLIFT LOAD 2. Sr f ,9 III i- I� TABLE 4 NVRT — Flot (ind Twisted Rafter Ties 1 "x14_ G N VR T Wood to Wood Length (in) Product Code Gouge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 N MT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 Notes: 1. Specify "F" for Flat and `T" for Twisted when ordering. 16d Fasteners Maximum Uplift Loud (Ibs) TOTAL �,��;�� Flat Ties Twisted Ties 6- 3 588 's St38 Is 8 4 725 724 10 5 861 $60 12 6 998 996 14 7 1135 112 NVRT Wood to Concrete Flo. of 16d nails to Wood Framing No. of J" diameter Topcons to Concrete Maximum Uplift Load (ibs) 3 3 588 D 4 4 722 5 4 856 6 5 991 7 5 1125 2. Fastener values are based on a minimum 1 i" thick wood members. 3. ° Indicates no. of nails in each connected wood member. 4. ITW topcons shall be embedded a minimum of 1 j' into concrete tiebeem or tiebeom formed with concrete filled masonry. iTW topcons shall have a min, edge distance of 2' and minimum staggered spacing of % as shown. 5. Use only in Nan—HVHZ. 6. For Uplift loads CD-1.6 O 1+ i} O 2 O t' O NVRT Anchor Holes dio. A" 1 IDI ICT a16 0 19 w4 a ws V� i LENGTH _Oil FLAT WAIF HALF Connected Connected I- to t,uss .1_ _ t0 wall I L LENGTH TWIS rED I a 3 J. Do riot Use circled holes Or o lit' tX a O Of 4 concrete Filled mosonory or concrete tie beom I 16d }"Tapcons —fir not Page 7 TABLE 5. Truss Anchors NVTH 1Y4"x14G, Seat 18G I H Length (in) Product Code 12 NVTH-16 NVTHS 212 14 NVTH-18 NVTHS 214 16 NVTH-20 NVTHS 216 18 NVTH-22 NVTHS 218 20 NVTH-24 NVTHS 220 22 NVTH-26 NVTHS 222 24 NVTH-28 NVTHS 224 26 NVTH-30 NVTHS 226 32 NVTH-361 NVTHS 232 44 NVTH-481 NVTHS 2441 MIN NVTHS 1. No. of Fasteners in each Strop 1 Od x 1-5- Maximum Uplift Loads (tbs) Maximum Lateral Loads (lbs�, Single Strop on Single Truss Double Straps on Double Truss Single Strop, Double Strop Ll L2 Ll L2 5 1032 2064 560 525 1120 1050., 6 1222 2444 671 630 1342 1260 7 1275 2550 783 735 1566 1470 8 1329 2658 783 735 1566 1470 9 1383 2766 783 735 1566 1470 10 1437 2874 783 735 1566 1470 11 1490 2980 783 735 1566 1470 12 1544 3088 783 735 1566 1470 13 1598 3196 783 735 1566 1470 CD=1.6 for Uplift and Lateral loads. 4 H MIN. 4" EMB. NVTH Single Truss Concrete Tie Beam or Tie Beam formed with concrete filled masonry Double Truss Holes Dia. NVTH, NVTHS h7 2h' 0 X* - to: I Concrete roe Beorn or Tie Beam formed with concrete filled masonry E EM TABLE 6 — SKEWED NAIL PLA7,_, Product Code Steel Gauge Fasten L*r Schedule Allowable Loads Qbs) EoCh End Gravity tom NVSNP3 18 (6) 8d x IV 594 594 33r 3h' For Uplift, use two NVSNP3, one at top chord and 1. one at bottom chord of the supporting and supported Trusses in compliance with section 2321.7 of the FBC. CD-1.0-Grovity ► IV CD=1-6-UPlift Supporting T— To, & bottorn • Chord 17 x i 3Ik xr,\, Supported < Trust Top & bottom_� Halt pattwft is "es <ti do. MvW image of tho We 'N_ NVSNP3 Installation 14 G Straps NV358/NV458 TABLE 7 - NV358-2 Ply Seat TABLE 8 - NV458-3 Ply Seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in 2 Straps 16d x 3'10d Total No. of Fasteners in Seat x 3' Allowable Loads (lbs) total No. of Fasteners in 2 Straps 10d x 3" Total No. of Fasteners in Seat 10d x 3' Allowable, Loads (lbs) — �Oft I LI L2 wort aL2 -12 Nv1d16 12 a a 2245 1961 I&IS a a 22451 2783 2078, NW4 Nvrtils 14 10 8 2525 2205 2068 10 a 2525 3131 2=1 Wis 1 Nv1112O 16 12 a 2808 245212298 12 a 2806 3479 2697 1" 20 NVTH24 20 14 8 3086 2897 2528 1# 8 3086 3827 2857 108-22 NV11126 22 16 a 3367 1 294212768 18 a 3367 4175 31117 12-24 NVTM28 24 Co_1.6 for U Uplift,L1 be L2. 26 NVTH30 26 &M NVTH36 32 W-44 NVTH48 44 1Y., tv� - 0 0 _L 2X' L L 0 Holes Oto.�w 140 j3xM Concrete TI& Own or Tie B*om famnod wish Concrete filled Mosonry- I 1+ 3 UY Fags g ABLE HURRICANE CLiPS product Lid$ e15.'?'i19t #Y'. C",Oil'}""" fuse frd x 1Jf" Ail# a Loads lbs L.a N'14tCit tfl.i'6'dCAt+iy':�.X�' w itKdiF � IL � ti S25 233 333 { 1e H ix - t£}F fa 3 s 2s3 333 for Up.ltft, j" two clips, one on each side to comply with sectkn 2321.7 of the ft3C CD 1.6 for Upiift, L1 & L2, Teel awm O a LO I trill dffia_+3.i.12C.k4" aatWnldVM{{igt oA(Y P j f:fr^ss-Section SA TABLE 10 TABLE 11 14G Ned Strops NVS`E"A/NVHTA NV"STA-Sin+21e Strap NVHTA-Doubts Straps Asstrrribly 140 Strap Dimension Total No. Total No. of Allowable LoOdS (lbs) Total No: Total No. of Allawcible Loads (lbs) Pradt,ct Product H of Fasteners Fasteners in l'c-2500 Psi Of Fasteners i=asteners in f c-25W psi Unless Noted C040 Cad* (incites) in Strop 10d x I r 20 GA. Seat 10d x 1 �� in two Straps i tid x 1 20 GA. Seat f tid x t �� uplift di Li L2 1 Ll Lb 1tL4ftt 1 NWIA-12H 0~45 12 b 6 13" ?Q6 t;;g 10 1772 2078 1050 1450 WSi57A^14t1 TA--4H NVffftfs 14 6 6 14a6 71l0 t144 12 a T094 23M 1161 1631 N 1.A 1 teYtN2t1 t6 7 6 1545 W3 1239 14 4 2215 26" 1312 1812 $ 6 1664 W7 I= 16 1444 It" NWTA-ii6i NVSTA-20H 1VLNTA--2tlkt NVnt24 2j 3 5 1763 M 4430 It$ 6 2656... 311'7 1573 $175.: N1MTA-22H i1V'M26 22 C�1.6 for Uplift, Li $c LZ.. a a WMTA-24H NVIHU 24 W4STA-260 NV04TA--2614 4V1te30 2e • ^ t}i - z - o - a p aVSfA-3t ARIA-324 W"i36 32 er1+sTA-4 kt NVTM4s 44 r li 5Ft 2Cf GA, SWt f 44r N§°t't3 i� .anrrsio t.I'U FT Slat 0.303-14 3" �dri?ariL � F9rs Y sGa. a q VS TA 44H Rdrftwxad C4rtwst4 •i -- tie twatri flu Tap batten ar rtiltfarer8 Oonwwts bio* wa it f -i - } 20G Seat T l t et4 UPLIFT +-- tic oan Wn. 20 Too de t4ttom or r*AforrAd cu,o'*t. tri«k woo Page 10 TABLE 12 JOIST SUPPORTS 18 G NVJH JOIST �UPPORTS Aho*oble Loads (ft) Product c*d* 4ulres jWt Si,. Double Header Size Skqe HW(W S46 fo$tWws Qv.* Low* ion We Lod" lwx Doubte Heada singto ""dorf9..l. ow" w as N'V,*424 1% 3 2x4 2x6 2-2.4 2-2A 20 2x! 6-10d 6-tod -W 4-iod x 0r 744 744 493* M 2x82-24 2-2*e 2x6 2xB 10-10d 16-tod - All-lu - W 1240 1240 821 . .... ....... 2X8 2X10 2-2.8 2-240 12-2x12 2,4 2A0 2x12 14-10d 14-100.1 7-109 x IJJ*l 1736 1736 1 t 079 U" only in non-HVHZ o NVJH 26 as sj, NV 24 & 28 limuor taut *W I difforont ha. w !r A TABLE 13 NVSO 236, 16 GAUGGE, HEAVY DUTY FACE MOUNT JOIST HANGER Fasteners Allowable Loads (Lbs) Joist Header Header Joist GRAWY Upilft Size Size CO-1.0 co-1.6 14-10d 6-10d 1758 1108 2- 2X8 1+-16d 6-f6d 1875 1279 2A-8 2-200 2-242 W 808 1217 I BOLT HOLES 1/2' 01A. A—W NAIL HOLE 3/16" Olk Page 1' TABLE 14 TOP PLATE ANCHOR NVTP do NVTPH Size Product Cade Gouge Dimensions (in) A 2M4/4x4 NYtP4.. 20 W tab 2XS/4*6 NV7P8 20 5jr a- 2x8/4V8 N-ma 20 7jr a, 20/44 NVM4H 1B 8- 2A/4%6 E#Vl'PISN is 8" 2*$/#A8 WIM is 71r })" product rode Total number of fasteners 10d x 1 Jr Max. Uplift Capacity (Ibs) 6 8 10 12 NVW 4.6.8 $28 IG87 1346 le NVTP 4He614.8W SM 1207 1476 e745 q d a o a a q a q q 0 q • Motes; 1. One half of all specified fasteners shall be used are each side of the stud to achieve tabulated values. 2. Co-1.6 for Upi ft. TABLE 15 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. FASTENERS DESIGN LOADS (L9S) PRODUCT HEADER JOIST UPLIFT L1 L2 CODEDESGRtPTiDN NVHC 43 0 ~ W40 9--10d 9--10d 687* 4£t7 3D8 NVHC 4.3/2 H--* alp - Md"2 10-10d 10-10d 917 54 432 *For Uplift, use two clips, one are each side to comply with section 2321.7 of the Fac CD=1.6 for uplift, L1 3t LL2> 1 , 1" 3Y4" 1 tz , • s i# E UPLIFT UPLIFT • 242 .i,Mid� �. NVHC 43%2 NVHC 43 oge 12 _: i Gawt ale Oia Table 16 Product Code mmww (dam) r - - Movowe ) Wi I W2 L Need., J.W Ft Fi AM OV 2W 5 3- lOdx1)¢" 3-10dxl)i' 511 595 A87 11' 23fs' 7 4---1'0dxth' 4-10dxlh' W2 794 blots* Naa *ider WVC leg to Joist and Shorter kg to NapolW. CD - 1.6 for f 1 & F2 l 18 Gaug WiC 37 5.WAY Grin Clio Table 17 Ned Schedule AD—vi" D-Igtn Loads( t) Product Cade Omw plion Heodsr Joist Itp it t 1 d i or Fiats or Stud 1 #1A C 37 SWGY clip 18-8d or 12-8d or 710 560 7-.V - 16-10d 12-10d !list #FT 3 Page 13 12 zoe nij Truss Hip & Adc Nrtcam Fable 18 Na) s Am Product Y A Ion Its% 12% Y6 Nosahodlit t 3 16d 9 " 106 Jack i 10d a b tc i c At IPW2E 1478, 2444 2444 2444 16 4 3 i 2 1,5 t�YPNJ28 963t 3i29 335 2Q 5 4 92 NOW For 1-2x "wwobom 1Yxs" Wads oat be used t Lt a o� 30 1 -2x TII�-'21 vs awn by -2a S�Ti 2OG Stud Plata hu-110 Table 19 Pmduct few {s e j Fatwws Amovowt Loads (60) co w ri Lw L1 IKE 1 Y,h"4-1 0A 8T J37 3 CD = 1.6 for uplift, Lt do L2 Page 14 [%e1s Sr tr Tsu%h A1lTv tm. %w era dsoipoii to moist www aww wkn fm the s nixie +d 14 Soup sW OW Ilis xata of 20 gaw r asad. Table 20 Amy Total NO. Total Na, of Allowable Laods(laa) Product FastenersFasitenarss in 2500ps in Strap Zia GA. Seat Code (lam) 11r3x1,%I, aflaxl,�" inn LI L1 to t#+l Al2 12 S 6 t046 7W 100 WS1x16 16 6 6 110 76D 1144 7 6 125 923 1239 UMA20 20 8 S 1331 887 13M NVStA22 22 ! 6 1426 950 14,30 rro5TA24 24 CD = 1.6 for uplift; L1 & L2 !Hoiden Nxrtale Strap Riveted Truss Anchor. TM7 rna 4&4W of 14 ~ sears pure to rat IoWml end uptai twoo. the sob are mode of 20 4 toot Table 21 Assembly Product s.ode Di H (", ) Total No, of tostenem in two strap$ 1Cktx1 * Total No- of FtWisnors in 20 C-A. Seat lodxl " Allowable Lovds(lbs) f" c 2500pni (unl"s atharwise noted) u ft upfitt_ .._._.... P a . 3WOpsi t1 L2 1�F1TA12 12 10 6 1506 066 1050 1450 *MTA16 16 12 6 1695 1967 1181 1631 NV TA20 20 14 6 1863 2208 1312 1812 16 $ 2071 2429 1444 1984 MMTA22 22 18 6 2259 2649 1575 2175 WHTA24 1 24 CD - 1.6 for uplift, t.1 & L2 ML UPLIFT i WNWIR 1 Florida Building Code Online FL # FL10860-R4 Application Type Revision Code Version 2017 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2151 S. Airport Drive McKinney, lX 75069 (800)999-5099 Ext3027 kcullum@strongtie.com Authorized Signature Keith Cullum kcullum@strongtie.com Technical Representative Keith Cullum Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (800) 999-5099 Ext3027 kcullum@strongtie.com Quality Assurance Representative Shelby Short Address/Phone/Email 5956 W. Las Positas Boulevard Pleasanton, CA 94588 (800)999-5099 sshort@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2020 Validated By Ted Berman, PE Validation Checklist - Hardcopy Received Certificate of Independence FL.10860 R4 COI ICC-ES Cert of Independence 2017-12-06.pdf Referenced Standard and Year (of Standard) Standard Year AISIS100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtwudL_xnkwGmRGi6k7e%2fD5TCElhykdlnLK8%2fGSY72SusQ%3d°/a3d 1/5 1 /22/2020 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page 0 Method 1. Option C 01/15/2019 02/04/2019 02/07/2019 0 0 Page 1/ 2 0 0 _....... _.. _I . .. FL # t. _ ........... ......................_ ................. 1 Model, Number or Name _............... Description 10860.1 i ABA44, ABA44R, ABA46, ABA46R, Adjustable Post Base j ABA66, ABA66R Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-1622. cp 1f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-1622.pdf 10860.2 1 ABU44, ABU44R, ABU46, ABU46R, I Adjustable Post Base ABU5-5, ABU5-6, ABU66, ABU66R, ABU88, ABU38R, ABU1010, ABUI010R, ABU1212, ABU1212R _.__.__......__....._...._.__.-._-.--- ---- -- Limits of Use Installation Instructions i Approved for use in HVHZ: Yes FL10860 R4 II ESR-1622.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-1622.pdf 10860.3 ABW44Z-, ABW44RZ, ABW46Z, Adjustable Post Base --�� ABW46RZ, ABW66Z, ABW66RZ, ABW7-7 I Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-1622,12d Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: ................ _............. . ........... _....... .. .......... ...__.. FL10860 R4 AE ESR-1622.pdf x ............................._ ........ _ ...... ...................... ............................................._ .......... ..... 10860.4 ! AC4, AC4R, ACE4, AC6, AC6R, ACE6 ........ ........... .......... ... ............................ .... Post Cap ..................................... I Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL10860 R4 II ESR-2604.p-f jApproved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pdf 10860.5 CB 4 BC46, BC4R, BC6, BC6R, BC8, Post Cap BCS2-2/4, BCS2.3/6 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II E511-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pdf 10860.6 CB44, CB46, CB48, CB66, CB68 JEmbedded Column Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-3050.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: i Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-3050.pd 10860.7 CBS 44-SDS2, CBS 46-SDS2, �r Embedded Column Base j CBSQ66-SDS2, CBSQ86-SDS2, _ ! CBSQ88-SDS2 www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5TCElhykdliiLK8%2fGSY72SusQ%3d%3d 2/5 1/22/2020 Florida Building Code Online i Limits of Use Installation Instructions i Approved for use in HVHZ: Yes FL10860 R4 II ESR 3050.pdf Approved for use outside HVHZ: Yes ` Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A I Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: _ ....r. FL10860 R4 AE ESR-3050.j2d . ............... . .... ......... .......... -........ .._....-- 10860.8 CC3 1/4-4, CC3 1J4-6, CC44, CC46, i Column Cap CC48, ECC3 1/4-4, ECC3 1/4-6, ECC44, ECC46, ECC48, ECCU3 1/4-4, ECCU3 1/4-6, ECCU44, ECCU46, iECCU48 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.Qd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pd i0860.9 CC4.62 3.62, CC4.62 4.62, CC4.62 Column Cap i 5.50, ECC4.62-3.62, ECC4.62 ECC4.62-5.50, ECCU4.62-3.62, ECCU4.62-4.62, ECCU4.62-5.50 Limits of Use Installation Instructions Approved for use in HVHZ: Yes i FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: -- --- FL10860 R4 AE ESR-2604.pdf 10860.10 1 CC5 1/4-4, CC5 1/4-6, CC5 1/4-8, Column Cap ! CC64, CC66, CC6-7 1/8, CC68, ECC5 1/4-4, ECC5 1/4-6, ECC5 1/4-8, ECC64, ECC66, ECC6-7 1/8, ECC68, ECCU5 1/4-4, ECCU5 1/4-6, ECCUS 1/4-8, ECCU64, ECCU66, ECCU6-7 1/8, ECCU68 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.Rdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.122f 10860.11 !CC7 SJ8 4, CC7 1/8 6, CC7 1/8-7 Column Cap 1/8, CC7 1/8-8, CC84, CC86, CC88, ECC7 1/8-4, ECC7 1/8-6, ECC7 1/8 7 1 1/8, ECC7 1/8-8, ECC84, ECC86, ECC88, ECCU7 1/8-4, ECCU7 1/8-6, ECCU7 1/8 7 1/8, ECCU7 1/8 8, ECCU84, ECCU86, ECCU88 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pdf 10860.12 I CC74, CC76, CC77, CC78, ECC74, Column Cap ! ECC76, ECC77, ECC78, ECCU74, ECCU76, ECCU77, ECCU78 _._._.._.._._.........._...___...__..._,.____-.___._..___......-------------...._...._._..__� Limits of Use -.--.___._._..._.__._....._..__._ Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pdf 10560.13 i CC94, CC96, CC98, CC106, ECC94, Column Cap ECC966 ECC98, , ECCU94, ECCU96, ECCU98,ECC ...... 6 Limits of Use Installation Instructions Approved for use in HVHZ: Yes Ft10860 R4 II ESR-2604.1if Approved for use outside HVHZ: Yes Impact ( Verified By: ICC Evaluation Service, LLC Resistant: N/A Created by Independent Third Party: Design Pressure: N/A ! Evaluation Reports Other: j FL10860 k4 AE ESR-2604.p�f www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtwudLxnkwGmRGi6k7e%2fD5TCElhykdlnLKB%2fGSY72SusQ%3d%3d 3/5 1 /22/2020 Florida Building Code Online 10860.14 CCQ3-4SDS2.5, CCQ3-6SDS2.5, Column Cap ! CCQ44SDS2.5, CCQ46SDS2.5, CCQ48SDS2.5, CCQ4.62-3.62SDS, CCQ4.62-4.62SDS, CCQ4.62- 5.50SDS, ECCQ3-4SDS2.5, ECCQ3- 6SDS2.5, ECCQ44SDS2.5, i ECCQ46SDS2.5, ECCQ48SD52.5, ECCQ4.62-3.62SDS, ECCQ4.62- j 4.62SDS, ECCQ4.62-5.50SDS ---------- _. _.. .-.._.._...__ Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL.10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: I FL10860 R4 AE ESR-2604.pdf 10860.15 j CCQ5-4SDS2.5, CCQ5-6SDS2.5, Column Cap CCQ5-8SDS2.5, CCQ64SDS2.5, CCQ66SDS2.5, CCQ6-7.13SDS2.5, i CCQ68SDS2.5, ECCQ5-4SDS2.5, ECCQ5-6SDS2.5, ECCQ5-8SDS2.5, ! ECCQ64SDS2.5, ECCQ66SDS2.5, ECCQ6-7.13SDS2.5, ECCQ68SDS2.5 Limits of Use I Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.p.1f 10860.16 CCQ74SDS2.5, CCQ76SDS2.5, Column Cap CCQ77SDS2.5, CCQ78SDS2.5, CCQ7.1-4SDS2.5, CCQ7.1-6SDS2.5, CCQ7.1-7.1SDS2.5, CCQ7.1- t BSDS2.5, ECCQ74SDS2.5, F ECCQ76SDS2.5, ECCQ77SDS2.5, ECCQ78SDS2.5, ECCQ7.1-4SDS2.5, ECCQ7.1-6SDS2.5, ECCQ7.1- 7.1SDS2.5, ECCQ7.1-8SDS2.5 --...---.._..._.._....._._...._._... _... -._._..— Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: ........i. . .......................................................................................................... FL10860 R4 AE ESR-2604.2d ..........._.._...._...._..._... ...................... _......_..........._.............. _._..................................... _........... ....... _.._.._.... _.... _....._..I 10860.17 j CCQ84SDS2.5, CCQ86SDS2.5, �_------------------- Column Cap CCQ88SDS2.5, CCQ94SDS2.5, j CCQ96SDS2.5, CCQ98SDS2.5, � CCQ106SDS2.5, ECCQ84SDS2.5, j ECCQ86SDS2.5, ECCQ88SDS2.5, i ECCQ94SDS2.5, ECCQ96SDS2.5, ECCQ985DS2.5, ECCQ106SDS2.5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-2604.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R4 AE ESR-2604.pdf _..—..... 10860_18 i ........ .......... - —-------- CPT44Z., CPT66Z, CPT88Z Concealed Post Tie Base I Limits of Use Installation Instructions -II Approved for use in HVHZ: Yes FL10860 R4 II ESR-1622.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant N/A Created by Independent Third Party: i Design Pressure N/A Evaluation Reports Other: FL10860 R4 AE ESR-1622.pdf { .. .. .. _ .. ...... ... ... 10860 19 IEPB44A EPB44 EPB46 EPB66 -_.. ....__. _ . ___ .......... ... .............. ........... .......................................... ............................................... Embedded Post Base _.._._... _.._. _._..... _.— __ _ __ ..__ .-.. _._ __._ Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R4 II ESR-3050.p�1f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A ! Evaluation Reports Other. i FL10860 R4 AE ESR 3050.pdf 10860.20 EPS4Z Embedded Post Base Limits of Use Installation Instructions— — www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtw!jdLxnkwGmRGi6k7e%2fD5TCE!hykdini-K8%2fGSY72SusQ%3d%3d 4/5 1 /22/2020 Florida Building Code Online Approved for use in HVHZ: Yes FL10860 R4 II ESR-3050.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A , Evaluation Reports Other: FL.10860 R4 AE ESR-3050.pdf --—--------- -_---------._..- -- ------ Go to Page Page 1 / 2 j Lr Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Florida is an AA/EEO employee Copyright 2007-2013 State of Florida.:: Priv y Statement :: Accessibility. Statement :: Refund Statement Under Florida law, email addresses are public records. 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PAGE VALID WITHOUT 2 � NOT THOUT PAGE 1 Of 2 Professional Land Surveyors, Mapper 20-01142 CERTIFICATE NO.L.B. 8064 JOB No. STATE OF FLORIDA Main Line:'(305) 901-1317 SCALEI 1' = 20' Fox: (305) 901-1323 IB® ARY SUR7 = N.W. 111t�h TAL STREET a , N86'47'28"E (BASIN'OF BEARING) 20.3' ASPHALT PAVEMENT 22.03' 22.03' $ 24' PARKWAY CONC. CONC. N86°47'28"E 75.00' (R&M) 5' SIDEWALK 11.96' 27.74' 12.00' Fnd.I.P. 01I2' BBC Fnd.I.P. 10.80' 329.44' 01w W Z CONC. W �Gjj Q W DRNEWAY tO C N 10.77' 2 .85' 15.10' c' 25.30' 0.33' Z r' U) O 0.56' 8ONE STORY w RESIDENCE -0 wI J #142 $❑ I W IV .0 F.FL.EL. 13.00 m - N I I N 10.88' 39.65' N m I 12.70' o CONC. 17.65' I ,1 o P 990 x QO I LOT 11 ^� I $ °� WOOD a' $ x BLOCK 220 LOT 13 BLOCK 220 9 I DECK � 3.00' % I 10.58' I 13.45' 17.65'. I x LOT 12 . I I BLOCK 220 I o^ ASPHALT x I PAVEMENT I x 0.33' x 0.56' 13.69' Fnd.I.P �, _ -- --- �— -- Ng 47'28E 75.00' R&M Fnd.I.P. 0112' W ALLEY r 9' ASPHALT PAVEMENT .S t LEGEND AND ABBREVIATIONS E.M. - ELECTRIC METER ®- CONCRETE FOUNDATION P.I. - POINT OF INTERSECTION A - CENTRAL ANGLE - OVERHEAD ELECTRIC - ELEVATION F.N. - FOUND NAIL P.R.0 - POINT OF REVERSE CURVE //-- WOOD FENCE UTILITY CONC POLE DRWY. - DRIVEWAY P.O.C. - POINT OF OOMMEN—CEMENT P.C. — POINT OF CURVATURE —X--CHAIN LINK FENCE U.P. - UTILITY POLE F.D.H. - FOUND DRILL HOLE F.N.D. - FOUND NAIL/DISK ®-C.B.S. WALL ® WATER METER B.O.B. - BASIS OF BEARINGS P.T. - POINT OF TANGENCY P.C.C. - POINT OF COMPOUND CURVE B/C -BLOCK CORNER —0 -METAL FENCE A/C - AIR CONDI110NING PAD E.N.C. - ENCROACHMENT M/L - MONUMENT LINE R - RADIUS A — ARC DISTANCE F.H. - FIRE HYDRANT N.G.V.D.- NATIONAL GEODETIC VERTICAL DATUM RAO. - RADIAL BLDG. - BUILDING F.I.P. - FOUND IRON PIPE O.E. - OVERHEAD ELECTRIC LINE RES. - RESIDENCE C.B. - CATCH BASIN F.I.R. - FOUND REBAR P.B. - PLAT BOOK R/W - RIGHT OF WAY C.B.S. - CONCRETE BLOCK STRUCTURE I.F.E. -.LOWEST FLOOR ELEVATION P.C.P. - PERMANENT CONTROL POINT SEC. - SECTION CH. - CHORD DISTANCE I.P. - LIGHT POLE P.G. - PAGE S.I.P. - SET IRON PIPE CL. - CLEAR (M) - MEASURED P.O.B. - POINT OF BEGINNING STY - STORY C/L - CENTER LINE (R) - RECORD P/L — PROPERTY LINE SWK - SIDEWALK CONC. - CONCRETE (R h M)— RECORD & MEASURED N.T.S. - NOT TO SCALE UE. - UTILITY EASEMENT AGE MAGI SERVICES, INC. NOTPVAUD WITHOUT PAGE 1 OF 2 Professional Land Surveyors, Mapper CERTnCATE No.L.B. 8064 JOB No. --20 _— 142-- STATE OF FLORIDA Main Line: (305) 901-1317 SCALE: 1' = 20' Fax: (305) 901-1323 S01=ARY SURVEY N.W. 111th STREET (80' TOTAL R/W) N8g47'28°E (BASIN OF BEARING) 20 3 ASPHALT PAVEMENT 22.03' 22.03' o 0 0 8 24' PARKWAY CONC. CONC. arc V_ Fnd.I.P. 10.80' .44' 012° 329I W D Z w Q C N 0.56' UI0 c0 NIw N 10.88' ml N_I LOT 13 BLOCK 220 9 `. 10.58' A N86°47'28'E 75.00' (R&M) 5' SIDEWALK •�T Fnd.I.P. 11.96' 27.74' 12.00' 01/21, 41 CONC. 4 DRIVEWAY 12.70' N Co ac G o m 13.45' ASPHALT PAVEMENT 13.69' 15.10' v " 25,30' ONE STORY RESIDENCE # 142 F.FL.EL. 13.00 1980 � CONC. 17.65' WOOD Io DECK 3.00' 17.65' LOT 12 BLOCK 220 N86Ia47'28"t /�.uu tRcxlvl, g' ASPHALT PAVEMENT 15' ALLEY 10.77' 0.33' Cn 0 w 0 IN ❑ w Im I� i I ? ;U I go LOT 11 x BLOCK 220 11 I ' x i I I x I x 0.33' Fnd.I.P. LEGEND AND ABBREVIATIONS = CONCRETE FOUNDATION E.M. - ELECTRIC METER P.I. = POINT OF INTERSECTION A - CENTRAL ANGLE - --- OVERHEAD ELECTRIC - ELEVATION F.N. - FOUND NAIL P.R.0 = POINT OF REVERSE CURVE //-- WOOD FENCE c� UTILITY CONC. POLE DRWY. - DRIVEWAY P.O.C. - POINT OF COMMEN-CEMENT P.C. - POINT OF CURVATURE —X—=CHAIN LINK FENCE U.P. - UTILITY POLE F.D.H. - FOUND DRILL HOLE F.N.D. - FOUND NAIL/DISK ®-C.B.S. WALL ® WATER METER B.O.B. = BASIS OF BEARINGS P.T. = POINT OF TANGENCY P.C.C. = POINT OF COMPOUND CURVE B/C -BLOCK CORNER --0—=METAL FENCE A/C AIR CONDITIONING PAD E.N.C. - ENCROACHMENT M/L - MONUMENT LINE R - RADIUS A - ARC DISTANCE F.H. - FIRE HYDRANT N.G.V.D.- NATIONAL GEODETIC VERTICAL DATUM RAD. - RADIAL BLDG. BUILDING F.I.P. - FOUND IRON PIPE O.E. = OVERHEAD ELECTRIC LINE RES. = RESIDENCE C.B. - CATCH BASIN F.I.R. - FOUND REBAR P.B. - PLAT BOOK R/W - RIGHT OF WAY C.B.S. = CONCRETE BLOCK STRUCTURE I.F.E. - LOWEST FLOOR ELEVATION P.C.P. = PERMANENT CONTROL POINT SEC. = SECTION CH. - CHORD DISTANCE I.P. - LIGHT POLE P.G. - PAGE S.I.P. - SET IRON PIPE CL. = CLEAR (M) = MEASURED P.O.B. = POINT OF BEGINNING STY = STORY C/L - CENTER LJNE (R) - RECORD P/L - PROPERTY LINE SWK - SIDEWALK CONC. - CONCRETE (R h M)- RECORD do MEASURED N.T.S. - NOT TO SCALE UE. - UTILITY EASEMENT IL�k=01N S ^�, TC^ PAGE 1 OF 2 Jlll.1�I1LL��la' JIlLl! IL NOT VALID WITHOUT PAGE 2 OF 2 SCALE: NTS JOB No. 20_ 01 142 __ CLIENT: BRECKENRIDGE PROPERTY FUND 2016 LLC ----------------------------------------- PROPERTY ADDRESS— 142 NW 111 ST Miami Shores. FL_ 33168=4323____________ LEGAL DESCRIPTION: (FURNISHED BY CLIENT) LOT 12,- BLOCK 220 SUBDIVISION ___MIAMI SHORES EXT ------------------------------------ ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK _ 43 _ AT PAGE 40 OF THE PUBLIC RECORDS OF __ MIAMI=DADE ___ COUNTY, FLORIDA. SUBJECT TO ALL RESTRICTIONS, RESERVATIONS, EASEMENTS AND RIGHT—OF—WAY OF RECORD, UNDERGROUND ENCROACHMENTS IF ANY, NOT LOCATED. SURVEYOR'S NOTES: 1—) IF SHOWN, BEARINGS AND ANGLES ARE REFEREED TO SAID PLAT IN LEGAL DESCRIPTION. 2—) THE RELATIVE CLOSURE IN THE FIELD MEASURED BOUNDARY IS BETTER THAN: 1 FOOT IN 7,500 FEET; LINEAR (SUBURBAN). 3—) A TITLE REPORT WAS NOT PROVIDED FOR THIS SURVEY. THEREFORE, THERE MAY BE RESTRICTIONS ON THIS PARCEL THAT ARE NOT SHOWN THAT MAY BE FOUND IN THE PUBUC RECORDS OF MIAMI—BADE COUNTY, FLORIDA. NO EXPRESSED OR IMPLIED DETERMINATION OF TITLE OR OWNERSHIP TO THE LAND DESCRIBED IS MADE. 4—) THERE MAY BE UNDERGROUND UTILITY LOCATIONS AND SUBSURFACE FEATURES WITHIN THE PARCEL THAT ARE NOT SHOWN. THERE IS NO VISIBLE SURFACE OR OVERHEAD ENCROACHMENT, OTHER THAN SHOWN ON THIS SURVEY. 5—) IT IS A VIOLATION OF RULE 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE TO ALTER THIS SURVEY DRAWING WITHOUT THE PRIOR WRITTEN CONSENT OF THE SURVEYOR. 6—) INFORMATION OF TREE PROVIDED: DIAMETER (0), HEIGHT (H), CANOPY SHADE (CS). ALL NAMES ARE NOTED TO SURVEYORS ABILITY. SURVEYOR IS NOT AN ARBORIST AND CANNOT PROVIDE SCIENTIFIC NAMES OF TREE AND OR PLANTS. 113 F11 TION Y�OF�ItAATIOI�k BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY DATED OR REVISED ON 09-11-09 THE HEREIN DESCRIBED PROPERTY IS SITUATED WITHIN ZONE X BASE FLOOD ELEVATION N/A COMMUNITY 120652 PANEL NUMBER 0139 SUFFIX L • ELEVATIONS(WHEN SHOWN) REFER TO N.G.V.D., 1929 DATUM, COUNTY BENCHMARK USED N-566 ELEVATIONS 10.78 FEET B.M. LOCATION NE 111 ST N MIAMI AVE Professional Land Surveyors, Mapper CERTIFICATE NO.L.B. 8064 CEFff FED TOc STATE OF FL�IDA Main Line: (305) -1317 BRECKENRIDGE PROPERTY FUND 2016 LLC SURVEY DATE: 01-10-2020 BY:_ I7` LEONA A, P.S.M CERTIFICATE D.L.S.-6992 STATE 0 FLORIDA 'NOT VALID WITHOUT THE SIGNATURE, DATE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER."