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RC-16-25057 4.6 16 CG:Z3D5 SA-� ENGINEERING 4225 SW 71 Ave Miami. Fl 33155 Tel: 786-398-9179 Fax: 786-800-2627 al roofinspection@gmail.com LAB CERTIFICATION #16-0510.15 SITE SPECIFIC INFORMATION UPLIFT TEST — TAS #106 10/29/2017 Roofing Contractor STABLE ROCK CONSTRUCTION Job Address 9300 BISCAYNE BLVD Owner's Name GABRIEL CONSENTINO Type of Tile VEREA Approximate Roof Height 12' feet Approximate Square Footage of Roof 10 Date Tested 10/29/2017 Contact Name LUIS Roof Pitch 4/12 ft2 Number of Tests 25 Permit # RC-9-16-2505 Date Installed Type of Access to Roof LADDER Required Testing Force 35 Lbs Testing Equipment F.G.E.100 Phone # 786-236-8112 LOCATION # OF TEST PASS # OF TEST FAIL Corner 7 Tests 7 Pass Test Fail Perimeter 5 Tests 5 Pass Test Fail Field io Tests 10 Pass Test Fail n Ridge 3 Tests 3 Pass Test Fail TOTAL 25 Tests 25 Pass o Test 0 Fail IN ACCORDANCE WITH THE CRIT OF PROTOCOL PA 106, THIS ROOF ASSEMBLY HAS PASSED THE STATIC UPLIFT QUALITY CONTROL TEST. THIS TAS 106 TEST HAS BEEN PERFORMED IN FULL ACCORDANCE TO THE REQUIREMENTS OF.DA\DE COU R WITH NO DEVIATIONS. THIS REPORT IS NOT GUARANTEED IN CASE OF CASE OF NATURAL DISASTERS. THIS REPORT IT IS NOT VALID FOR INSURANCE CLAIMS. .fir Fi YENAN•T..LEYVA .�. Mfg, PE 67416 Job Address 9300 BISCAYNE BLVD Permit Number RC-9-16-2505 Roof Drawing 24 23 Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type RESIDENTIAL CONSTRUCTION Owners GABRIEL COSENTINO JTRS & ARLENE CEDRON JTRS Subdivision/Project MIAMI SHORES SEC 2 Construction Type r xh:Y= Square Footage Description of Work Location • NEW MASTER BEDROOM, NEW BATHROOM, NEW WALK-IN CLOSET AND KITCHEN RENOVATION 9300 BISCAYNE BLVD Miami Shores, FL 33138-2921 Bldg. Permit No. RC-9-16-2505 Contractor STABLE ROCK CONSTRUCTION CORP Date Issued Occupancy Load Occupancy Type Applicable Code Flood Zone 09/24/2018 N/A R-3 2014 5TH FLORIDA BUILDING Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE F.F.E N/A 0 *I/ Ismael Naranjo, CBO Inspection Worksheet Miami Shores Village' 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-311186 Permit Number: RC-9-16-2505 Inspection Date: August 27, 2018 Inspector: Kendall, Travis Owner: COSENTINO, GABRIEL Job'Address: 9300 BISCAYNE Boulevard Miami Shores, FL 33138- Project: <NONE> Contractor: STABLE ROCK CONSTRUCTION CORP Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition Phone Number (305)962-1893 Parcel Number 1132060141640 Phone`. (786)877-2796 Building Department Comments NEW MASTER BEDROOM, NEW BATHROOM, NEW WALK-IN CLOSET. EXISTING CABINETS AND APPLIANCES TO BE REPLACED, ELECTRICAL WORK, MECHANICAL AND PLUMBING Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. August 27, 2018 For Inspections please call: (305)762-4949 Page 1 of 1 f LOT7 i I / `C) BLOCK 65 / AALLEY l cr 20.71' (CALC.) PIP. 7/2. REMAINDER OF v LOT 30 BLOCK 65 In NT OF T''EST: AY CR LOT LINES. a 0' 15' 30' 1 Inch 30' ft. MAP OF BOUNDARY SURVEY Property Address: 9300 BISCAYNE BLVD MIAMI SHORES, FL 33138 nlineLand SURVEYORS, INC. 15271 NW 60 AVE, Suite 206 Miami Lakes, FL 33014 www.OnlineLandSurveyors.Com LOT 4 BLOCK 65 • • • • • •• • • • • • • • • • • • • • •• •• • • • • • • • • • • •• • •••• • • •• • • • • •• • • •• • • • • • •• ••• • • • • • • •, • • •• • • • • •• • •• • • • • •• • • • • • P., 1 O m:��.,, 4 SUC3JECT TO COMPLIANCE WITH ALI STATE AND COUNTY RULES AND RE APPROVED ZONING DEPT I BLDG DEPT $URVEYOR'S CER7IFICA71ONr I HEREBY CERTIFY THAT THIS 'BOUNDARY SURVEY' IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY PREPARED UNDER MY DIRECTION.. THIS COMPLIES IMTH THE MINI�r, ,':;}; STANDARDS, AS SET FORTH BY THE STATE OF FLORIDA BOARD OF S AND MAPPER IN CHAPTER 5117.051, FLORIDA ADMINISTRATIVE CO.:' - ' SUANT TO SEC ' ,, 472 027, FLORIDA STATUTES. ' SIGNED MIGUEL ESPINO STATE OF FLORIDA FOR THE FIRM P.S.M. No. 5101 NOT VALID WITHOUT AN AUTHENTIC ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR THIS MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A LICENSE SURVEYOR AND MAPPER. Survey Date:8/8/2018 Survey Code:O-44581 Page 1 of 2 Not valid without all pages. 141,10, ,„ of MwncA aMM MkmW NI 00Ar 'A ONO RI I. O. SI E A 14d,3ClR of l.T,4,'Nj M— Q9300 0� �re BEwIerNA € : /� A 9 SI MoAn, { ✓ Man / 0 Ne une;E /r i C NE nWrI LOCATION MAP N.T.S. CERTIFIED TO: ARLENE CEDRON & GABRIEL COSENTINO ITS'SUCCESSORS AND/OR ASSIGNS AS THEIR INTEREST MAY APPEAR. PROPERTY FRON • IEO1l FLOOD INFORMATION: • • • Community Number: VILLAGE OF leliAMISHORE49 • 120652 • • Panel Number: 12086C0306L Suffix: L Date of Firm Index: 9/11/2009 Flood Zone: X Base Flood Elevation: N/A Date of Survey: 8/8/2018 • • • LEGAL DESCRIPTION: LOT 5 AND EAST 20 FEET OF LOT 30, BLOCK 65, OF MIAMI SHORES, SECTION NO. 3, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA PROPERTY LINE STRUCTURE ® CONC. BLOCK WALL ■ CHAIN —LINK Of WIRE FENCE rr rs WOOD FENCE • o e RON FENCE — — — — EASEMENT VI///!1 I / ///A CENTER LINE W000 DECK CONCRETE ASPHALT BRICK/71LE WATER APPROXIMATE EDGE CF WATER COVERED AREA {T P.P. ®C.B. C.U.E. I.E./EE. U.E. FWD. OR F LB{ LS{ CALL SET • EL▪ EV P.C. P.RM. P.C.C. P.R.C. P.O.B. P.O.C. P.C.P. M Surveyor's Legend TREE POWER POLE CATCH BASIN COUNTY UTM.ITY ESMT. DIGRESS/ EGRESS ESMT. UTILITY EASEMENT FOUND RCN PIPE/ PIN AS NOTED ON PLAT LICENSE { — BUSINESS UCENSE { — SURVEYOR CALCULATED POINT SET MONUMENT CONTROL POINT CONCRETE MONUMENT ELEVATION POINT OF TANGENCY POINT OF CURVATURE PERMANENT REFERENCE MONUMENT POINT OF COMPOUND CURVATURE PONT. OF REVERSE CURVATURE PONT OF BEGINNING POINT OF COMMENCEMENT PERMANENT CONTROL POINT FIELD MEASURED PLATTED EEASURIIENT DEED CALCULATED LM.E. LAKE or LANDSCAPE MART. EON. R.O.E. ROOF OVERHANG EASEMENT P.P. POOL PUMP PL RANTER OR PROPERTY LINE LD. IDENTIFICATION B.C. BLOCK CORNER B.R BEARING REFERENCE A CENTRAL ANGLE or DELTA R RECORD OR RADIUS RAD. RADIAL N.R. NON RADIAL DIP. TYPICAL. I.R. RCN ROD I.P. IRON PIPE R&D NAIL & DISK PK NAIL PARKER—KALON NAIL D.H. DRILL HOLE ® WELL V FIRE HYDRANT O M.H. MAN HOLE O.H.L. OVERHEAD UNES TX TRANSFORMER CAN CABLE N. RISER W.M. WATER METER P/E POOL EQUIPMENT CONC CONCRETE SLAB ESMT. D.E LB.E LA.E TEL U.P. E.U.B. SEP. AC DWY SCR GAR ENCL N.T.S. F.F. T.O.B. EASEMENT DRAINAGE EASEMENT LANDSCAPE BORER ESMT. MUTED ACCESS EASEMENT TELEPHONE FACILITES UTUTT POLE ELECTRIC UTILITY BOX SEPTIC TANK ORAN FIELD AR CONDITIONER CONC SIDEWALK DRIVEWAY SCREEN GARAGE ENCLOSURE NOT TO SCALE FINISHED FLOOR TOP OF BANK E.O.W. EDGE OF WATER E/P OR EO.P. EDGE OF PAVEMENT I C.V.C. CONCRETE VALLEY GUTTER B.SL BUILDING SETBACK LINE S.T.L R/W R.O.E. C.M.E A.E. SURVEY RE LNE CENTER LINE RIGHT OF WAY PUBLIC UTILITY EASEMENT.. CANAL MAINTENANCE EASEMENT ANCHOR EASEMENT GENERAL NOTES: 1) 2) LEGAL DESCRIPTION PROVIDED BY OTHERS. EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING PROPERTY. 3) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR OTHER RECORDED ENCUMBERANCES NOT SHOWN ON THE PLAT. 4) THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION, PERMITTING DESIGN, OR ANY OTHER PURPOSE WITHOUT THE WRITTEN CONSENT OF ONLINE LAND SURVEYORS INC. 5) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 6) ONLY VISIBLE AND ABOVE GROUND ENCROACHMENTS LOCATED. 7) FENCE OWNERSHIP NOT DETERMINED. 8) WALL TIES ARE TO THE FACE OF THE WALL. 9) BEARINGS ARE BASE ON AN ASSUMED MERIDIAN. 10) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE. 11) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 12) NOT VALID UNLESS SEALED WITH THE SIGNING SURVEYORS EMBOSSED OR ELECTONIC SEAL. 13) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN. 14) ELEVATIONS IF SHOWN ARE BASED UPON N.G.V.D. 1929 UNLESS OTHERWISE NOTED. 15) THIS IS A BOUNDARY SURVEY UNLESS OTHERWISE NOTED. 16) THIS BOUNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATIONS DO NOT EXTEND TO ANY UNNAMED PARTIES. nlineLand SURVEYORS, INC. . Florida Land Title Association ;FLTA� Printing to Scale: 1. Select "None from Page Scaling 2. Deselect "Auto -Rotate and Center' 3. Select 'Choose paper source by PDF page size' FIELD WORK: DRAWN BY: CHECKED BY: FINAL REVISION: COMPLETED: SCALE: SURVEY CODE: 7/13/2018 8/8/2018 1"=30' 0-44581 Paw Hraaiq Comm 1 P+w Srhq: T Nsne Ortw some.dCentN Q3 7: a.. oNw• moos b FOF Paw Re use ,..ARCM paper ne+Nr needed 15271 NW 60 AVE, Suite 206 Miami Lakes, FL 33014 Phone: (305) 910-0123 Fax: (305) 675-0999 www.OnlineLandSurveyors.Com Survey Date:8/8/2018 Survey Code:O-44581 Page 2 of 2 Not valid without all pages. INSPECTION RECO C Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 POST ON SITE Permit NO. IBC-9-16-2505 Permit Type: Residential Construction Work Classification: Addition Issue Date: 4/17/2017 Expires:10114/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.comlcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132060141640 Owner's Name: GABRIEL COSENTINO Job Address: 9300 BISCAYNE Boulevard Miami Shores, FL 33138- Bond Number: 3378 Contractor(s) Phone Primary Contractor STABLE ROCK CONSTRUCTION C< (786)877-2796 Yes Owner's Phone: Total Square Feet: Total Job Valuation: (305)962-1893 700 $ 40,300.00 WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. the pack — rzrz — ,a -c12,_ 0 - #42--; 41,a,,,'“ G..ti J//'--- `%,.-s / aN // 2,- 44, iy-A,4- 0,147- 544, 5144 fA,�n�o�-.t -F 1 YYYY'"' - `S not / i•libA 114W1:&7 NO S'PECTIO W LL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO "L LOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO. OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. g�2 (."7"r.A- INSPECTION DAT4J I INSP/ N ! Foundation /i /, SiilY) Stemwall 111 Slab = Q/)(' }'� Columns (1st Lift) Columns (2nd Lift) Tic Peam Truss/Rafters Roof Sheathing - Bucks Windows/ Doors I ` F' f 1. Interior Framing IV Insulation Ceiling Grid Drywall p..�;, I Firewaii ► I Wire Lath Poo! Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap O 7 Roof in Progress elb — Mop in Progress itt / /4 - . Final Roof 4, (.qZ' (, I Shutters Attachment ' Final Shutters Rails and Guardrails ADA compliance FINAL A.�J#� �( ____ DOCUMENT' _ 7111111 Cert Soil BearingIffilailtlEall Soil Treatmentnt Cert Cert Floor Elevation SurveyvCy Reinf Unit Mas Cert Incillatinn Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS aAc 11:-; 1/17- .cam I , PECTION RECORD ZONING INSPECTION DATE INSP Zoning Final I ZONING COMMENTS INSPECTION DATE ,I%'o Temporary Pole 36'Day Temporary Pool Bonding Pool neck Bonding Pool Wet Niche Underground Footer Groun p ✓�/4'77l,' Slab Wall Rough Ceiling Rough �� Rough '7 Telepho oug Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Ire I F' A arm Rough t Fire Alarm Final Service Work With 56F 1 raimmwr-j-ZAYX7e3 ELECTRICAL COMMENTS INSPECTION FIRE DATE INSP Final Sprinkler Final Alarm FINAL PLUMBING INSPECTION DATE INSP Rough a 8.-r Water Service 2nd Rough Top Out A `7X Fire Sprinklers t p Septic Tank Sewer Hook-up Roof Drains Gas LP Tank well ,awn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final FINAL / err ., PLUMBING COMMNTS f MECHANICAL INSPECTION xr, DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater \ Final Vacuum FINAL 1111.1111111FA MECHANICAL COMM NTS DEPARTMENT OF REGULATORY A D . I N a i ItESO BOARD AND CODE ADMINISTRATk I)I l' ION t1 NOTICE OF ACCEPTANCE (NOA) Doralum Corporation 7040 N. W. 77 Terrace Medley, FL 33166 SCOPE: RY: Q--C, \6 -2`0 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION CES (RER) 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 r r r' rrrr, www.miamidade.gov/economy SEP 01 2016 This NOA is being issued under the applicable rules and reguationstgoverning the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "100" Aluminum Outswing Doors w/wo Sidelites - Impact APPROVAL DOCUMENT: Drawing No.W13-03, Rev C, titled "Series 100 Alum Swing Door w/ Sidelites (L.M.I.)", sheets 1 through 10 of 10 (inclusive 3.1), prepared by Al Farooq Corp., dated 01/30/13 and revised on 12/11/15, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Section Revision stamp with the Notice of Acceptance number and expiration date by the Miami — Dade County Product Control Section. ' . • • • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • • • • . • Limitations: • 1. See DP tables for X or XX in sheet 1, Door w/ sidelites (whvo reinforcement) in See.$ipgle sidelite (standalone) DP capacity in sheet 3. • • • •- 2. See allowable mulled configuration in sheet 3_1, not to exceed (5) panels w/ max utulled sidelites. 3. Max door leaf width mulled with sidelites in sheet 3.1 shall not exceed = 36-7/8.. *See active panel 4- point locking or active panel dead lock w/ manual bolts option in sheet 4. • 4. Glass lites wider than 36" shall have two setting blocks per FBC requirements. • •• • LABELING: Each unit shall bear a permanent label with the manufacturer's name o; logo, pity. state,. model/series, and following statement: "Miami -Dade County Product Control Approved", unlegs othanvise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number .' c ded by the words Miami -Dade County, Florida, and followed by the expiration date may be displa ' ed i advertisingiiteraturo. If any portion of the NOA is • • • • • • • MIAMI•DADE COUNTY APPROVED • TRUCTURE VEW NOA No. 15-0706.03 Expiration Date: July 04, 2018 Approval Date: January 21, 2016 Page 1 • • • • l DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Doralum Corporation 7040 N. W. 77 Terrace Medley, FL 33166 MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 S.W. 26 Street, Room 208 T (786) 315-2590, F (786) 315-2599 www.mia mid ade.Eovleconomy ADVERTISEMENT (continued) displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 13.0219.07 and consists of page 1, this page 2 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P.E. MIAMI-DADE COUNTY APPROVED • • • . • S. • . .... • • .... • • . . • • • • . • . . .. . .. •. . • .... • .. • . . ... • . .... . . .... • .. • • • .... NOA No. 15-0706.03 Expiration Date: July 04, 2018 Approval Date: January 21, 2016 Page 2 • • • . . . • . • . Doralum Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA# 13-0219.07) 2. Drawing No.W13-03, Rev C, titled "Series 100 Alum Swing Door w/ Sidelites (L.M.I.)", sheets 1 through 10 of 10 (inclusive 3.1), prepared by Al Farooq Corp., dated 01/30/13 and revised on 12/11/15, signed and sealed by Javad Ahmad, P.E.. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with installation diagram of an outswing doors w/ sidelites prepared by Fenestration Testing Laboratory Inc, dated January 14, 2013, Test Report No 7086 (FTL-12087), signed and sealed by Marlin D. Brinson, P. E. (Submitted under previous NOA# 13-0219.07) C. CALCULATIONS 1. Anchor calculations and structural analysis, complying with FBC-2014, 5th edition, prepared by AI-Farooq Corporation, dated 06/19/15 and 12/11/15, signed and sealed by Javad Ahmad, P.E. • • 2. Glazing complies with ASTM E1300-09. . • •• • .... D. QUALITY ASSURANCE • 1. Miami -Dade Department of Regulatory and Economic Resource3j ER) E. MATERIAL CERTIFICATIONS . . .... . .. 1. Notice of Acceptance No. 14-0916.11 issued to Kuraray Amerig2t, b1c:. for thee* "SentryGlas® (Clear and White) Glass Interlayers" dated 06/25/2015, a cpiriixg on • 07/04/2018. • • • 2. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their • "Kuraray Butacite® PVB Interlayer" dated 04/25/15, expiring on 12/11/16. 3. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for "Saflex Clear and Color Glass Interlayers", expiring on 05/21/16. F. STATEMENTS 1. Statement letter of conformance and letter of no financial interest, prepared by Al- Farooq Corporation, dated 06/20/15, signed and sealed by Java Ah iad, P.E. } Jorge M. Plasencia, P.E. P duct Control Unit Supervisor NOA No. 15-0706.03 Expiration Date: July 04, 2018 Approval Date: January 21, 2016 E-1 • . Doralum Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 2. Laboratory compliance as part of the above referenced test report. G. OTHERS 1. Notice of Acceptance No. 13-0219.07, issued to Doralum Corporation for their Series "100" Aluminum Outswing Doors w/wo Sidelites - Impact, approved on 07/04/13 and expiring on 07/04/18. 2. Test proposal, dated 08/21//12, approved by Jaime D. Gascon, P.E. (Submitted under previous NOA# 13-0219.07) • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • •••• •• •••• • • • • • • •••• • • • • • • •••• • • • • •••• • •• • • • •••• • • • • •••• • • • Jorge M. Plasencia, P.E. Product Control Unit 'Supervisor NOA No. 15-0703.03 Expiration Date: July 04, 2018 Approval Date: January 21, 2016 E-2 . • • • • • • m 4" MAX. HEAD/SILL CORNERS TABLE 1 39 5/6" MAX. DOOR FRAME WIDTH II" MAX. r HEAD SILL II "/ / / 4' POINT LOCK OPTION SEE SHEET 4 II II \ II -\ 14 - \ D \ II II \ \ II u \ LEAF WIDTH TYPICAL ELEVATION ( X ) I4 C a �w rc �u DOORS LOAD CAPACITY - PSF SINGLE DOORS (X) DOOR DIMS. LAMINATED GLASS FRAME WIDTH LEAF WIDTH FRAME HEIGHT EXT.(+) INT.(-) 39-5/8" 36-7/8" 98" 65.0 80.0 0 W 76" MAX DOOR FRAME WIDTH 4" MAX. HEAD/SILL CORNERS LEAF HEIGHT 85 3/4" / I / / / \ \ �I — --7-n--c-- // / - j9j / �/ L' / ,i.\ \ \\ / ©_ — 0 o // O / / //LOCK OPTION SEE SHEET 4� \ \ ,/. \ /. \ // \\ \ \ \ \\ 17 — ACT NE--1j7-1NACTNE (5) ANCHORS AT STILES END AT 3" O.C. SURFACE APPLIED FALSE MUNTINS MAY BE USED DOOR OPTIONS NOTE: • •• ••• (7) ANCHORS AT STILE END AT 3" O.C. TYPICAL ELEVATION ( XX ) TABLE 2 DOORS LOAD CAPACITY - PSF DOUBLE (XX) DOOR DIMS. LAMINATED GLASS FRAME WIDTH LEAF WIDTH FRAME HEIGHT EXT.(+) INT.(-) 71 3 -7/88 •98" . • 65.0 80.0 COMPLIANCE WITH EGRESS REQUIREMENTS TO BJ RETSEW40 Br • BLDG. OFFICIAL PER FBC, AS APPLICABLE• • • OOO •• ••• •• • NOTE; FLUSH BOLTS AND LOCKS MUST BE ENGAGED TO HEAD AND SILL DURING PERIODS OF HURRICANE WARNING. NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCAOS-DEC-219 • • • • • • • •. •• ••• •. • • • •• • rc mw D00RS/SIDEUTES ARE RATED FOR LARGE AND SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES 100 ALUMINUM FRENCH DOOR W/ SIDELITES APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS WFFH OR WITHOUT SIDELITES. SIDE LITES CAN BE ON ONE OR BOTH SIDES OF DOOR. SEE TABLES 1 & 2 FOR SINGLE OR DOUBLE LEAF DOORS CAPACITIES ON SHEET 1. SEE TABLE 3 FOR STATIONARY PANEL (0) CAPACITY ON SHEET 3. SEE TABLE 4 FOR SIDELITE AND SIDELITE MULLION CAPACITY ON SHEET 4. THE LOWEST VALUE FROM DOOR CAPACITY TABLES OR MULLION CAPACITY TABLE WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 (5TH EDITION) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (14VHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. • • • • • •• •' DOOR• LEAF IWEIGMT = FRAME HEIGHT - 2.250" • • • • DOOR.BEAF MDTII (X DOORS) a FRAME WIDTH - 2.750" DEOR•LEJ�F ADTQ (XX DOORS) = (FRAME WIDTH - 2.250")/2 • • • • • • • D.L.O. UE1'GH • FRAME HEIGHT - 12.250" D.L.O. WIDTH (X DOORS) = FRAME WIDTH - 11.625" D.L.O. WIDTH (XX DOORS) = (FRAME WIDTH - 20")/2 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • •• •• • • • •• •: ••• • • • ••• • Engn JAVAD AHIAAD CML RA. PE I 1"592 CAN. 35 1 1 HODUC r 'avow • as cow Otl N,Code defbg0• A...p.se. No -01 ObA3 6.pin8a I:AIa. .5 II COMP-AN\W13-03DAC SERIES-100 ALUM SWING DOOR W/ SIDELUTES (L.M.I.) 0 C FAX (305) 884-1464 B drawing no. W13-03 sheet 1 of 10) (6) ANCHORS AT DOOR MULLION FRAME HEAD (5) ANCHORS AT STILES END 201 1/4" AT 3" O.C. / 4" MAX. 41 3/4" 76" 41 3/4" 41 3/4" (4) AI AT SII FRAME — FA MA SIDELNE WIDTH 3" 6" DOOR FRAME WIDTH 3' E" SIDELITE WIDTH 3' SIDELITE WIDTH 6' Tn'• .1 I I _ I I )) I I 1 _ TYP• I I.' I IJ I I I L TMP• � I,I __ I I HEAD/SILL CORNERS — ,1 ` _ `_ ` - / / / / / / jII \ ( \ II I \\ :: ==LL== VI. .J,; 93 1/2" -- - - , 4,_ FRAME HEIGHT 83 5/8" — O_ o D.L. OPG. / iI \ 1 / / / moo_ \ \ .-/0+r _, f ii�a d \v. / / h i I \ \ i / i / I ll .I _ ACTIVE ,,��17'`�._. INACTIVE 38 5/8" I I; 1 1 (III (71 ANCHORS 711T 1 1 28" _. ___ I I I) 1 38 1/4" ► i1 I I) I t 1 MAX'ail a HSEAD ILL "to 5' \ 38 1/2" (4) ANCHORS] AT DOOR MULLION FRAME SILL AT STILE END AT 3" O.C. LOW -PROFILE SIDELITE TOP & BOTTOM FRAME TYPICAL ELEVATION ( OXXOO ) (SEE INSTRUCTIONS IN SHEET 3 TO DETERMINE ENTIRE ASSEMBLY DESIGN LOAD RATING) • • • •• SID>4i1'fE •CIPNYOIS • • • • • • •• • • • •• -• ••• • • • • • • •• • • •• •• • • • • • • •• (4) ANCHORS AT SIDELITE MULLION FRAME SILL CHORS ELRE MULLION HEAD RFACE APPLIED LSE MUNTINS Y DE USED ce rc U HI -PROFILE SIDELITE TOP & BOTTOM FRAME NOTES: 1. DOORS ARE VIEWED FROM OUTSIDE. 2. FRENCH DOORS WRHOUT INSECT SCREENS. GLASS D.L.O. DIMS • • •D.L.O. HEIC4144 (HIGH PROFILE SIDELITE). = FRAME- HEIGHT - 14.375" • • DoL.O. WIDTH (LOW PROFILE SIDELITE) = FRAME WIDTH - 4.50" • • • M.O. WIE'M (SIQELIr) - FRAME WIDTH - 4.875" ••• • De .O. H61GH1 (NOR/ = FRAME HEIGHT - 12.250" O.L.O. WIDTSI (X DOORS) = FRAME WIDTH - 11.625" D.L.O. WIDTH (XX DOORS) = (FRAME WIDTH - 20")/2 • • • • • • • • • • S • • • • • • • • •• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 000 • • Env: JAVAD AHMAD CIVIL FLA. C. 7059238 VMODUCf 1LL'VISID •e ronpbM{ wig.the P116w Bridle{ Code Aatpl►eee N• o CepinNoe Daft UI M 3 U ti ae 8 th FM (305) 884-1464 n C V 1 S P 8 0 S S D 0 g e1 0 c sir i/r_r_o, • S drawing no. W13-03 (sheet 2 of 10 TABLE 3 DESIGN LOAD CAPACITY - PSF FRAME FRAME STATIONARY WIDTH HEIGHT PANEL (0) INCHES INCHES EXT.(+) INT.(-) 41 3/4 65.0 80.0 42 64.6 79.5 45 82 1/2 60.3 74.2 48 56.5 69.6 41 3/4 65.0 80.0 42 64.6 79.5 45 B4 60.3 74.2 48 56.5 69.6 41 3/4 65.0 80.0 42 90 84.6 79.5 45 60.3 74.2 41 3/4 96 65.0 80.0 42 3/4 64.6 79.5 41 3/4 98 65.0 80.0 42 3/4 63.5 78.1 m 42 3/4" FRAME WIDTH 4" MAX. HEAD/SILL CORNERS // 8 I. r _ ca,:/ o g 2o _ 11MAX" . HEAD SILL 38 1/4" D.L. OPG. HIGH PROFILE SIDELITE N Q 1 7 r� FRAME WIDTH 42 3/4" FRAME WIDTH 4" MAX. HEAD/SILL CORNERS NQ TYPICAL ELEVATION$ (0) •• ••• • • • • • •• • • • • • • • • •• •• • • • •• • • • •• • • • • • • • • • • •• • • •• S. • •• • • • • •• • • •• • • • •• • • • • • • • • • • • • • • OMAX11" C . HEAD SILL 38 1/4" D.L. OPG. LOW PROFILE SIDELITE i in NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E13OO-09 (3 SEC. GUSTS). Engr: JAVAD AMMO CML FLA. PE / 70592 CAN. 3538 2016 f NUOU(T NFVI►ED ace'0W)hswk1 die INdy 'Wales Cade- 6/0,11mo No io2Ole.o] a DewZoo Z 0 P cc N 80gg gnoa .ID <ZR- COMP-ANL\W13-03DAC SERIES-100 ALUM SWING DOOR W/ SIOELffES (LM.I.) O F 0 OEr a. CC Cr, U N. f3J°0 -J o S¢ I.§ FAX (305) 884-1464 0 C 0 O O • 0 B 0<mc i drawing no. W13-03 (sheet 3 of 101 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • TABLE 4 MULLION/SIDELITE DESIGN LOAD CAPACITY - PSF SIDELITE FRAME HEIGHT INCHES DOOR FRAME WIDTH INCHES SIDELITE WIDTH INCHES SIDELITE TO SIDELITE SIDEUTE TO DOOR W/0 REINF. WITH RBINF. W/O REINF. WITH REINF. EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 82 1/2 39 5/8' (X) 76. (XX) 24 30 36 41-3/4 42 45 48 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 85.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 85.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 64.6 79.5 64.6 79.5 64.6 79.5 64.6 79.5 60.3 74.2 60.3 74.2 60.3 74.2 60.3 74.2 56.5 69.6 56.5 69.6 56.5 69.6 58.5 69.6 84 39 5/8' (X) 76 (XX) 24 30 36 41-3/4 42 45 48 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 85.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 60.0 65.0 80.0 65.0 80.0 65.0 80.0 64.6 79.5 64.6 79.5 64.6 79.5 64.6 79.5 60.3 74.2 60.3 74.2 60.3 74.2 60.3 74.2 56.5 69.6 56.5 69.6 56.5 69.6 56.5 69.6 90 39 5/8" (X) 76' (XX) 24 30 36 41-3/4 42 45 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 85.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 78.1 85.0 80.0 65.0 80.0 65.0 80.0 65.0 69.0 65.0 80.0 65.0 79.5 65.0 80.0 64.6 68.6 64.6 79.5 64.6 78.6 64.6 79.5 60.3 64.9 60.3 74.2 60.3 74.2 60.3 74.2 96 39 5/8" (X) 76' (XX) 24 30 36 41-3/4 42 65.0 80.0 65.0 80.0 65.0 80.0 65.0 80.0 65.0 75.3 65.0 80.0 65.0 74.0 65.0 80.0 63.8 63.8 65.0 80.0 65.0 68.8 65.0 80.0 56.2 56.2 65.0 79.7 65.0 64.7 65.0 80.0 55.9 55.9 64.6 79.3 64.6 64.5 64.6 79.5 98 39 5/8" (X) 76' (XX) 24 30 36 41-3/4 65.0 80.0 65.0 80.0 65.0 75.5 65.0 80.0 65.0 70.6 65.0 80.0 65.0 69.5 65.0 80.0 59.9 59.9 65.0 80.0 64.6 64.6 65.0 80.0 52.6 52.6 65.0 74.7 60.7 60.7 65.0 80.0 1 REINFORCING O AS ROD. SEE CHART 0 t I 6,- I -JL I Lit �� 1 _I •e rn 39 5/8" MAX. SIDELITE 39 5/8" SIDELITE , MAX. SIDELITE 39 5/8" MAX. SIDELITE _ SIDELITE 39 5/8" 39 5/8' MAX. SIDEUTE . MAX. DOOR FRAME W. WIDTH WIDTH DOOR FRAME W. WIDTH DOOR FRAME W. WIDTH WIDTH l I L DOOR FRAME W. WIDTH DOOR FRAME W. D ee I / /. ///i \ 0 W O © _ ��i I / / // �/i \ Q-- \ !, © / /. //0 o \ J \ ©l� �/ �\ \ !�\\ �/ / 0©�I 0 // t/ K • !i 0 ��► - ( X0 ( OX) SIDELITE 76' MAX. WIDTH UOOR FRAME W. ( OX0 ) 76" MAX. SIDEUTE WIDTH DOOR FRAME W. WIDTH (X00) (00x) SIDEUTE ( XOX ) SIDELITE SIDELITE 76" MAX. WIDTH WIDTH DOOR FRAME W. FRAME HT. O / I , (n / \ / \ / ' \ o , ,' • -- ,a -/' \P o- - ,. ,a / \\ \ 10/ \ \ / / / / p-- \© \ \ \ \ / // / / © O \ \ \ © \ / / / ' v y , 9 , 1' - ' ( OXX INSTRUCTIONS: USE CHARTS AS FOLLOWS. 1. SELECT SINGLE OR DOUBLE DOORS CAPACITY FROM TABLES 1 OR 2 ON SHEET I. 2. SELECT SIDELITE AND SIDELITE MUWON CAPACITY FROM TABLE 4. 3, LOWER VALUES FROM STEPS 1 OR 2 WILL APPLY TO ENTIRE SYSTEM. 4. SELECT LOCK OPTION AND CORRESPONDING MAX. DESIGN LOAD FROM SHEET 4. • • • • • • • • REWIFORICING • • • S. • � • • AS RED• • • �(A1 • • SSE ONARA • •• ✓✓ • • ••• • • • • • • • • • 4 • • _ • •�-• 39 5,,•y • • SIDELITE WIDTH SIDELITE WIDTH •76` j 1� • I. • • • S. : wI • 39 5/8" (X) �• • • • !Imam eADI� •{ • 76" (XX) DOOR FRAME WIDTH • • • • • SIDELITE TO SIDELITE WITH DOORS • • • SIDELITE TO DOOR • • DOOR FRAME WIDTH ( OXXO ) SDELITE (XX00 \STILE END MULLION ANCHOR �( 00XX) ANCHOR SEE SHEET 2 SEE SHEET 1 WIDTH DOOR FRAME W. - WIDTH y� WIDTH a- A J \ / ii' O o- v ( 0XX00 MAX. 5 PANELS l( OOXXO 1 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCAO5-DEC-219 Engr: JAVAD AHITAD CML FTA. PE / 70592 CAN. 538 016 11(000CT kYV I5ED as complying •11\ Me Plow* Meddled Code *wepteew No TS-01010.0 £9plretioe Dote '1 dd. p1`d odM� ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • •• •• • • • •• •• ••• • • • 600 • • 0 M C_FF N W moo Jar re 0 N� • OUyM O H 01 4bp ceg•20 I • Z• bece _ QWmf<<k FAX (305) 884-1464 n D 8 0 0 H P a NO CHANGE THIS SHEET a • 0 11 0 0C date: 01-30-13 drawing no. W13-03 sheet 3.lof 10 LOCK OPTIONS: ACTIVE LEAF. SURFACE MOUNT DEAD BOLT LOCK AT 44-3/4" FROM BOTTOM, KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR FASTENED TO ACTIVE LEAF LOCK STILE WITH (2) #10-32 X 2" OH MS (2) 18-32 X 1/2" FH MS LEVER TYPE METALLIC HANDLE AT 38-3/4" FROM BOTTOM, FASTENED TO ACTIVE LEAF LOCK STILE WITH (2) 08-32 X 1-1/4" PH MS. AND (2) #8-32 X 1/2" FH MS CONCEALED FLUSH BOLTS BY 'REGENT' MANUALLY OPERATED LEVERS MOUNTED ON STILE FACE, LOCATED AT 11-1/2" AND 87-1/2" FROM BOTTOM FASTENED TO LOCK STILE WITH #8-32 X 1/2" FR MS (2) SCREWS PER BOLT INACTIVE LEAF CONCEALED FLUSH BOLTS BY 'REGENT' MANUALLY OPERATED LEVERS MOUNTED ON INSIDE FACE OF LEAF STILE LOCATED AT 11-1/2" AND 67-1/2" FROM BOTTOM FASTENED TO LOCK STILE WITH 18-32 X 1/2" FH MS (2) PER BOLT 39 5/8" 0 / / / \ ACTIVE \ >r ti 76" / / / I \ \ \ \ //% T,\\ 1 J \ \ • / .. / \ / \ / AC""V /INATIVE�INACTIVE r �i 3/16" HEAT STREN'D GLASS .090" Interloyer Soften Clear And Color Gloss By 'Eastman Chemical Co.' 3/16" HEAT STREN'D GLASS SIUCONE SILICONE GE 2800 GE 2800 SILICONE GE 2800 0 GLASS TYPE "GI' 0 O ACTIVE LEAF. 4 POINT LOCK SYSTEM BY 'INTERLOCK' AT 38-3/4" FROM BOTTOM HANDLE ACTIVATES DEAD BOLT AND SHOOT BOLTS ENGAGING AT HEAD AND SILL KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR HANDLE FASTENED TO LOCK STILE WITH (2) #8-32 X 2" OH MS CENTER LOCK FASTENED TO LOCK STILE WITH (2) #12-24 X 1/4" FH MS INACTIVE LEAF. CONCEALED FLUSH BOLTS BY 'REGENT' MANUALLY OPERATED LEVERS MOUNTED ON INSIDE FACE OF STILE LOCATED AT 11-1/2" AND 87-1/2" FROM BOTTOM FASTENED TO LOCK STILE WITH #8-32 X 1/2" FH TC MS (2) SCREWS PER BOLT 39 5/8" 76" A / / / / C1\ \ "' \ \ , ACTIVE \ 4 I i /I\ / / ./;, \ \ \ \ _ ACTIVE \ \ \ %, \ > 'Mi1 // II / i 1 / I/ INACTIVEle 3/16" HEAT STREN'D GLASS .090" Interloyer DuPont Butacite PVB By 'Kuraroy Americo, Inc.' 3/16" HEAT STREN'D GLASS SILICONE GE 2800 SILICONE GE 2800 • • • iT • w• • 2•m• • • •• • 3/16" HEAT STREN'D GLASS .090" Interloyer DuPont SentryGlas By 'Kuraroy America, Inc.' 3/16" HEAT STREN'D GLASS VJ• • •• '•M• i •• •4•0 Ire • GF2 •• • • • ,••• • • • • • •• 1 '. • ••• it • • • • /•s• • • • •• • • • W •• • • GLASS TYPE 'G2' •: .• • :LABS 4PYPE''G31•• • •• • • • GLAZING OPTIONS • • • • • • • • • • HINGES: 3-1/2" X 7-5/8" X .122" THK. EXTRUDED ALUM HINGE PART #FD-107 BY SULUVAN & ASSOC. 3 HINGES PER LEAF AT 9" FROM TOP AND BOTTOM AND AT MIDSPAN (SPACING NOT TO EXCEED 40" O.C.) HINGES FASTENED WITH #10 X 1" FH SMS (5) SCREWS AT HINGE STILE (6) SCREWS AT FRAME JAMB AT 1/4 POINTS ON LITES WIDER THAN 36" ONLY GLAZING DETAIL AT SIDELITE Engr: JAVAD AHMAD CML FLA. PE 70592 CAN. 538 Z016 ►HODUCT NSYISPiD as i.{ewN� IM M./HI � A44-4144eee No C-o OF.. 3 6sprtlk. Ore 11/ Protestesstal ALUM SWING D00 COMP -ANL\W13-03DAC) a 0 Y 0 a V. B B B C R 0 E 8 g. fi c � drowing no. W13-03 sheet 4 of 10 • • • • • • • ••Y • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 0040 • • 1/2" MIN. THROW BOLT PENETRATION EDGE DIST. •CONCETE 0 0 TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING AL 0 0 0 0 0 Row ......gearAmwmammisammiam WEEP SLOTS OPTIONAL 1/2' MIN. THROW BOLT PENETRATION :CONCRSTE: • OPERABI E PANFI TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING EDGE DIST TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING IBY OR 2BY WOOD BUCK SEE NOT SHEET 1 oppy�'� TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING EDGE DIST METAL STRUCTURE TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING WOOD BUCKS AND METAL STRUCTURE NOT BY DORALUM MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) INTO WOOD STRUCTURES 2" MIN. PENETRATION INTO WOOD (HEAD/JAMBS) THRU 1BY OR 2BY WOOD BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) DIRECTLY INTO CONC. OR MASONRY 2" MIN. EMBED INTO CONCRETE (HEAD/SILL) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) 1 /4" DIA, TEKS OR SELF DRILLING SCREWS (GRADE 5 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") INTO METAL STRUCTURES (HEAD/SILL/JAMBS) STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-75 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. • • • • • W00[PATHEAD O�R, JAMBS RCP= 0.55 MIN. •• • C CET AT H`r7' :LL:OR JAMBS f'c = 3000 PSI MIN. • • • Cr94H0 �•L0l /F114613•13LOOK AT JAMBS f'm — 2000 PSI MIN. • • • • • • • • • • • • • • ANtRORS'NAY SE mEeeR FLAT HEAD. • • • • •• • •• • • • • • • • — • • • • • • •• • • •• • • •• • • •• • • • •' • • • • •• • • • • • DOOR DETAILS 000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• 4100 • • • 000 • • Z • 3 4 a F g a WW Owe 4" o R V O� glEg rt MIAMI-DAOE COUNTY APPROVED: 0 I-u 2 g CLIPPED MULLION SEE �i ✓� O p SEE SEPARATE NOA 1 LLZo IYQ ly f� `L RC _6 .J Q w f I Emir. JAVAO ANMAD CML FLU. PE I 70592 CAN. 8 2016 TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING F NIUUCT NRvi8RP s Code 1fe plwlr Auspt.. a N. S-O u� 8&pirating Moo MIm1 Rohs. Costal 0 0 0 FAX (305) 884-1464 co v 8 S V. a 0 S N C- e 7 drawing no. W13-03 sheet 5 of 10 T/4" MAX. SHIM TYPICAL. ANCHORS SEE ELEV. FOR SPACING METAL STRUCTURE 3/8' MAX. LOAD BEARING. SHIM_: TYPICAL ANCHORS SEE ELEV. FOR SPACING,. 0 w © LEAF WIDTH 39 5/8" MAX. DOOR FRAME WIDTH 36 7/8" MAX LEAF WIDTH O3/8' MAX. LOAD BEARING SHIM ▪ EXTERIOR •• • • • • • • • • •• • •76:klAt • • • •—• 1BY OR 2BY WOOD BUCKS SEE SHEET 1 • 'CONCRETE OR BLOCK 1• /4• LOCK OPTIONS SEE SHEET 4 LOCK OPTIONS SEE SHEET 4 • DOOR FRAME. WIDTH • • • • • • • • • • • • • • •• • ••• •• • • • •• • • • • •• • •• •_ • • • • • • • • • • • • •• • • •• • • •• • • •• • • • • • • • • •• • • • • • TYPICAL ANCHORS SEE ELEV. FOR SPACING DOOR DETAILS Env ,IAVAD AHMAD CML FLA. PE 170592 CAN. 3538 016 3/a" MAX. LOAD BEARING SHIM TYPICAL ANCHORS SEE ELEV. FOR SPACING fitODOCT NKVI•LD Ye•npyle{•wph fie Plonk Bddle{ Cade * g.Ole 4.a1 Cipirstiew Dab la4.1 M O 3 J a a f U 0 FAX (305) 884-1464 0 g 8 a 0 R� F drowing no. W13-03 sheet 6 of 10 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • ••• • • TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING #10 X 1/2" THREAD CUTTING MACHINE SCREWS 0 6" FROM EACH END & AT MIDSPAN TYP. HEAD/SILL TYPICAL ANCHORS SEE ELEVATIONS SIDEUTE FOR SPACING ciEi , EDGE DIST. •CONCRETE. d' 1BY OR 2BY WOOD BUCK SEE NOTE SHEET 1 l 1 A i d, LOW PROFILE SIDELITE 11 • •' CONCRETE ` b N EDGE DIST. 3/8" MAX. LOAD BEARING SHIM 1/4".- SHIM ., WITH METAL 0 P /4 BLOCK CliNCe .. O � O O.L. OPG. SIDELITE WIDTH FRAME WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING •• ••• • • • • • •• • • • • • •— • •• • • • •• • • • $ • • ••:, • v. •• .0 •.. 40 • •• 111.PICAL ANCHORS SEE ELEVATIONS FOR SPACING •• • •• • • • • • • • •• • • •• • • • • • • • • • • • • • • SIDELITE DETAILS EXTERIOR 36 7/8" MAX. LEAF WIDTH 39 5/8* (X DOOR) 76" (XX DOOR) MAX. DOOR FRAME WIDTH En9r: JAVAD AHMAD ' CNIL FLA. PE / 70592 CAN. 6 rKODUCT kr.V DWD p cemplylgrwlIY doe Plaid, Nolan Code Mariam.* N. C-01 CRirslle•Data IC1 vs1 ni ,u SERIES-100 ALUM SWING DOOR W/ SIDEI.ITES (LM.I.)1 8 co N 8 C a OIY i°b 'm o c 8 drowing no. W13-03 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • sheet 7 of ITEM # PART / REQD. DESCRIPTION MATERIAL MANF./SOPPLIER/REMARKS 1 T-51493 1/DOOR FRAME HEAD 6063-T6 - 2 T-51494 2/DOOR FRAME JAMB 6063-T6 - 3 T-51503 1/LEAF DOOR TOP RAIL 6061-T6 - 4 T-51492 1/LEAF DOOR BOTTOM RAIL 6061-T6 - 5 T-11502 2/ LEAF WEATHERSTRIP ADAPTER 6063-T6 - 6 SW-28898 1/DOOR THRESHOLD 6063-T6 - 7 T-51520 1/LEAF HINGE STILE 6063-T6 - 8 T-51496 1/LEAF LOCK STILE 6063-T6 - 9 T-11500 AS REQD. SIDEUTE SUP ON JAMB 6063-T6 - 10 T-11501 1/CORNER ASSEMBLY STIFFENER 6063-T6 - 11 FD-107 3/LEAF BUTT HINGES (.122" THK.) ALUMINUM SULLIVAN & ASSOC. 13 T-11499 AS REQD. SIDEUTE GLAZING BEAD 6063-T6 - 14 T-51504 AS REQD. SIDEUTE BASE ADAPTER 6063-T5 - 15 - AS REQD. SIDEUTE REINF. CHANNEL 3003-H14 - 16 T-11498 AS REQD. SCREW CAP (OPTIONAL) 6063-15 - 16A - AS REQD. SCREW CAP (OPTIONAL) 6063-T5 - 17 - 2/LEAF 3/8" X 16 THREADED ROD STEEL - 18 - 2/LEAF 3/8" X 16 NUT - - 19 - AS REQD. PVC INSERT - - 20 - AS REOD. ULTRAFAB _ - 22 PW-101 AS REQD. BULB WEATHERSTRIPPING VINYL - 23 PB-8400 AS REQD. PILE WITH INTEGRAL FIN W'STRIPPING - SCHLEGEL 24 5025 AS REQD. FLUSH BOLTS DELTA IND. 25 CP-B111 - ENTRY LOCKSET KWIKSET 26 d8 X 1" 4/ CORNER ASSEMBLY SCREWS, Al SELF ORILUNG AT ALL FRAME JOINTS 27 /8 X 2-1/2" 3/ CORNER ASSEMBLY SCREWS, PH SUS - 28 18 X 1-1/2" 2/ CORNER SIDELITE ASSEMBLY SCREWS, Al SELF DRILLING - 29 - AS REDO. SETTING BLOCKS EPDM OUROMETER 8035 SHORE A SEALANTS: FRAME AND LEAF CORNERS, INSTALLATION SCREWS AT SILL AND ALL METAL PARTS CONNECTIONS SEALED WITH CLEAR COLORED SEALANT. • •S. •• •• •• •• •• •• •• •• •• •• • • • • • • • • • •• • • • •• • • • •• • • • • •• • •• C • • • • • • • • • • • • •• • • •• • • •• • • • •• • • • • • • • • I • • • • • • Env JAVAD AHMAD CIVIL FU. PE ,Y 70592 CAN. 38 16 VttfMUCT KWVISW raeapy4giwlH Ills Aur1Y Bdllq Cde Ateeplttet Nt 1. -0 ol..D S&�lnd•OEN 'i 5 I/' • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • FAX (305) 884-1464 O U d O 2 II, V O 0 V H O C n S. drowing no. W13-03 (sheet 8 of 10 2.125 0.375 r, It V 1\ o a.062 4.000 r.076 Y 1.594� 1.4I5 1.500 .375 .838 .746 666 .688 + RPORATION T DEVELOPMENT SUITE 220 FAX (305) 26243978 "= 0.312 1 2.250 I rrraaa--- J �,, 12�7 6 7 �J- 1.494 045 a s II 1�1.963 O WEATHERSTRIP ADAPTER 16 SCREW CAP + .688 o 4---2.125 FRAME HEAD 0fl2162 1 1.252 2.000 ® ®+ J 11�-1i i l' II AL-FAROOQ C �2.250 838 045 .078 b C1 1.963 13 SIDE O LITE GLAZING BEAD STEEL 1 1-' OM PN� 0 ® 0 o 3.375 4.000 r.078 4.895 5.638 te ) S 1- Q+ v } 1.750 .875 .078 M1.500 --1 1 -� r 2.000 o+ +® U q 1 I N 3 a Z n r Li x OFRAME JAMB r•-1.750-. O 4.000 HINGE STILE 14 SIDELITE 1.813 BASE ADAPTER 19 ALUMINUM HINGE )( SERIES-100 ALUM SWING D00 DORALUM CORPORAL 7040 N.W. 77 TERRA( MIAMI, FL. 33166 TEL. (305) 884-3922 FA I 4.224 .078 ��-• .250 3.500 4.000 1.750 2.139 1.I 125 .078 1..4.816 I� 1.540 �i� II C REV. PER RER COMMENTS NO CHANCE THIS SHEET ) 0 - I .876 F- TOP O 4.906 LOCK STILE 10 ASSEMBLY STIFFENER RAIL 2.057 _1 I .876jI .078 -.-1 1.445 '1 -d �.078 2.406 1.656 _.I.4.156 I .• •.• • • • 1.125 • OMMi" ,1"' 5.500 6.000 0 SIDE LITE JAMB • •5.768 • • •• • • • • • • • • • • • • ••• . IM000CTklv1 e131:0.. • .115 • • • • • • • . �B r complying -whip ix rbifil♦ HadIe%Code �2.177-�{ .055 • • • • • _ • • • 1 • 3.750 • • • • • • • • F:ng,: JAVAD MUM4tetp4nte FLA. PE% 70592 C.A.N. 3538 No I. . d'70k 3 �anlbnOW 7 •`r NV ��y o 9 t n o t • • • _ - 1.375 - • • •- 1-1.750 -I .500- r I .062 - •• • • • • • • • • • • . •• •• •• 8 - drawing no. W13-03 O4 BOTTOM RAIL 4.000 O THRESHOLD SIDELITE BASE GLAZING BEAD SIDEUTE ALUM REINF. (sheet 9 of 10) •00 • • . • ••. • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • DOOR FRAME TOP CORNER SIDELITE TOP & BOTTOM CORNER DOOR FRAME BOTTOM CORNER SIDELITE SLIP ON JAMB CORNER •• •• • • • • • • � • • • • • • • • • • • • • • • • • •• • • • •• •• • • • • • • • •• • •• • • • LEAF TOP & BOTTOM CORNER Engr: JAVAD AHMAD CIVIL FLA. PE }' 70592 CAN. 3538 f9tU•UCT kl'VI8:a mortal** Me RIor1/� WNM1. Cpk nket � �Claw oa di_ ej�-1LEII' �.wKearlt�l M1 CI}' O a a v s S A O N O 9 x C drawing no. W13-03 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • sheet 10 of 10 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) ES Windows, LLC 10653 N.E. Quaybridge Ct. Miami, FL 33138 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by' the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "2000/ 2050" Aluminum Horizontal Sliding Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W03-75, titled "Series-2000/ 2050 Alum. Horiz. Sliding Wdw. (L.M.I)", sheets 01, 1.1, 02 and 03 through 09 of 09, dated 08/27/03, with revision "II" dated 09/16/14, prepared by Al-Farooq Corporation, signed and sealed by Javad Alunad, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiratior eltitt. by the Miami -Dade County Product Control Section. • • •' • • • • ••• • • •• MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • • • MIAMI—DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.mia midade.eovieconomy LABELING: Each unit shall bear a permanent label with the manufacturer's nano or.logo, Barranquilla: Colombia, America Latina, series, and following statement: "Miami -Dade •Cdduiiy Proiltttt'Controt Approved", unless otherwise noted herein. "" "" • .• • RENEWAL of this NOA shall be considered after a renewal application has been. i;tl'and tlteiI.l s beery, no change in the applicable building code negatively affecting the performance of this.pr x1uct. • TERMINATION of this NOA will occur after the expiration date or if there has been a'revisi w.or: change in the materials, use, and/ or manufacture of the product or process. Misuse of this:NOA•as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this,NQFailure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 13-0617.28 and consists of this. page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. MIAMI•DADE COUNTY APPROVED NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 Page 1 • • • • • ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS . 1. Statement letter of conformance to, complying with FBC 5th Edition (2014), and of no financial interest, dated 09/10/14, signed and sealed by Javad Ahmad,-P. E. 2. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated 12/08/11 and 06/05/13, signed and sealed by Javad Ahmad; P. E. (Submitted partially under previous NOA No. 12-0223.46) 3. Distributor Agreement, dated 10/20/10, signed by Carla Garcia Torrente and by Andres Chamorro. (Submitted partially under previous NOA No. 12-0223.46) 4. Laboratory compliance letter for Test Report No. FTL-5811, issued by Fenestration Testing Laboratory, Inc., dated 08/13/09, signed and sealed by Michael R. Wenzel, P. E. (Submitted under NOA No. 09-1008.06) 5. Proposal No. 09-1583 issued by Product Control, dated 11/23/09, signed by Jaime D. Gascon, P. E. (Submitted under NOA No. 09-1008.06) 6. Laboratory compliance letter for Test Reports No.'s FTL-5338 and ' FTL-5475, issued by Fenestration Testing Laboratory, Inc., dated 01/17/08 and 12/20/07, signed and sealed by Carlos S. Rionda, P. E. (Submitted under NOA's No.'s 08-0527.13 and 07-0928.13) 7. Laboratory compliance letter for Test Reports No.'s FTL-3809 and FTL-3804, issued by Fenestration Testing Laboratory, Inc., dated 06/16/03 and 05/1 s%�; revised• • • • • ,•2tll & reissued by Fenestration Testing Laboratory dated 08/l0/0fsigned and sealed .• .. . . . by Joseph C. Chan, P. E. .... • (Submitted under NOA No. 03-0910.02) • G. OTHERS .... . • ••. . .... .... 1. Notice of Acceptance No. 13-0617.28, issued to ES Windows, %L,C, for tlei Series • "2000/ 2050" Aluminum Horizontal Sliding Window - L.M.I:,•pooved on 09/19/13 •• and expiring on 11/06/18. • E-3 .... • . • .. .. . • .... •. . . • Jaime D. Gascon, P..E. Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 • ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No.'s 03-0910.02 and 09-1008.06) 2. Drawing No. W03-75, titled "Series-2000/ 2050 Alum. Horiz. Sliding Wdw. (L.M.I)", sheets 01, 1.1, 02 and 03 through 09 of 09, dated 08/27/03, with revision "II" dated 09/16/14, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per ASTM F 588-04/ 07 and per FBC 2411 3.2.1, TAS 202-94 7) Deglazing Force Test, per ASTM E 987-88(R2009) and per FBC 2411 3.2.1, TAS 202-94 8) Operation Force Test, per ASTM D 2256-02(R2008) and per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of a horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Rdtdst No. FTL-5811, dated 02/16/09, signed and sealed by Michael R. WRiset, P.E.•,• • •; (Submitted under NOA No. 09-1008.06) ••• • 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94. • • • 2) Uniform Static Air Pressure Test, Loading per f'$C TAr'21:2 -94 • 3) Water Resistance Test, per FBC, TAS 202-94 • • . • • ; ; 4) Large Missile Impact Test per FBC, TAS 2Q10-944• •.: • • • 5) Cyclic Wind Pressure Loading per FBC, TAS.203-94 • 6) Forced Entry Test, per ASTM F 588-04/ 01 and per F1c.2411 3.2.1, TAS 202-94 : . • .•• 7) Deglazing Force Test, per ASTM E 987-88(•2069) and;per FBC • 2411 3.2.1, TAS 202-94 8) Operation Force Test, per ASTM D 2256-02(R2008) and per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of a horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-5338 and FTL-5475, dated 01/17/08 and 12/20/07 respectively, signed and sealed by Carlos S. Rionda, P. E. (Submitted under previous NOA No."08-0527,13 and 07-0928.73) -- Jaime D. Gaston, P. E. Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 E-1 D. QUALITY ASSURANCE 1. Miami —Dade Department of Regulatory and Economic Resouraes tRR) • ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per AAMA 1302.5-76 and per FBC 2411 3.2.1, TAS 202-94 7) Deglazing Force Test, per ASTM E 987-88 and per FBC 2411 3.2.1, TAS 202-94 8) Operation Force Test, per ASTM D 2256-02 and per FBC 2411 3.2.1, TAS 202-94 along with marked —up drawings and installation diagram of horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-3809 and FTL-3804, dated 06/16/03 and 05/15/03 respectively, revised & reissued on 08/10/06, all signed and sealed by Joseph C. Chan, P. E. (Submitted under NOA No. 03-0910.02) C. CALCULATIONS •••• • • • • • 1. Anchor verification calculations and structural analysis, conformance tcr,.c� tplying..• . u . with FBC-2010 and with FBC 5th Edition (2014), pmarecl by Al Faroos Corporation, dated 09/09/14, signed and sealed by Javad Ahmad,•F,E. . • • • • • • 2. Glazing complies with ASTM E1300-98/ 09 • • • • • • • • • • •••• . • •••• • • •• •• E. MATERIAL CERTIFICATIONS • • • • • • • • •• • • • • • • • • • • • • 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Sentry GIass® Interlayer" dated 05/26/10, expiring on 01/14/17. 2. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 04/11/13, expiring on 12/11/16. Jaime D. Gascon, P. E. > Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06,2018 Approval Date: February 05, 2015 E-2 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance to, complying with FBC 5th Edition (2014), and of no financial interest, dated 09/10/14, signed and sealed by Javad Ahmad, P. E. 2. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated 12/08/11 and 06/05/13, signed and sealed by Javad Ahmad, P. E. (Submitted partially under previous NOA No. 12-0223.96) 3. Distributor Agreement, dated 10/20/10, signed by Carla Garcia Torrente and by Andres Chamorro. (Submitted partially under previous NOA No. 12-0223.96) 4. Laboratory compliance letter for Test Report No. FTL-5811, issued by Fenestration Testing Laboratory, Inc., dated 08/13/09, signed and sealed by Michael R. Wenzel, P, E. (Submitted under NOA No. 09-1008.06) 5. Proposal No. 09-1583 issued by Product Control, dated 11/23/09, signed by Jaime D. Gascon, P. E. (Submitted under NOA No. 09-1008.06) 6. Laboratory compliance letter for Test Reports No.'s FTL-5338 and FTL-5475, issued by Fenestration Testing Laboratory, Inc., dated 01/17/08 and 12/20/07, signed and sealed by Carlos S. Rionda, P. E. (Submitted under NOA's No.'s 08-052Z13 and 07-0928.13) 7. Laboratory compliance letter for Test Reports No.'s FTL-3809 and FTL 3804, issued by Fenestration Testing Laboratory, Inc., dated 06/16/03 and 05/15/0•3s•rised & reissued by Fenestration Testing Laboratory dated 08/10/06, all• signed end sealed by Joseph C. Chan, P. E. • • • • •• • • . 0000 (Submitted under NOA No. 03-0910.02) • • G. OTHERS • .... ••. • • • •••• ••.• • .• • • 1. Notice of Acceptance No. 13-0617.28, issued to ES Windows,•I:,L , for :het" Series "2000/ 2050" Aluminum Horizontal Sliding Window — L.M.I.; ap iioved oir /19/13 and expiring on 11/06/18. E-3 • • • . • • • • .. • • • • • • • •... • • • • • Jaime D. Gascon, P. P.' Product Control Section Supervisor NOA No. 14-0923.10 Expiration Date: November 06, 2018 Approval Date: February 05, 2015 THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES-2000/2050 ALUM HORIZ. SLIDING WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEETS 2 & 3. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF H.R./H.R. OR H.R. WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI-DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE • REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITI; HURRICANE ZONE (HVHZ). • • 6" MAX. HEAD/SILL CORNERS 0 U 2 a } 111" ' 10" MAX STILE WINDOW WIDTH ADDL ANCHOR 11„ AT STILE ENDS' 5" ENDS SEE SHEETS 2 & 3 FOR CAPACITY ) I( I` 1)I HEAD SILL II II T II II II 11 ___11j% II II II II iI I I____3r ;1 / , I IL _— I II II it II iI If jl ,. =. II Ir 1, ,1 II I / ,1 irn1!!IiII1__ILW4 —_ I I II I, I� IL_I _ J _ _ —_ — __ li ,I : ;I II ILL// =,i,I jr Ir— , I, ,I I, / ,I JI II 1_ II __ IL -- I I II II I;I __,I _ _ L —_ __ -_— I li II L . . I FALSE MUNTINS /-(SCRFACE APPLIED) MAY BE USED 0 1 •• • • • • • • • • •• • • • WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER • LOADS TO THE STRUCTURE. • • • • • • • • • • • • ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARL• • • • NOT PART OF -THIS APPROVAL. - • • • • • • A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WODD•ONLY • MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAj • •• • COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE. •• • • • • •• • • •• • • • • •• • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• •• •• •• •• •• • • • • • • • • • • 33 1/2" D.L. OPG. 37 5/8" VENT WIDTH PRODUCT REVISED r complying whh the Florida A� QOT90 ����© AR LDate Mlaml E .da Product Co au 01 33 3/8" D.L. OPG. TYPICAL ELEVATION zoJ-O 1v 33 1/2" D.L. OPG. 37 5/8" VENT WIDTH LAMINATED GLASS LARGE MISSILE IMPACT Engr: JAVAD AMMO CML FLA# 70592 C. , . 3538 4 2014 11‘V n 0 a. 8 Cs, 0 I th ty FAX. (305) 624-7777 B a 0 s V drawing no. W03-75 (sheet 1 of 9 ) S 1/8" ANN. GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT 1/8" ANN. GLASS SILICONE DOW CORNING 795 AT 1/4 POINTS ON LITES WIDER THAN 36' GLASS TYPE 'A' 1/8" ANN. GLASS .090' INTERLAYER BUTACITE PVB BY 'DUPONT' 1/8" ANN. GLASS SILICONE DOW CORNING 795 • AT 1/4 POINTS ON UTES WIDER THAN 36' GLASS TYPE 'B' S 3/16' ANN. GLASS .090' INTERLAYER SENTRYGLAS BY 'DUPONT 3/16' ANN. GLASS SILICONE DOW CORNING 795 AT 1/4 POINTS ON USES WIDER THAN 36" GLASS TYPE 'C' S z 1/8' HEAT STREN'0. GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT' 1/8' HEAT STREN'D. GLASS SILICONE DOW CORNING 795 AT 1/4 POINTS ON UTES WIDER THAN 36' GLASS TYPE 'Al' 1/8" HEAT STREN'D. GLASS .090' INTERLAYER BUTACITE PVB BY 'DUPONT' 1/8" HEAT STREN'D. GLASS SILICONE D0W CORNING 795 AT 1/4 POINTS ON LITES WIDER THAN 36" GLASS TYPE 'B1' 5/32" HEAT STREN'D. GLASS .090" INTERLAYER BUTACITE PVB BY 'DUPONT' 1/8' HEAT STREN'O. GLASS SILICONE 00�! PRtiItlG•791, • • • • • • ••� •• • • • • • •• •• •• • AT 1/4 POINTS ON LIES • • WIDER THAN 36" • • GLASS TYPE 'D' • • •• $.• • • •a1� � • • • • TT P/4 POINTS.41 U?ES • WItER THAN 36 GLASS TYPE 'E' 5/32' HEAT STREN'D. GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT' 1/6' HEAT STREN'D. GLASS SILICONE OM CORNING 795 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • SILICONE DOW CORNING 795/983 AT 1/4 POINTS ON LITES WIDER THAN 36' 5/16" LAM. GLASS PRODUCT REVISED as complying with the Florida odkUtts sock Acceptance No No s N SILICONE DOW CORNING 795/983 AT 1/4 POINTS ON UTES WIDER THAN 36' 7/16" LAM. GLASS ALT, GLAZING OPTIONS . SQUARE GLAZING STOP CAN BE USED WITH ALL GLASS TYPES SHOWN ON THIS SHEET. 23,1a P � 2o1..8 Product Gonad Engr: JAVAD AHMAD CML PE i 70592 N. 538 - 2014 41.V 10 n i 0' FAX. (305) 624-7777 tri S B 0 drawing no. W03-75 sheet l,lof 9 DESIGN LOAD CAPACITY - PSF (XO OR OX SIZES) SERIES 2000/2050 WINDOW DIMS. A STD. ANCHOR SPACING ADDL. ANCHOR STD. MTG. RAIL (FRAME SILL r , 2, 3 & 4) SEE DETAILS BELOW FOR EXT(+) LOAD UMITATIONS H.D. MTG. RAIL (SILL 43 & 4)** H.D. MTG. RAIL (SILL •3 & 4)** GLASS TYPE 'A' GLASS TYPE 'B' GIASS TYPE 'Al' GLASS TYPE 'Bl' GIASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'AI' GLASS TYPE '61' GLASS TYPE 'D' GLASS TYPE 'B' GLASS TYPE 'Al' GLASS TYPE '81' GLASS TYPE 'D' GLASS TYPE 'E' WIDTH HEIGHT EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 26-1/2' 37" 53-1/8" 74' 26' (3) 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 26-1/2' 37' 53-1/8' 74" 38-3/8' (3) 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 26-1/2" 37" 53-1/8' 74' 50-5/8" (4) 3 70.0 80.0 70.0 * 90.0 70.0 80.0 80.0 90.0 - - 4 70.0 80.0 70.0 90.0 70.0 60.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 8 - - 70.0 90.0 70.0 80.0 80.0 90.0 - - 26-1/2' 37' 53-1/8' 74' 63 (5) 3 70,0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 4 58.9 67.3 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 42.6 48.7 70.0 86.6 70.0 80.0 80.0 90.0 - - 8 - - - - - - 75.3 75.3 80.0 90.0 24' 36" 48' 60" 72' 22) 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 24' 36" 48" 60' 72' ��) 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 24' 36' 48" 60' 72' 488) 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 4 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80A 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 70.0 80.0 70.0 90.0 70.0 80.0 80A 90.0 - - 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 24" 36" 48' 60' 72' 65) 3 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 4 70A 80.0 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 54.2 61.9 70.0 90.0 70.0 80.0 80.0 90.0 - - 6 45.1 51.5 70.0 87.3 70.0 80.0 80.0 90.0 - - 8 - - 70.0 78.7 70.0 78.7 80.0 82.7 80.0 90.0 A = NO. OF ANCHORS PER HEAD & SILL () = NO. OF ANCHORS PER JAMB STD. SILL WITHOUT RISER • STD. SILL WITH RISER UMIT EXT.(+) LOADS TO 53.3 PSF LIMIT EXT.(+) LOADS TO 70.0 PSF HI -RISE SILL WITHOUT RISER ** SEE DETAILS BELOW FOR EXT(+) LOAD UMITATIONS 4 HI -RISE SILL WITH RISER LIMIT EXT.(+) LOADS TO 67.5 PSF LIMIT EXT.(+) LOADS TO 80.0 PSF • • • • • •• •• • • • • • • • • • • • • • • • • •••• • • • • • • • • • •• •• • • • • • • •• •• • • • • • • STD. MTG. RAILS S-2000 ALTERNATE TO 6A & 6A.1 STD. MTG, RAMS S-2050 H.D. MTG. RAILS S-2000 PRODUCT REVISED a4 complying with dia Florida Building Cede Aocepittica O 8m A.tj, r,.81'S .9c H.D. MTG. RAILS S-2050 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT OCA05-DEC-219 Enge JAVAD AHMAO Cr . *lA PE/70592 G A.N 3538 2014 (C4"u COMP-ANL\WO3 00/2050 ALUM NOR FAX. (305) 624-7777 c a 0 V B N a iw B B S I drowing no. W03-75 sheet 2 of 9 DESIGN LOAD CAPACITY - PSF (XOX SIZES) SERIES 2000/2050 WINDOW DIMS. WIDTH HEIGHT A STD. ANCHOR SPACING ADDL ANCHOR BED. MTG. RAIL (FRAME SILL 'I, 2, 3 & 4) SEE DETAILS BELOW FOR EXT(+) LOAD LIMITATIONS H.D. MTG. RAIL** (SILL •3 & 4) H.D. MTG. RAIL** (SILL •3 & 4) GLASS TYPE 'A' CLASS TYPE 'B' GLASS TYPE 'Al' GLASS TYPE 'BE' GLASS TYPE 'C' GLASS TYPE 'D' CLASS TYPE 'Al' GLASS TYPE 'BI' GLASS TYPE 'D' GLASS TYPE 'B' GLASS TYPE 'Al' GLASS TYPE 'HI' GLASS TYPE 'D' GLASS TYPE 'E' EXT.(+) so.(-) EXT.(+) INT.(-) EXL(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 74' 106-1/4' 111' 26 (3) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 2 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 12 80.0 90.0 74' 106-1/4" 111" 38-3/8' (3) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 2 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 2 80.0 90.0 74' 106-1/4" 111" 50-5/8 (4) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 12 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 12 80.0 90.0 74' 106-1/4" Ill" 63 (5) 9 45.4 51.9 70.0 90.0 70.0 80.0 80.0 90.0 2 77.1 77.1 80.0 90.0 12 75.3 75.3 80.0 90.0 72' 84' 96" 108" 24" (2) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 2 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 72" 84" 96' 108" 36' (3) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 60.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 12 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 72' 84' 96" 108" 48' (4) 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 60.0 80.0 90.0 12 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 72' 84' 96' 108' 60" (5) 9 54.2 61.9 70.0 90.0 70.0 80.0 80.0 90.0 9 47.6 54.4 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 63.9 70.0 80.0 80.0 88.2 80.0 90.0 12 70.0 78.7 70.0 78.7 80.0 82.7 80.0 90.0 A = NO. OF ANCHORS PER HEAD & SILL () = NO. OF ANCHORS PER JAMB n N • STD. SILL WITHOUT RISER STD. SILL WITH RISER (1/3W) (1/3W) (1/3W) V'- ** SEE DETAILS BELOW FOR EXT(+) LOAD LIMITATIONS OPERATING VENTS TO BE 1/3 OF THE WINDOW WIDTH se • • • • • •• . • HI -RISE SILL WITHOUT RISER UMIT EXT.(+) LOADS TO 53.3 PSF UMIT EXT.(+) LOADS TO 70.0 PSF UM1T EXT.(+) LOADS TO 66.7 PSF LIMIT EXT.(+) LOADS TO 80.0 PSF .• • • • •• • • •• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • HI -RISE SILL WITH RISER • • • • • • • • • • • • • • • • •• •• • • • • • DESIGN LOAD CAPACITY - PSF (XOX SIZES) SERIES 2000/2050 STD. ANCHOR SPACING WINDOW DIMS. A STD. MTG. RAIL (FRAME SILL •1, 2, 3 & 4) SEE DETAILS BELOW FOR EXT(+) LOAD LIMITATIONS H.D. MTG. RAIL (SILL *3 & 4)** GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'Al' GLASS TYPE 131' GLASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'Al' GLASS TYPE 'DI' GLASS TYPE 'D' GLASS TYPE 'E' EXT.(+) 94T.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) WIDTH HEIGHT 74' 106-1/4' 111' 26" (3) 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 11 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 12 - - - - - - 80.0 90.0 74' 106-1/4' 111" 38-3/8" (3) 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 11 - - 70.0 90.0 70.0 80.0 80.0 90.0 12 - - - - - - 80.0 90.0 74' so -sir ( 6 - - 70.0 90.0 70.0 80.0 80.0 90.0 74' 3 8 - - - - - - 80.0 90.0 72" 84' 96' 108' 24' (2) 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 11 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 72' 84" 96' 108' 36' (3) 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90A 9 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 II - - 70.0 90.0 70.0 80.0 80.0 90.0 72' 84' 96' �4) 8 70.0 80.0 70.0 90.0 70.0 80.0 80.0 90.0 8 - - 70.0 90.0 70.0 80.0 80.0 90.0 9 - - - - - - 80.0 90.0 72' 60' (5) 8 - - 70.0 90.0 70.0 80.0 80.0 90.0 A = NO. OF ANCHORS PER HEAD & SILL () = NO. OF ANCHORS PER JAMB 8T0. MTG. RAILS S-2000 H.O.MTG. 113 C-2000 5-205n STD. MTG. RAIIR S-2050 H.O. MTO. ELM (1/4W) 4 (1/2W) (1/4W) OPERATING VENTS TO BE 1/4 OF THE WINDOW WIDTH PRODUCT RRVISBD as complying w88 dhc Florida Buildlos Code 2 0 923.1D n60e 20?g MI doPx, OConim� NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1 300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC- 21 9 Engr: JAVAD AHMAD MIL PIA APE i 70592 C. N. 3538 (0y-u 0. 5 U a th 0 n S B P 0 va CC 4 y6 drawing no. W03-75 sheet 3 of 9 TYPICAL ANCHORS SEE ELEV. FOR SPACING 1BY WOOD BUCK N • ♦ • • • • • 1• • • TYPICAL ANCHORS • • • • • SEE ELEV. FOR SPACING. METAL STRUCTURE TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. FIMIAMI—DADE COUNTY APPROVED I IMULUON & MULLION ANCHORS I 1SEE SEPARATE NOA I TYPICAL ANCHORS: SEE ELEV. FOR SPACING II Ed I I 1/4" DIA. ULTRACON BY 'ELCO' (Fuw177 KSL Fy-155 KSI) 1y1 i� INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD "TrS THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPICAL ANCHORS SEE ELEV. B14 SMS OR SELF DRILLING SCREWS (GRADE 2 cR5) FOR SPACING INTO MIAMI—DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) Ed - ANCHOR EDGE DISTANCE INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. © • ••• -i ��E:_`$ • • • •••4 .b:Ike .�. •• • • • • ••• ..tom •V•&• V. •\ .. • • • • • • • • •• • • •• • • • • • • • • TYPICAL ANCHORS SEE ELEV. rcp FOR SPACING NO3 o ••• • • • • ••• S Is • • • • • •• • • • ••• • • • • • • • • • • • • • • •• •S •• •• • • S. •• ••• •• WOOD AT HEAD, SILL OR JAMBS SO — 0.55 MIN. CONCRETE AT HEAD, SILL OR JAMBS I c o 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm 2000 PSI MIN. SEALANTS: FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL SEALED WITH WHITE/ALUMINUM COLORED SILICONE. WEEPHOLES: W1 = 1-13/16" X 1/4" WEEPHOLES AT 3" FROM EACH END WITH PLASTIC BAFFLE W2 = 1/4" WEEPHOLE AT TOP & BOTTOM RAIL 1" FROM EACH END •' 1BY WOOD BUCK PRODUCT REVISED as complying with the Florida Building Code Acceptance No 2 Z Fxo4r�ot Dace 72028 Miado Pro uN Conw SERIES-2000 SERIES-2050 drawing no. W03-75 TYPICAL ANCHORS SEE ELEVS. FOR SPACING ALT. © - Ili nf�—� ALT. ' �'n ill irkswie 5 Fr.,1 COUNTY APPROVED j, I MULLION & MULLION ANCHORS I ',SEE SEPARATE NOA I I 1 Ed I jJ TYPICAL ANCHORS SEE ELEV. FOR SPACING •• • • • • • • • • •• • • • • • • • • •• • • • •• • • • •• • • • • • • • • • • F •• • TYPICAL ANCHDR9 • • SEE ELEV. FOR SPACINf" ITEM PART g QUANTITY DESCRIPTION MATERIAL MANP./SUPPLIER/REMARKS 1 E51003 1 FRAME HEAD 6063-T8 - 2 ES2001 1 STD. FRAME SILL 6063-T6 - 2A ES2012 1 HI -RISE FRAME SILL 6063-T6 - 3 ES2003 1 FRAME JAMB 6063-T6 - 5 ES1005 1/ VENT FIXED RAIL (S-2000) 6063-T6 - 5.1 ES1051 1/ VENT FIXED RAIL (S-2050) 6063-T6 - 6 ES1004 1/ VENT STD. VENT MEETING RAIL (S-2000) 6063-T6 - 6A ES2004 1/ VENT H.O. VENT MEETING RAIL (S-2000) 6063-T6 - 6.1 ES1052 1/ VENT STD. VENT MEETING RAIL (5-2050) 6063-T6 - 6A.1 ES1053 1/ VENT H.D. VENT MEETING RAIL (S-2050) 6063-T6 - 6B ES-2004A 1/ VENT H.D. VENT MEETING RAIL (S-2050) 6063-T6 ALTERNATE TO 6A 68.1 ES-1053A 1/ VENT H.D. VENT MEETING RAIL (S-2050) 6063-T6 ALTERNATE TO 6A.1 7 ES1007 2/ VENT TOP AND BOTTOM RAIL 6063-T5 - B ES1006 1/ VENT JAMB STILE 6063-T5 - 9 ES1008 AS REDD. GLAZING BEAD 6063-T5 - NA ES1103 AS REDD. SQUARE GLAZING BEAD (5/16" GLASS) 6063-T5 - 98 ES1017 AS READ. SQUARE GLAZING BEAD (7/16" GLASS) 6063-T5 - 10 ES2002 1 SILL TRACK INSERT 6063-T5 - I 1 ES2011 AS REDD. STD. SILL RISER 6063-T5 - 12 ES1009 2/ VENT SPRING LOADED VENT LATCH 8063-T6 AT 8" FROM ENDS 12A SL203 2/ VENT SWEEP LATCH ZAMAK AT 11" FROM ENDS, BY INTERLOCK 12B 7(8 X 1" 2/ LATCH LATCH INSTALLATION SCREWS GRADE 2 CRS FH SUS 13 ES1012 1/ LATCH VENT LATCH SPRING ST. STEEL - 14 C1B251N AS READ. FOAM FILLED FABRIC WSTRIPPING - SCHLEGEL 15 S8 X I" AS REDD. FRAME/VENT ASSEMBLY SCREWS CRS P.H. SEAS 16 #B X 3' 2/ VENT FIX. RAIL SILL SCREWS (STD. SILL END) CRS P.H. SMS 16A j'10 X 4" 2/ VENT FIX, RAIL SILL SCREWS (HI -RISE SILL END) CRS P.H. SEAS 17 W23211NG AS REDD. VENT & FIX. RAIL WSTRIPPING - ULTRAFAB 18 W23291NG AS REDO. FRAME JAMB W'STRIPPING - ULTRAFAB 19 WPHL-10Q 2 BAFFLE, AT 3" FROM EACH END - M & M PLASTICS 20 #6 X 1/2" 2/ BAFFLE BAFFLE SCREW - F.H. SUS 21 ES1010, AS REQD. GLAZING WEDGE SOFT PVC DUROMETER 70 SHORE 'A' 21.1 ES4013 AS REDD. GLAZING WEDGE SOFT PVC DUROMETER 70 SHORE 'A' 21A 27-425 AS REDD. GLAZING GASKET EPDM OUROMETER 60 SHORE 'A' 22 E52007 4/ VENT ROLLER HOUSING & GUIDE PLASTIC - 23 ES2008 2/ VENT ROLLER BRASS/ST. ST. - 24 E52005' 2/ VENT ROLLER PIN ST. STEEL - 25 - I/ WEEP OPEN CELL FOAM PAD - I" X 3/4" X 1" LONG 26 - 1/ VENT 5/16" BOX SCREEN - OPTIONAL 27 ES1505 - FLUSH FRAME ADAPTER 6063-T5 OPTIONAL 28 27-372 2/ UTE SETTING BLOCK, 7/16" X 3/16" X 3-1/2" LONG EPOM DUROMETER 75±5 SHORE A •• • •• • • • • • _• • PRODUCT REVISED • • • • • • • • as emptying with the Florida Building Cods • • • • • • • • Acceptance No • • • • }ytrrtd�ILDnto Miami Dada Froduci Control 23.10 2018 Engr: JAVAD AHMAD CIVIL FLA. PE if 70592 r_ L I. 3538 Ci 2014 z FFZZ N 0 MO A 8� o g 6 o:9r 4.6 43 OWeiz J 3 a g FAX. (305) 624-7777 C U d a aT `o • VV 8 UI s 2 5 drawing no. W03-75 sheet 5 of 9 • • • • • • • • • • • 0041 • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • 1/4" MAX. SHIM METAL STRUCTURE VENT WIDTH 0 D.L.O. -----SCREEN OPT. STD. 711 0 EXTERIOR WINDOW WIDTH 0 1/4' MAX. SHDAS P.•1BY WOOD BUCK D.LO. TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4' SHIM MAX. WO WOOD BUC r STRUC �i!,E 11I0! XO LAYOUT OX OPPOSITE VENT WIDTH 1/4" MAX. 0 0 VENT WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING EXTERIOR WINDOW WIDTH 17 1/4" MAX. rommac SHIMS IBY WOOD BUCK SCREEN ALT. XOX LAYOUT ►OAMI-OADE COUNTY APPROVED MULLION • • • • • • • • • • • •StE SEPARATE NOA • • • • • • • • •. ' • • • .. • • • • • • • • •• • •• • • • • • • • • •- • •• • • •• TYPICAL ANCHORS • • • SEE ELEV. FOR SPACING • • • • • • • • • •• • • • • ... • • • • • • • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • • • • . • • • • • • • 000 • • • 000 • • TYPICAL ANCHORS SEE ELEV. FOR SPACING WINDOW WIDTH WINDOW WIDTH HEAVY TYPICAL ANCHORS SEE ELEV. FOR SPACING PRODUCT REVISED as complying with The Florida Building Code C7Z3. O Aacq Data GILD ZOi 53 Miami SERIES-2000 VENTS WITH SPRING LOADED LATCHES Engr: JAVAD AHMAD CIVII. RA. PE i 70592 CAN. 3538 2014 my.0 IZ SLIDING WOW. ( N I FAX. (305) 624-7777 o If 0 ro I N 7 c S drawing no. W03-75 sheet 6 of g 11.1 1/4" MAX. SHIM METAL STRUCTURE VENT WIDTH O co D.L.O. STD. EXTERIOR WINDOW WIDTH e D.L.O. 1/4" MAX. SHIMS V 1BY WOOD BUCK TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4" SHIM MAX. XO LAYOUT OX OPPOSITE VENT WIDTH WOOD BUCK �✓ STRUC 'r✓l• Wib O O" �ngnunm 11W, EXTERIOR WINDOW WIDTH • VENT WIDTH v 1/4" MAX. SHIMS WOOD BUCK SCREEN OPT.----� XOX LAYOUT MIAMI—DADE COUNTY APPROVED MULLION • • • • • • • • • • •5!E SEPARATE NOA • • r • ••• •• • •• • • • • • • • - • • • •• • • •• •• • • •• • • • • • • •• • • • • • TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. w FOR SPACING PRODUCT REVISED to complying with 'ha Plodda Building Code Acceptance No By Miami ade P act Control ni0 SERIES-2050 VENTS WITH SWEEP LATCHES Engr..IAVAO AHMAO CA1L FLA. PE / 70592 CA.N 3538 kiftu a 0 1) ai 0 r. 0 0 a drawing no. W03-75 sheet 7 of 9 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • .857 .837 2.063 2.063 �u `l1! EY ei M 2.186 I--2.330 I r1.242� ,062 4 1 .803 062 .062 .062 - r- 329 ,715 j-- 1-I -.i L-,147 7 .930 1.130 -{- 1 . 30 Ed Ed I 1.130 .803 + .050 AL-FAROOQ CORPORATION ENGINEERS & PRODUCT DEVELOPMENT 1235 S.W. 87 AVE MIAMI, FLORIDA 33174 TEL (306) 2648100 FAX. (30E) 2628078 �- - COMP-ANL\WC .082 1.434 8`3 I 4 1- I I} O VENT +-.930� TOP/BOTTOM RAIL O9 GLAZING BEAD --1 837 1.421 STD. MEETING 1.250 RAIL STD. MEETING 1.250 RAIL 0 8t3 0 .930 FRAME L1.400- HEAD © SERIES-2000 Q SERIES-2050 SQUARE GLAZING STOP 2.188 .062 -1 1.122 •760 2.063y 2.083 I9 .078 .062 .062 -1 1-,203 .992 1.118- 1.149 M .868 1.230 .930 1.630 .930 r� 1.630 .80� 3 .050 .813 .489 ® - 1 JAMB 250 - STILE .813 .- 12 VENT LATCH / (SERIES-2000/2050 ALUM HORIZ. SLIDING WDW. (LM.I.)) E.S. WINDOWS, LLC 5220 N.W. 72 AVE. BAY #4 MIAMI, FL. 33166 TEL (305) 624-7775 FAX. (305) 624-7777 - 2.996 .062 TIP. .983 2.375 .500 - 2.190 1.250 1.250 .837 .062 H.D. MEETING RAIL H.D. MEETING RAIL 9B __i "a r9 500 ® SERIES-2000 0 SERIES-2050 SQUARE GLAZING STOP 1..---2.268 2.130 -=1"--1- 2.083 2.063 -i .062 0H F--- 2.392 + 2.555 FLUSH FRAME ADAPTER 0STD. 2.330 FRAME SILL .930 .062 1 1.630 .930 .062 1.630 11.678 282 .888 . j H.D. MEETING 0 SERIES-2000 1.250 - RAIL 60• H.D. MEETING SERIES-2050 - 1.250 RAIL 989--i 719 0 FRAME JAMB .813 3.437 .078 [-.992� [1.118-1If�- .983 .078 .062 TYP. 2.816 .500 _"1_ c v > ,Ze ' S o a d REV. PER PERA COMMENTS II UPDATED TO 2014 FHC JIIII` .066 2.113 1.675-J_ I 2.181 .994-j I .048 .450 2.500 •• •• • • i 1.212n 9921.212 rl992 ` • • • •• • • • • • • • • • • • O .062 1.250 FIXED SERIES-2000 RAIL C3 .062 1.250 FIXED RAIL SERIES-2050 >, .o • > S O HI -RISE FRAME SILL • • • • • • • • • 11 SILL RISER • • • •• N. E g w Y. V = .• r iv s ^ ^ ay' • • • •• .1881tI�^ i I .062 .250 ♦ ••= 1 .328 F- I I 224 • • • • • • • • • _PRODUCT REVISED • • t • • • ummplyNgtvN61AeF1aiA• Bu9dlagC de 14- 23. to • • • • •• Aura No •• Engr. JAW1D CAN. M1MAl1 CML PE J538592 .543 IVVV 1 �F---F.230 21 • • • • • • • • Ir_ • • I• • M 15 la • • • GLAZING WEDGE SCALE 1:t -ell .368 • l i •• . WY .J72 to SILL 1.098 TRACK i 1 drawing no. W03-75 • • • • • DW 1 L_ ' �!. Miami 4Produ rol C 2014 sheet 8 of 9 • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • VENT TOP/BOTTOM CORNFRS •• ••• • • • • • • • • • •• • •• • • • • • •• ••• •• • ••• •• • • • • • • • •-• • •• • • •• •• • • •• • • • • •• • • • FIXED MTG. RAIL CORNER PRODUCT RBVISBD as complying with the Florida flmlding Code A Aoecptonco No :l ato ads Pto•nd Coot 28 FRAME TOP CORNER FRAME BOTTOM CORNER Engr: JAVAO AMMO CML FLA PE / 70592 CAN. 3535 0 a 0 FAX (305) 624-7777 0 a nJ Q G B G B 6 B 0 v B B 0 .e. drawing no. W03-75 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • ! • • • • • • • •• •• • • • •• •• ••• • • • ••• • • sheet 9 of 9 MIAMMADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMT\i IISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) ES Windows, LLC 10653 N.E. Quaybridge Ct. Miami, FL 33138 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of suck testing and the AHJ may immediately revoke, modify, or suspend the Use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "1500" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W03-57, titled "Series-1500 Aluminum Fixed Window (L.M.I.)", sheets 01 through 07 of 07, dated 07/31/03, with revision "F" dated 08/22/14, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the sm j Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant MIAMI—DADE COUNTY PRODUCT CONTROL SECTION !I 1805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315 2599 www.miamidade.gov/economy • .... • • . •• • • •• • • • .... • • • LABELING: Each unit shall bear a permanent label with the manufacturer's namre•vrlogo, Barranquilll, Colombia, America Latina, series, and following statement: "Miami -Dade .•earn Projitubt •contrdl Approved", unless otherwise noted herein. ' •' • "" • • • .• RENEWAL of this NOA shall be considered after a renewal application has beelr.fllaand tliet.hds been no change in the applicable building code negatively affecting the performance of tbisroduct. • • • TERMINATION of this NOA will occur after the expiration date or if there has been revisi+an of change in the materials, use, and/ or manufacture of the product or process.. Misuse of thi9 NON as an endorsemertt of any product, for sales, advertising or any other purposes shall automatically terminate this NDA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 13-0617.26 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. MIAMI•DADE COUNTY APPROVED • NOA No. 14-0923.08 Expiration Date: November 06, 2018 Approval Date: February 12, 2015 Page 1 • ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 03-0910.01) 2. Drawing No. W03-57, titled "Seties-1500 Aluminum Fixed Window (L.M.I.)", sheets 01 through 07 of 07, dated 07/31/03, with revision "F" dated 08/22/14, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5339, dated 02/11/08, signed and sealed by Michael R. Wenzel, P.E. (Submitted under NOA No. 08-0417.06) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 • • • • • • along with marked up drawings and installation diagram: of. an ahmiiritim fixer •: • window, prepared by Fenestration Testing Laboratory, Inc., Tgst.eport No• • • • • FTL-5054, dated 10/03/06, signed and sealed by Edmundo Larg3espada, P.fi. (Submitted under NOA No. 06-0308.05) • • • • •• • • • • •3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202--94 • • • • • • • • • • 2) Uniform Static Air Pressure Test, Loadingpe ; C T,WE-94 3) Water Resistance Test, per FBC, TAS 202-94l... . • 4) Large Missile Impact Test per FBC, TAS 101 !94 •• 5) Cyclic Wind Pressure Loading per FBC, hS 2113_ -94 • • along with marked -up drawings and installation diagram of an alutrtAki fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-3810, FTL-3819 and FTL-3808, dated 05/16/03, 06/09/03 and 05/14/03 respectively, all signed and sealed by Joseph C. Chan, P.E. (Submitted under NOA No. 03-0910.01) Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14 0923.08 Expiration Date: November 06, 2018 Approval Date: February 12, 2015 P-1 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, conformance to and complying with FBC-2010, and with FBC 5`h Edition (2014), prepared by Al-Farooq Corporation, dated 09/10/2014 and 02/09/2015, signed and sealed by Javad Ahmad, P. E. 2. Glazing complies with ASTM E1300-04/ 09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Sentry Glass® Interlayer" dated 05/26/10, expiring on 01/14/17. 2. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 04/11/13, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance to, complying with FBC 5th Edition (2014), and of no financial interest, dated 08/14/14, signed and sealed by Javad Ahmad, P. E. 2. Statement letter of conformance to, complying with FBC-2010, and of no financial interest, dated 12/08/11 and 06/05/13, signed and sealed by Javad Ahmad, P. E. (Submitted partially under previous NOA No. 12-0223.41) •• • •'• 3. Distributor Agreement, dated 10/20/10, signed by Carla G'a;oia; Torrenti:and by Andres Chamorro. • • • • (Submitted partially under previous NOA No. 12-0223.41) ▪ • 4. Laboratory compliance letter for Test Report No. FTL-6236.'iSS.ed by.PetieVratioh Testing Laboratory, Inc., dated 06/15/10, signed and sealed by rove .A. Canso;P.E. (Submitted under previous NOA No:12-0223.41) • •• • 5. Proposal No. 09-1583 issued by Product Control, dated 11/23/0 signed by Jaime D. Gascon, P. E. • (Submitted under previous NOA No. 08-0417.06) ' • 6. Laboratory compliance letter for Test Report No. FTL-5339, issued by t'ie/iration • Testing Laboratory, Inc., dated 02/11/08, signed and sealed by Michael R. Wenzel, P. E. - (Submitted under previous NOA No.08-0417.06) 7. Laboratory compliance letter for Test Report No. FTL-5054, issued by Fenestration Testing Laboratory, Inc., dated 10/03/06, signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No.06-0308.05) ''`�� ;'r-'"'' •.� Jaime D. Gascon,)E. Product Control Section Supervisor NOA No. 14-0923,08 Expiration Date: November 06, 2018 Approval Date: February 12, 2015 .• . • • • • • E-2 ES Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 8. Laboratory compliance letter for Test Reports No.'s FTL-3810, FTL-3819 and FTL-3808, issued by Fenestration Testing Laboratory, Inc., dated 05/16/03, 06/09/03 and 05/14/03, all signed and sealed by Joseph C. Chan, P.E. (Submitted under previous NOA No. 03-0910.01) G. OTHERS 1. Notice of Acceptance No. 13-0617.26, issued to ES Windows, LLC, for their Series "1500;' Aluminum Fixed Window — L.M.I., approved on 09/19/13 and expiring on 11/06/18. E-3 .... . • . . .... . . • . .. .• • .. . . . . . ... • . . .... .... • . .... .... . .. • • .. . ........ • • . . • • . . • . .. . .... • • . . • Jaime D. Gascon, P E Product Control Section Supervisor NOA No. 14-0923.08 Expiration Date: November 06, 2018 Approval Date: February 12, 2015 WINDOW WINDOW WIDTH WIDTH r -r�-1 `WINDOW WIDTHr_ WINDOW WIDTH L 6 WINDOW WIDTH WINDOW WIDTH I WINDOW WIDTH rWINDOW WIDTH J •• • WINDOW WID?Ho u• — SERIES-1500 ALUMINUM FIXED WINDOW APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF FIXED/FIXED OR FIXED WITH OTHER MIAMI—DADE COUNTY APPR.D WINDOWS USING MIAMI—DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. DESIGN LOAD RATING FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 3. • • • RHF IRF�EN S STIEEiQ,.ORIDDAG BUILDING AND TESTED INCL COMPLY LHIGHWITH VELOCITY • • 416URS6CA IE�,,,,,,'''''"""""3&****ON'G�WHZ). • • Y. E�1 B7.• OTER$,•15T BE ANCHORED PROPERLY TO TRANSFER • • • l••S TO HE RU 1.TU E. •• • • • • a• a ALLOWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN ABOVE OR SIMIIR CAN Bc• VERIFIED BY INSCRIBING PICTURE WINDOW SHAPE WITHIN SQUARE OR RECTANGLE ANGLE SHOWN IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES. Obi 6" MAX. FROM ENOS ql t2" I FALSE MUNTNS HEAD/SILL (SURFACE APPLIED) /MAY BE USED WINDOW HEIGHT 86 3/8" D.L OPG. 1 I 1(11) I I I I 1 1 I II I I 1 I I 1 1 I 1 1 1 / 1 1 1 _ L_./_i _L_____ I I I ' 1 11 L IT TI I 7 I, 1. B41I II 1 1 ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. •AIICRORIN0 OR LOAOING•CO_NDRIYNS NOT SHOWN IN THESE DETAILS ARE NOT PAT 0= THIS-.IROVA� • • M. L AO,DUf .TIOM INCREASE US 46E0 IN DESIGN OF ANCHORS INTO WOOD ONLY. MOTERIALS•INCLUDING WT NOT•LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE. • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • IS • •• •• • • • • • • • • • • • I 44 3/8' D.L. OPG. 48' WINDOW WIDTH TYPICAL ELEVATION PRODUCE i as complying wthe ith Building Cede Acoeptenw No MI.. " r - a lWoduct Control J • 1,1 THESE WINDOWS ARE. RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. Engr .AVAD ARAIAD 1,11. NA PE"I 70592 CAM. Y539 SE F1- # 2014 m„,„u FAX. (305) 624-7777 0 0 A S rc 5 P a a v 4 8 E ry S 1,4 tc drawing no. W03-57 sheet 1 of 7 1/8" ANN. GLASS `.090" INTERLAYER BUTACITE PVB BY 'DUPONT' 1/8" ANN. GLASS SILICONE DOW CORNING 795 ADHESIVE FOAM TAPE GLASS TYPE 'A' 3/16" ANN. GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT' 3/16" ANN. GLASS OPT10 SILICONE DOW CORNING 795 ADHESIVE FOAM TAPE rn GLASS TYPE 'B' 3/16" HEAT STREN'D. GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT' 3/16" HEAT STREN'O. GLASS SIUCONE DOW CORNING 795 GLASS TYPE 'C' ADHESIVE FOAM TAPE 3/16" ANN. GLASS .090" INTERLAYER BUTACITE PVB BY 'DUPONT' 3/16" ANN. GLASS SIUCONE DOW CORNING 795 ADHESIVE FOAM TAPE GLASS TYPE 'B1' 3/16" HEAT STREN'D. GLASS .090" INTERLAYER BUTACITE PVB BY 'DUPONT' 3/16" HEAT STREN'O. GLASS •• % � N�• • • • g• •• DOI:CORN 79s � � R �� 3,, t F E • • • rn 1 �� • • • • •`�••� OPTIO n , n � OP110 ' . ' 104.I %I • • • • 2111m. I�• • • IY140 GLASS TYPE 'Cl' • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • GLASS TYPE 'C2' SILICONE DOW CORNING 795/983 5/18" LAM. GLASS 5/32" HEAT STREN'O. GLASS .090" INTERLAYER BUTACITE PVB BY 'DUPONT' 1/4" HEAT STREN'D. GLASS SILICONE DOW CORNING 795 ADHESIVE FOAM TAPE CO SIUCONE DOW CORNING 795/983 7/16" LAM. GLASS ALT. GLAZING OPTIONS SQUARE GLAZING STOP CAN BE USED WITH ALL GLASS TYPES SHOWN ON THIS SHEET. PRODUCT REVISED as complying with rho Florida Building Code Acceptance No Gxoloo1I\ { T hi burl \Dodo Pt°duct Control Engr..MVAD AHAUD CML FLA. PE 170592 CAN. 3538 4u z 0 I La Lea 0t C1a ""I oE<� 046E 4148. a BI I IT T Z N g S 3 B 3 G B • A A a 0 • v0 B S S 0 c d tea 07-31-03 • drawing no. W03-57 (sheet 2 of 7 •DESIGN LOAD CAPACITY -PSF DESIGN LOAD CAPACITY - PSF I 1 N ANCHOR TYPES 'A' & 'C' ANCHOR TYPES 'B' & 'C' ANCHOR TYPES 'A' & 'C' ANCHOR TYPES 'B' & 'C' V ''' WINDOW DIMS. GLASS TYPE 'A' GLASS TYPES '8' 'B1' GLASS TYPES 'C', 'Cl 'C2' GLASS TYPE 'A' CUSS TYPES 'B' 'Bl' GLASS TYPES, 'C', 'Cl 'C2' GLASS TYPE GLASS TYPES GLASS TYPES GLASS TYPE CLASS TYPES GLASS TYPES I7 & & & & WINDOW DIMS. 'A' 'B' & 'B1' 'C', 'CI & 'CO' 'A' 'B' & 'BI' 'C', 'Cl & 'C2' OQ CORPORATION PRODUCT DEVELOPMENT AVE )A 33174 )WO FAX (305) 2628978 COMP—ANL\WO WIDTH HEIGHT EXT.(+) 1NT.(-) EXT.(+) ANT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) ANT.(-) EXT.(+) 1NT.(-) WIDTH HEIGHT EXT.(+) ANT.(-) EXT.(+) INT.(-) EXT.(+) I NT.(-) EXT.(+) 1NT.(-) EXT.(+) 1NT.(-) ExT.(+) TNT.(-) 18' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 18' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90,0 70.0 80.0 24' 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 90.0 70.0 80.0 24' - - 70.0 72.0 70.0 72.0 - - 70.0 90.0 70.0 80.0 30' 57.8 57.6 57.6 57.6 57.6 57.6 70.0 70.0 70.0 90.0 70.0 80.0 30' 108' - - - - 57.6 57.6 - - - - 70.0 80.0 36' 36' 48.0 48.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 36' - - - - 48.0 48.0 - - - - 70.0 80.o 42" 48.0 48.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 16' 56.2 56.2 70.0 90.0 70.0 80.0 56.2 56.2 70.0 90.0 70.0 80,0 48' 48.0 48.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 24' - - 70.0 72.0 70.0 72.0 - - 70.0 90.0 ' 70.0 80.0 54' 48.0 48.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 30' 1 20, - - - - 57.6 57.6 - - - - 70.0 80.0 60' 48.0 48.0 48.0 48.0 48.0 48.0 67.3 67.3 70.0 90.0 ' 70.0 80.0 36' - - - - 48.0 48.0 - - - - 70.0 60.0 18' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70,0 90.0 70.0 80.0 24' 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 90.0 70.0 80.0 DESIGN LOAD CAPACITY - PSF O OWg 30' 57.6 57.6 57.6 57.6 57.6 57.6 70.0 70.0 70.0 90.0 70.0 60.0 ANCHOR TYPES 'A' & 'C' ANCHOR TYPES 'B' & 'C' Q; 36' 48' 48.0 48.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 WINDOW DIMS. GLASS TYPE 'A' CUSS TYPES 'B' 'Bi' GLASS TYPES 'C', 'Cl 'C2' CLASS TYPE 'A' GLASS TYPES 'B' 'Bl' GLASS TYPES 'C', 'Cl 2 H' 42' 41.1 41.1 41.1 41.1 41.1 41.1 60.0 60.0 & & k & 'CS' 48' - - 36.0 36.0 36.0 36.0 - - 70.0 70.0 90.0 70.0 80.0 WIDTH HEIGHT EXT.(+) INT.(-) EXT.(+) ANT.(-) EXT.(+) 1NT.(-) EXT.(+) ANT.(-) EXT.(+) ANT.(-) EXT.(+) INT.(-) r Z 10 54" - - 36.0 36.0 36.0 36.0 - - 70.0 90.0 90.0 70.0 70.0 80.0 19_1/8• 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 1 60' - - 36.0 36.0 36.0 36.0 - - 70.0 90.0 70.0 80.0 Y6_1/2" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 ILSERIES-1500 ALUMINUM FIXED WINDOW (LM.I.) E.S. WINDOWS, LLC 5220 N.W. 72 AVE. BAY #4 MIAMI, FL 33166 TEL (305) 824-7775 FAX. (305) 624-7777 18" 70.0 70.0 70.0 90.0 70.0 60.0 70.0 70.0 70.0 90.0 70.0 80.0 37" 26' 66.5 66.5 66.5 66.5 66.5 66.5 70.0 70.0 70.0 90.0 70.0 80.0 24' 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 80.0 48' 66.5 66.5 66.5 66.5 66.5 66.5 70.0 70.0 70.0 90.0 70.0 80.0 30' 57.6 57.6 57.6 57.6 57.6 57.8 70.0 70.0 70.0 90.0 70.0 80.0 53-1/8' 66.5 66.5 66,5 66.5 66.5 66.5 70.0 70.0 70.0 90.0 70.0 80.0 36' 48.0 48.0 48.0 48.0 48.0 48.0 67.3 67.3 70.0 90.0 90.0 70.0 70.0 80.0 19-1/8' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 42' 60' - - 41.1 41.1 41.1 41.1 - - - 70.0 90.0 70.0 80.0 80.0 26-1/2' 65.2 65.2 65.2 65.2 65.2 65.2 70.0 70.0 70.0 90.0 70.0 80.0 48' - - 38.0 36.0 36.0 36.0 - - 70.0 90.0 37' 38-3/8' 46.7 46.7 46.7 46.7 46.7 46.7 68.1 68.1 70.0 90.0 70.0 80.0 54' - - - - 32.0 32.0 - - - - 70.0 80.0 48" 45.0 45.0 45.0 45.0 45.0 45.0 65.7 65.7 70,0 90.0 70.0 80.0 60" - - - - 28.8 28.8 - - - 62.2 71.1 53-1/8' 45.0 45.0 45.0 45.0 45.0 45.0 65.7 65.7 70.0 90.0 70.0 80,0 18" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 - 90.0 56.0 70.0 64.0 19_1/8• 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 24' 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 90.0 70.0 80.0 80.0 28_1/2' 65.2 65.2 65.2 65.2 65.2 65.2 70.0 70.0 70.0 90.0 70.0 80.0 30' 57.6 57.6 57.6 57.6 57.6 57.6 64.2 64.2 70.0 90.0 70.0 37' 50-5/8' 46.7 46.7 46.7 48.7 46.7 46.7 68.1 68.1 70.0 90.0 70.0 80.0 38' - - 48.0 48.0 48.0 48.0 - - 70.0 90.0 70.0 80.0 48• - - 36.0 36.0 36.0 36.0 - - 70.0 90.0 70.0 80.0 42' 72" - - - - 41.1 41.1 - - - 60.0 53-1/8' - - 34,1 34.1 34.1 34.1 - - 66.4 85.3 66.4 75.9 48" - - - - 38.0 36.0 - - - - - 70.0 70.0 80.0 19-1/8" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 80.0 26_1/2' 65.2 65.2 65.2 65.2 65.2 65.2 70.0 70.0 70.0 90.0 70.0 80.0 54 - - - - 32.0 32.0 - - - - 62.2 71.1 37' ^ 60' - - - - 26.8 28.8 - - - - 56.0 58' 46.7 46.7 48.7 48.7 48.7 46.7 68.1 68.1 70.0 90.0 70.0 BOA y descnption CHARTS REV. SHAPES ADDED CUSS TYPE CZ ADDED 18' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 64.0 48' - - 36.0 38.0 36.0 36.0 - - 70.0 90.0 70.0 80.0 e 24' 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 70.0 80.0 53-1/8' - - - - J2.5 32.5 - - - - 63.2 72.3 r.. 30' - - 57.6 57.6 57.6 57.6 - - 70.0 90.0 90.0 70.0 80.0 19-1/8" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 36" 84, - - - - 48.0 48.0 - - - - 70.0 70.0 80.0 26_1/2' 65.2 65.2 85.2 65.2 65.2 65.2 70.0 70.0 70.0 90.0 70.0 80.0 N S 42' - - - - 41.1 41.1 - - - - 70.0 80.0 80.0 37' 63'z - - 46.7 48.7 48.7 46.7 - - 70.0 90.0 70.0 80.0 48' - - - - 36.0 36.0 36.0 36 - - - - 70.0 80.053-1/8'70.0 48' - - - - 36.0 36.0 - - - - 80.0 3 IS" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 - - - - 32.5 32.5 - - - - 63.2 72.3 z 24" 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 90.0 90.0 70.0 70.0 80.0 80.0 19_1/8' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 30" - - 57.6 57.6 57.6 28-1/2' 65.2 65.2 65.2 65.2 65.2 65.2 70.0 70.0 70.0 90.0 70.0 80.0 p 36' 90' - - - - 48.0 57.6 48.0 - - - •., 70.0 • • 90.0 •• 70.0 �7i 80.0 • • 37' 74-I 4' / - - 46.7 46.7 46.7 46.7 - - 70.0 90.0 70.0 80.0 9 ,• 0 o e e o « a_ 'o ,e) 42' - - - - 41.1 41.1 - • - • • • 70� •�A • 48' - - - - 36.0 36.0 - - - - 70.0 80.0 m '> a '0 0' = "d = 18' - - - - 36.0 36.0 - • •_ ♦ • •-• • . • • • 80I • l �. • • 53-1/8' - - - - 32.5 32.5 - - - - 63.2 72.3 u 2 .. o W^1 18" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 • • • - a• 70� J • W ^ ^ ^ 160.0 • •OD •04 10.0 •801 • • L 24' - - 70.0 72.0 70.0 72.0 - - 70.0 90.0 70.0 80.0 Eng,: 30' 96' - - 57.6 57.6 57.6 57.6 - - 70.0 90.0 70.0 80.0 AVAD AMMO CM_ i - - - - 48.0 48.0 - •• _ - ••• ;(LO 80.0 • • • r I M ' // 70592•36' C TRODUCT REVISED _ c 1 42' - - - - 4L1 41.1 • • - • - • - •70/ 801 • • a 3 :S%fi �JS " E^ fib' �whh the Florida u•` .. S. ,. .. .. • e . s. �.„6N1ee N9 Z3. C+ ••• ••• ••• + 010 NOTE: ••• :• GLASS CAPACITIES ON THIS SHEET ARE •• NOTE: ( 11 J 2014 I�fieml drawing no. BASED ON ASTM E1300-09 (3 SEC. GUSTS). WIDTH AND LENGTH DIMENSIONS CAN BE ORIENTED Ado Product Control W03-57 VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE. (sheet 3 of 7 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TYPICAL ANCHORS SEE ELEV. FOR SPACING 1BY WOOD BUCK Ed 4`_ x OPTIONAL a J 0 Ed tt OPTIONAL 1 • • • 5, • •• • • • • • •• wilII Ed 3 = 411 FriM • TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING MVJAI—OADE COUNTY APPROVED MULUON & MULLION ANCHORS SEE SEPARATE NOA Ed TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPE 'C'— WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS, MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. METAL TYPICAL ANCHORS: SEE ELEV. FOR SPACING STRUCTURE TYPE 'A'— 3/16" DIA. ULTRACON BY 'ELCO'(Fu.177 K51, Fy..155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO W000 THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 3/16" TEKS OR SELF DRILLING SCREWS (GRADE 5 CRS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPE 8'— 1/4" DIA. ULTRACON BY 'ELCO' (Fo .177 KSI, Fy-155 KSI) INTO 2BY WOOD BUCKS OR W000 STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY /14 SMS OR SELF DRILLING SCREW$ (GRADE 2 CRS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = .36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) Ij110 SMS OR S F DRI IN C REWS (GRADE 2 CRS) INTO MIAMI—DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") Ed = ANCHOR EDGE DISTANCE INTO CONCRETE AND MASONRY = 1-3/8" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 1/2" MIN. WOOD AT HEAD, SILL OR JAMBS SO = 0.55 MIN. CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm — 2000 PSI MIN. •• ••• • •I • • • •• SEALANT: TYPICAL ANCHORS SEE ELEV. FOR SPACING ALL JOINTS AND FRAME CONNECTIONS SEALED WITH WHITE/ALUM COLOR SILICONE. • PRODUCT REVISED • • al emptying with die Plorlde • " • • • • DuidIug Dodo • • • • • • AoocptencoNo _ +0 j.408 • • • • etc - j • • ( 2.o 000 • • • • 000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • 4180 • • Miami ' ado Product Control Engr. JAVAO ANU90 CIVIL FIA PE J 70592 3538 2014 (oWu SERIES-1500 ALUMINUM FIXED WINDOW (LM.I.) COMP-ANL\W03 0 0 w v 5 1 rfi n 5 6 5 5 UPDATED TO 2014 FBC a 0 D 6 3 of 0 0 3 5 drawing no. W03-57 (sheet 4 of 7 • TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4' MAX. SHIM =J� 03 EXTERIOR MIAMI-DADE COUNTY APPR,D MULLION SEE SEPARATE NOA •• WINDOW WIDTH D.L. OPG WINDOW WIDTH • TYPICAL ANCHORS SEE ELEV. FOR SPACING •• •• • •• • • • • • • • • • •• WINDOW WIDTH ITEM PART tr QUANTITY DESCRIPTION MATERIAL MANP./SUPPLIER/REMARKS I ES5001 4 WINDOW FRAME 6063-T6 - 2 ES1008 OPTIONAL GLAZING STOP 6063-T6 - 2A E51103 4/ WDW. GLAZING STOP (5/16" GLASS) 6063-75 - 2B ES1017 4/ WDW. GLAZING STOP (7/16" GLASS) 6063-75 - 3 E55002 4 FRAME COVER (OPTIONAL) 6063-75 - 4 /8 X I" AS REGD. ASSEMBLY SCREWS CRS PH SMS 4A /B X 1/2" AS RECD. ASSEMBLY SCREWS CRS FH SMS 5 27-372 2/ UTE SETTING BLOCK, 7/16" X 3/16' X 3-1/2' LONG EPOM OUROMETER 75*5 SHORE A 6 ES1010 OPTIONAL GLAZING WEDGE SOFT PVC DUROMETER 70 SHORE 'A' 6.1 E54013 OPTIONAL GLAZING WEDGE SOFT PVC DUROMETER 70 SHORE 'A' BA 27-425 4/ WOW. GLAZING GASKET EPOM DUROMETER 60 SHORE 'A' 7 ES1505 - FLUSH FRAME ADAPTER 6063-75 OPTIONAL TYPICAL ANCHORS SEE ELEV. FOR SPACING • • • • • • • • • • PRODUCT REVISED • • • • • • • • • 6ernmplyingwlditoP(odda • • .. . . .. • . . ECceula c.N 4-OCj23.o8 • S. • ca fence No (�� • • • • • • • • • • • Ir0 ato �} p •• • • • • • �A Miami adePro au ntT� TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4" MAX. ..311 -111 SHIM Engr. JAVAD AMMO OWL FIA. PE if 70592 CA. 3538 2015 METAL STRUCTURE • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • z Ot gO O d Q; O 0GOg 010 8100Q: C O LL am3� G Z- o • I COMP-ANl\W03-57ES 3 0 IC 0 U, DJ FAX. (305) 624-7777 a • h C 0 drowing no. W03-57 sheet 5 of 7 0 FRAME { 1—.329 .803 I .050 SQUARE GLAZING STOP 0 GLAZING STOP (OPTIONAL) SQUARE GLAZING STOP 733 .577 .537 .045 ] I �II .866 II- 0 FRAME COVER (OPTIONAL) 1328F fl I .543 —+.250 1-1-.224 F- 6 GLAZING WEDGE (OPTIONAL) SCALE 1.1 .368 8.1 .770 2.190 .500 {--2.268 O FLUSH FRAME ADAPTER 1.78 —1 0.142 ,125-� O ALUM CORNER LOCK (6063—T5) • • • • •• • • • • • • •• • •• ALT. TYPICAL AN TYPICAL ANCHORS SEE ELEV. FORRS SPACING SEE ELEVS. FOR SPACING • • pI TIill •• • i• • ••. s•.-• • •,. • e• • Pf .• • • • i-• a sP• •.• • • • • • •• • • TYPICAL ANCHORS SEE ELEV. FOR SPACING ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 000 • • PRODUCT RRV(SRD • e3 complying wIh the Plodds Building Codo ,f i( O Acxutenco No Ae METAL STRUCTURE MIAMI—DADE COUNTY APPROVED MULLION & MULLION ANCHORS SEE SEPARATE NOA Ed t d TYPICAL ANCHORS SEE ELEV. FOR SPACING 3 ALT. TYPICAL ANCHORS SEE ELEV. FOR SPACING INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER SERIES-1500 ALUMINUM FIXED WINDOW (LM.I.) COMP-ANL\W03-57ESW 0 Q a A A z G A F .N A D 0 .•. a R 9 R C drawing no. W03-57 sheet 6 of 7 ALUM CORNER LOCK W/ (4) SCREWS AT EACH SIDE • • • Y,• • • • •• ••• • ••• • • • • • • •• • • RECT. OR SQUARE WINDOWS 3/8" X l/4" BENT ALUM BARS w/ (4) SCREWS AT EACH BAR • • •• • • • • •• • • • • •• •• • • • • •• • • • •• t",'I • • • • • • •• • • • CIRCULAR OR ANGULAR WINDOWS 2 X2 X3/16" ALUM ANGLE 1-1/16" LONG W/ (2) SCREWS AT EACH LEG TYPICAL CORNER DETAILS Engr JAVAD AHMAD ILA PE i ▪ 70592 PRODUCT REVISED CAN. . as complying with We !Florida - Building Code Acceptance No .a '! Z3 ,e • • By Miami : ade Pr , act Control ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2015 3/B" X 1/4" BENT ALU1A BARS W/ (4) SCREWS AT EACH BAR N a z 8 to an an FAX. (305) 624-7777 0- 0 8 a 8 0 c 0 1 9. drowing no. W03-57 (sheet 7 of 7 c6 D DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Lawson Industries, Inc. 8501 NW 90'e Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in. Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SDG-9200" Aluminum Sliding Glass Door - L.M.I. APPROVAL DOCUMENT: Drawing No. L9200-1201, titled "Series SGD-9200 Aluminum Sliding Glass Door (LMI)", sheets 1 through 14 of 14, prepared by manufacture, dated 09/25/12, with the latest revision "A", dated 01/15/13, signed and sealed by Thomas J. Soto, P. E., bearing the Miami -Dade County Product Control Section Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.miamidade.Qov/economy MISSILE IMPACT RATING: Large and Small Missile Impact Resistant . • • LABELING: Each unit shall bear a permanent label with the manufacturer's net?te Or logp, cltk state, '. model/series, and following statement: "Miami -Dade County Product Control AptAi i&f", unless otherwisT noted herein. .... .... . . REVISION of this NOA shall be considered after a renewal application has been Pike and tliare•has been •: • • . no change in the applicable building code negatively affecting the performance of this:pm:duct. ; • • • • TERMINATION of this NOA will occur after the expiration date or if there has been a revision Qr change • • in the materials, use, and/or manufacture of the product or process. Misuse of thislOA,as an ndorsemen+ • of any product, for sales, advertising or any other purposes shall automatically terminate this IQU�4.•tailura to comply with any section of this NOA shall be cause for termination and removal .o(4OA. • • • ; • • • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Atria, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA's No.'s 12-0127.06 and 12-0127.24 and consists of this page 1 and evidence pages E-1,'E-2, E-3 and E-4, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. MIAMI•DADE COUNTY ' 'PROVED 5-c Lzit7 NOA No. 12-1204.12 Expiration Date: February 13, 2018 Approval Date: January 31, 2013 Page 1 • . Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. L9200-1201, titled "Series SGD-9200 Aluminum Sliding Glass Door (LMI)", sheets 1 through 14 of 14, prepared by manufacture, dated 09/25/12, with the latest revision "A", dated 01/15/13, signed and sealed by Thomas J. Soto, P. E. B. TESTS 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked -up drawings and installation diagram of an Aluminum SGD, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-11-3269, dated 05/16/11, HETI-11-3292, dated 10/20/11, HETI-11-3274, dated 10/20/11, HETI-11-3329, dated 01/16/12, HETI-12-4040, dated 10/12/12, HETI-12-4051, dated 06/13/12, HETI-12-4053 and HETI-12-4064, dated 09/24/12, all signed and sealed by Rafael E. Droz-Seda, P. E. 2. Testreports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-11-3270, dated 05/16/11, HETI-11-3275, dated 10/20/11, HETI-11-3307, dated 10/03/11, HETI-11-3314, dated 10/20/11, HETI-11-3330, dated 01/16/12, HETI-12-4052, dated 07/10/12, HETI-12-4054 and HETI-12-4065, dated 09/24/12, all signed and sealed by Rafael E. Droz-Seda, P. E. 3. Testreports on: 1) Uniform Static Air Pressure Test, LoadingperiBC, TM2'02-94 2) Large Missile Impact Test per FBC, TAS 201.-R4 . • • • • 3) Cyclic Wind Pressure Loading per FBC, 'PiA9;Z03-94 • • • • • • along with marked -up drawings and installation diagram oT laii"Aluminum Sliding• • • Glass Door, prepared by Hurricane Engineering & Testing,, 1 G , Test,l, t rt Ni ... HETI-12-4041, dated 10/12/12, signed and sealed by Rafael &:Llroz-Sedge .E. • 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94• • • • • • • 2) Uniform Static Air Pressure Test, LoadingiPei 93C, TASK 202-94 • • 3) Water Resistance Test, per FBC, TAS 202-94 • . 4) Large Missile Impact Test per FBC, TAS 2Q1 9:1 • •. • • • 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 • • • 6) Forced Entry Test, Type "C" sliding door, Grade 10, per FBC 2411.3.2.1, TAS 202-94 and per ASTM F 842-04 along with marked -up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-11-3313, dated 10/20/11, signed and sealed by Rafael E. Droz-Seda, P. E. Jaime D. Gascon, P E Product Control Section Supervisor NOA No. 12-1204.12 Expiration Date: February 13, 2018 Approval Date: January 31, 2013 E-1 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 along with marked —up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-11-3291, dated 07/15/11 and HETI-11-3292, dated 10/20/11, both signed and sealed by Rafael E. Droz—Seda, P. E. 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC; TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding door, Grade 10, per FBC 2411.3.2.1, TAS 202-94 and per ASTM F 842-04 along with marked —up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3078, dated 01/10/02, signed and sealed by Luis Figueredo, P.E.; FTL-3525 and FTL-3572, dated 09/09/02, both signed and sealed by Joseph C. Chan, P. E.; FTL-3424, dated 04/18/02, FTL-3425, dated 04/29/02, FTL-3426, dated 04/26/02, FTL-3492, dated 06/20/02, FTL-3493, dated 06/24/02 and FTL-3516, dated 07/12/02, all signed and sealed by James G. Worth, P. F.• • • (Submitted under previous NOA No. 02-1126.04) .... C. CALCULATIONS .. . • .. •. . .... • .• 1. Anchor verification calculations and structural analysis, comkiy"ing with.l' C-20%0; • • ; prepared by manufacture, dated 10/12/12, with the latest ityisidri, dated.Q1/15/1•34•. signed and sealed by Thomas J. Soto, P. E. ••• ••• •• • • 2. Glazing complies with ASTM E1300-04 • • • • • • • • . • • .. • • D. QUALITY ASSURANCE • 1. Miami —Dade Department of Regulatory and Economic Resouroas (1: ER).• • • ; • . .. . E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours. & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. Jaime D. Gascon, P. Ems'. Product Control Section Supervisor NOA No. 12-1204.12 Expiration Date: February 13, 2018 Approval Date: January 31, 2013 E-2 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (CONTINUED) 2. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas® Interlayer" dated 08/25/11, expiring on 01/14/17. 3. Notice of Acceptance No. 11-1102.09 issued to Solutia, Inc. for their "Saflex CP - Safltx and Saflex HP Composites Glass Interlayers with PET Core" dated 06/14/12, expiring on 12/11/13. 4. Notice of Acceptance No. 11-1102.10 issued to Solutia, Inc. for their "Saflex HP Clear or Color Glass Interlayers" dated 06/14/12, expiring on 04/14/13. 5. Notice of Acceptance No. 11-1102.11 issued to Solutia, Inc. for their "Saflex Clear and Color Glass Interlayers" dated 06/14/12, expiring on 05/21/16. F. STATEMENTS 1. Statement letters of no financial interest, independence, conformance and complying with FBC-2010, issued by manufacture, dated 12/03/12, signed and sealed by Thomas J. Soto, P. E. 2. Laboratory addendum letter for Test Reports No.'s HETI-11-3269, HETI-11-3270, HETI-11-3271, HETI-11-3272,HETI-11-3274, HETI-11-3275, HETI-11-3291, HETI-11-3292, HETI-11-3307, HETI-11-3313, HETI-11-3314, HETI-11-3329, HETI-11 3330, HETI-12-4040, HETI-12-4041, HETI-12-4051, HETI-12-4052, HETI-12-4053 , HETI-12-4054, HETI-12-4064 and HETI-124065, dated 01/15/13, issued by Hurricane Engineering & Testing, Inc., signed and sealed by Rafael E. Droz-Seda, P. E. • • • Laboratory compliance letters for Test Reports No.'s HETI-11-3269, ddtd.05/16/1.1,• • •• • HETI-111-3270 dated 05/16/11 HETI-11-3271 dated 1072071; HST 111-3272 • - ;o 3. HETI-11-3291, dated 07/15/11, HETI-11-3292, dated 107207f f, HETI j 1-33t ?, • • dated 10/03/11, HETI-11-3313, dated 10/20/11, HETI-12.331 , dared .10/20/1.1%•• HETI-11-3329, dated 01/16/12, HETI-11-3330, dated 014141.2, HItIV12-4041,••• dated 10/12/12, HETI-12-4041, dated 10/12/12, HETI-12'4051, dated' 'Q6/13/1Z,": • HETI-12--4052, dated 07/10/12, HETI-12-4053, dated 09/1470,; HE rIA2-405;I,..:. dated 09/24/12, HETI-12-4064, dated 09/24/12, and .HETI-1244065; dated • 09/24/12, all issued by Hurricane Engineering & Testing, Inc•; all:signed sealed • by Rafael E. Droz-Seda, P. E. 4. Proposal issued by Product Control, dated 03/13/08, signed by Ishaq Chanda, P. E. Jaime D. Gascon'P. E. Product Control Section Supervisor NOA No. 12-1204.12 Expiration Date: February 13, 2018 Approval Date: January 31, 2013 E-3 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 5. Laboratory compliance letters issued by Fenestration Testing Laboratory, Inc., for Test Reports No.'s FTL-3078, dated 01/10/02, signed and sealed by Luis Figueredo, P.E. (Submitted under previous NOA No. 02-1126.04) 6. Laboratory compliance letters issued by Fenestration Testing Laboratory, Inc., for Test Reports No.'s FTL-3525 and FTL-3572, dated 09/09/02, both signed and sealed by Joseph C. Chan, P. E. (Submitted under previous NOA No. 02-1126.04) 7. Laboratory compliance letters issued by Fenestration Testing Laboratory, Inc., for Test Reports No.'s FTL-3424, dated 04/18/02, FTL-3425, dated 04/29/02, FTL-3426, dated 04/26/02, FTL-3492, dated 06/20/02, FTL-3493, dated 06/24/02 and FTL-3516, dated 07/12/02, all signed and sealed by James G. Worth, P. E. (Submitted under previous NOA No. 02-1126.04) G. ,OTHERS 1. Notice of Acceptance No. 12-0127.06, issued to Lawson Industries, Inc. for their Series "SGD-9200 Aluminum Sliding Glass Door — L.M.I.", approved on 04/12/12 and expiring on 06/13/13. 2. Notice of Acceptance No. 12-0127.24, issued to Lawson Industries, Inc. for their Series "SGD-9200 Aluminum Sliding Glass Door — L.M.I.", approved on 04/12/12 and expiring on 02/13/13. .... • . • •••• • .. • •. . . .. • • • • • ... • • • • . ..•• •... • • • • • • • .... •... • .. •.••• • • • •••• • • • • • • • • .• • • • .. .. . •••• • • . . • E-4 Jaime D. Gascon,1' E. Product Control Section Supervisor NOA No. 12-1204.12 Expiration Date: February 13, 2018 Approval Date: January 31, 2013 MULTI -SLIDE DOOR SEE BELOW SEE BELOW NOTE 5. inNOTE /5. � I r 1 1 1-; 1 Y I U _1 _ 1 Q o 0.1 IJ X-LP or RP-X 1 D/2T - RP RIGHT POCKET SHOWN (LEFT POCKET OPPOSITE) SEE BELOW r 2D/2T - XX or XX-LP or RP-XX or LP-XX-RP ELEVATIONS WITH & WITHOUT POCKETS SEE BELOW w I `NOTE /5. A , 1 U ▪ I O , LI FL- 2 0/2T e. • a0 -0 -0 -0 O. O. O. •0 •O •O 3D/3T - XXX or LP-XXX or RP-XXX 3D/3T - LP RIGHT POCKET SHOWN (LEFT POCKET OPPOSITE) 2D/2T - RP RIGHT POCKET SHOWN (LEFT POCKET OPPOSITE) SEE BELOW NOTE /S. Y 0 I a-i I rn1 NOTES. 1) REFER TO SHEETS 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEETS 9. 10 & 11 OF 14 FOR TYPICAL CROSS-SECTION DETAILS. 3) REFER TO SHEETS 9 OF 14 FOR TYPICAL ANCHORS AND NOTES. 4) PANEL STACK CONFICURATK)NS ARE REVERSIBLE. 5) FOR POCKET WALLS SEE GENERAL NOTES /15 & 16. o- 0 % V -o - I -0 o- 0. O. O. O. .0 .0 •0 .0 O. 0• •O .O 4D/3T - XXXX LP-XXXX or RP-XXXX SEE BELOW NOTE #5.7 14 I 01 0 • II PI T or 40/2T or LP-XXXX-RP 4D/3T 4D/3T - LP LEFT POCKET SHOWN (RIGHT POCKET OPPOSITE) 40 2T - LP LEFT POCKET SHOWN (RIGHT POCKET OPPOSITE) 0- 2D/2T - XO 2D/2T - OX 2 DOOR NOTES. 1) REFER TO SHEETS 2 OF 14 FOR FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEETS 3 & 4 OF 14 FOR TYPICAL CROSS-SECTION OETNLS. 3) REFER TO SHEETS 3 OF 14 FOR TYPICAL. ANCHORS AND NOTES. 0, ', • i I -0 O. •• ••• • • • • _ • 3D/2T - OXO SERIES: SGD-9200 IMPACT SLIDING GLASS DOOR General Notes: 1.) THIS DOOR SYSTEM IS DESIGNED AND TESTED TO COMPLY W/ THE REQUIREMENTS OF THE 2010 FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE VELOCITY (HVHZ) AND ASTM 1300-04. THIS PRODUCT IS IMPACT RESISTANT. (SHUTTERS NOT REQUIRED) 2.) WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE BUILDING RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH THE REQUIREMENTS OF 2010 F.B.C. & TO BE REVIEWED BY BUILDING OFFICIAL.' 3.) ANCHORS SHOWN ABOVE ARE AS PER TEST UNITS. ANCHORS ON ALL DOOR SIZES ARE NOT TO EXCEED THESE MAXIMUM SPACINGS ON CENTER (O.C.) AND AS TABULATED ON SHEETS 2. 5. & 8 of 14. 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE ENGINEERED ON A SITE SPECIFIC BASIS. UNDER A SEPARATE APPROVAL AND TO BE REVIEWED BY BUILDING OFFICIAL. 5.) A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. 6.) DOORS ARE QUALIFIED FOR USE WITH SINGLE GLAZE H.S. LAMINATED GLASS TYPES TABULATED HEREIN (SEE SHEETS 12, 5. & 8). 7.) FOR OPTIONAL FRAME INSTALLATION DETAILS SEE SHEETS 3. 4, 6, 7. 9, 10, & 11 OF 14. 8.) EXT. & INT. FALSE COLONIAL MUNTINS ARE OPTIONAL & AND TO BE APPLIED 14/ SILICONE. 9.) WOOD BUCKS IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED AND ANCHORED (BY OTHERS). PRIOR TO DOOR INSTALLATION. WOOD BUCKS TO BE ANCHORED IN COMPLIANCE WITH THE 2010 FBC CHAPTER 24. 10.) APPROVAL APPLIES TO TWO TRACK AND THREE TRACK DOORS WITH FIXED PANELS, ALL MOVING PANELS. INCLUDING WITH OR WITHOUT (LH-RH) POCKETS. 11.) MULLING DOORS WITH OTHER TYPES OF MIAMI-DADE COUNTY APPROVED PRODUCTS USING A MIAMI-DADE COUNTY APPROVED MULLION IN BETWEEN ARE ACCEPTABLE BUT THE LOWER DESIGN PRESSURE FROM THE DOORS OR MULLION APPROVAL WILL APPLY TO THE ENTIRE MULLED SYSTEM. 12.) FOR METAL ATTACHMENT DETAILS & NOTES SEE SHEETS / 3, 4, 6, 7, 9, 10, & 11 OF 14. 13.) ALL METAL/STEEL IN CONTACT WITH ALUMINUM OR OTHER DISSIMILAR MATERIALS TO BE PAINTED OR PLATED AND SHALL MEET THE 2010 FLORIDA BLDG. CODE. 14.) POCKET DOOR CONFIGURATIONS ARE AS SHOWN ON SHEET 6 OF 14, REFER TO SHEET 11 OF 14 FOR ADDITIONAL DETAILS. 15.) POCKET WALLS ARE NOT PART OF THIS APPROVAL. 16.) POCKET WALLS SHALL BE UNDER SEPARATE APPROVAL AND TO BE REVIEWED BY THE ENGINEER OF RECORD (EON). F QUALITY ALUMINUM WINDOWS AND CLASS DOORS I I I • • • • • • • 1' o- • • • • • • • • • • • • • 4D/2T - OXXO 3 & 4 DOOR •L •• • •• • • • 1) REFER TO SHEETS �j• 14 F • • • • •GLAZING AF3IO•NS IT DP C • • • � 2)•RFFEQ TLr SHLET t 7 OF •14 � • • �•FFOORR TYPICAS(`,j{LL``RO 4CTION °WAILS. • • • 3)•REFER TO EETS 6 OF 14 FOR TYPICAL ANCHORS AND NOTES. LAMINATED GLASS LARGE MISSILE IMPACT DOORS GLAZED WITH LAMINATED CLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. PRODUCT RENEWED Panc:yr.0 uriffi the FMtidg BluWZ3 C0,1e t.--sa Ldn Miami Dede Product Con 0 18 e S I z I I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • ,• • _ „•• •• • • • • • • ••• • • DESIGN LOAD CAPACITY - PSF (STD. 2 1/4"ESILL) NOMINAL WIDTH FT./IN. DOOR SIZES HEIGHT FT./iN. GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPEEy'C' GLASS TYPE 'D' EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT.% (-) EXT. (+) INT. (-) SSTEEL) (NO STEEL) 6/8 56.7 95.0 56.7 65.0 - 56.7 - 8 0 56.7 75.0 6/0 (NO STEEL) 6/8 56.7 95.0 56.7 65.0 56.7 85 56.7 75.0 (WITH STEEL) 6/8 56.7 85.0 56.7 70.0 56.7 7 I 56.7 68.8 8/0 (WITH STEEL) 8/0 56.7 65.0 ` 56.7 65.0 X X X DESIGN LOAD CAPACITY - PSF (WITH 3" SILL RISER) NOMINAL WIDTH FT./IN. DOOR SIZES HEIGHT FT./IN. GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE4iC' GLASS TYPE 'D' EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT.(=) EXT. (+) INT. (-) (MOSS EEL) /0 6/8 76.7 95.0 65.0 65.0 76.7 8 % 75.0 75.0 6/0 (NO STEEL) 6/8 76.7 95.0 65.0 65.0 76.7 I � 75.0 75.0 8/0 (WITH STEEL) 6/8 76.7 85.0 70.0 70.0 76.7 7 68.8 68.8 8/0 (WITH STEEL) / g 0 65.0 65.0 65.0 65.0 X J i X X XO OX APPROVED CONFIGURATIONS (FOR PANEL STACK CONFIGURATIONS SEE SHEET Ir1 BULB VINYL-0 \-3/16" HEAT STREW!) GLASS it .090 INTERLAYER DuPont SentryGloss by: ti E.I. DuPont DeNemours & Co.. Inc. CO \• r3/16" HEAT STREW!) GLASS Z SILICONE 5 SCHNEE-MOREHEAO 5731 DOW CORNING 899 1. !�© EMCO SPECTRUM 2 N %�FNIiitr� GLASS TYPE 'A' 1.) BULB VINYL-0 3/16" HEAT STREW() CLASS 090 PVB INTERLAYER l'DuPont Butocite by: r DuPont DeNenours 03 I 3/16• i1T•viN j IiirevyIIICH'1ONE $$ • • 1 1ils-4 9, • • • • MAX. D.L.O.: 6/0 X 6/8 8/0 X 6/8 8/0 X 8/0 NOTFS 1) REF TO SHEETS 3 It 4 OF 14 FOR ICAL CROSS-SECTION DETAILS. 2) REF TO SHEETS 3 OF 14 FORICAL ANCHORS AND NOTES. 32-3/4 44-3/4 44-3/4 • • • • 1( 74-3/4" iX 74-3/4" X 90-3/4" a Inc. S. • •? e •� 7 1 •, • •P7 • I • • ,1 • SILICONE 5 . 1 SCHNEE-MOREHEAD 5731 DOW CORNING 899 • ,] MF TREMCO SPECTRUM 2 co SPECTRUM 01 98 3/8" MAX. DOOR WIDTH _SPACING LIMITATION: Anchors not to exceed 10 1/2" O.C. of Doors smaller than 60" in width. 13 1/4" MAX. TYP. - HEAD/SILL CLUSTER OF 4 ANCHORS - - AT STILE ENDS t, cc 0 0 n 0 0 0 a 7/16" LAM. GLASS /% i/ X LAMINATED GLASS LARGE MISSILE IMPACT I I I 50" MAX. C� I // •/ STEEL REINFORCING AS REDO. SEE CHART AT LEFT 0 6" MAX. TYP. HEAD/SILL CORNERS I/ I 1 1 44 3/4" MAX. D.L. OPG. 50" MAX. DOORS GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. PANEL WIDTH PANEL WIDTH 2 DOOR - TWO TRACK "XO" TYPICAL ELEVATION TESTED UNIT BULB VINYL 17 r3/16" HEAT STREN'0 GLASS 090 SAFLEX HP Clear or Color Gloss Interloyer F 1 I I by: Solutio. Inc. • • • /16" HEAT STREND GLASS • •f • •I• • • • GLASS TYPE 'DI •• • • •• GLAZING TA! • • • *Gus" F• • • • • • • • • • • • • • • - • •• •• • • • • • • • • • • • • • • • • • • l• • • • • • F• • • • • • a• • • •• •• • • • • • • BULB VINYL-0 r3/16" HEAT STREW!) GLASS l.090 PVB SAFLEX ,-Clear or Color Gloss Interloyer by: Solotio. Inc ,-3/16" HEAT STREND GLASS SILICONE I -DOW 5731 DOW CORNING 899 I' ( TREMCO SPECTRUM 2 r�F l m PRODUCT RENEWED z .. •s complying with the Florida emTtling Code Acceptance No tLiI I Eani�ion Dote CLASS TYPE 'D' IA cc W CC 0 01 mo to w m n I a.0 t• o o 1.. n Z -I Z 0 0 co• 8 S 2 5 • 0 �g (E� i 2 m L9200-1201 a• 0 O 0 TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1BY WOOD BUCK 7/16"-LAMINATED GLASS 1" Min. Edge Dist. TYPICAL ANCHORS IN PAIRS ibk.SEE ELSPACING tj;oR i 1" Min. Edge Dist. TyP ) , 2BY Wood Huck Substrate or Wood Struture v/ (m) • 11 TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING TYPICAL ANCHORS IN PAIRS EE ELEV. FOR SPACING .• N PANEL HEIGHT U O O EXTERIOR I 1 NOTES: 1) REFER TO SHEET 2 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 4 OF 14 FOR HORIZONTAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 2 OF 14 FOR MAX. ANCHOR SPACINGS.. 0 LI ! tl Li; Witeingni iilik IID..Q: •'• ••• •• • •• • e1!� T,P_ • ,.1'I .3 1/P PC or PROVED E • • • • CG FROM 1' CI�'lr�N�1G•Cl�S L NTO E2 sp7I1pL B • FR14 FIE sc SEE ELEVA I •AT NET • • • • Non -Shrink, Non-Melollic 2 OF 14 FU• NAIL• •.PACING. Groin a/ Minimum 5 Ksi TYPICAL ANCHORS IN PAIRS • • • • • • • SEE ELEV. FOR SPACING 1/16" or 1/8" SILL RISER ADHERED TO SILL WITH SILICONE FULL LENGTH OF UNIT • J • aJN • \N • pp • . • A : �N�N • • • • • •• •• • • •• • 4 • • • • 4 ••• • • 4 •• • • • • • • • 3/4" Min. Edge Dist. TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING METAL STRUCTURE 3 4" Min. Edge Dist. N METAL. STRUCTURE, ATTACHMENT DF.TAII S NOTE: 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 2. METAL STRUCTURES: A) STEEL Fy - 36 K51 MIN. (STEEL 12 GA MIN. THICK - 0.1051 B) ALUMINUM : 6063-T5 MIN. (ALUM. 0.078" MIN. THICK) WOOD BUCKS AND METAL STRUCTURES NOT BY LAWSON IND. MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; SEE ELEV. AT SHEET 8 FOR SPACING ANCHOR TYPE CHART IN CONC. or MASONRY (min.) ANCHOR OPTIONS HEAD -SILL JAMB Embedment Edge Diet. Concrete ELCO ULTRACON 1/4" 1/4" 1 3/4" 1" 2.85 Ksi BUILOEX 1/4" - 1 3/4" 4" 32 Ksi BUILDEX - 3/16" 1 3/4" 3" 3.2 Ksi ANCHOR TYPE CHART IN 2X WOOD BUCK (mina Edge Dist. 2: Rood ANCHOR OPTIONS HEAD -SILL JAMB Embedment ELCO ULTRACON 1/4" 1/4" 1 1/4" 1" .55 SG PI BUILDEX 1/4" 1/4" 1 1/4" 1" .55 SG 11 S.M.S. (Into 2X) 012 /12 1 1/4" 1" .55 SG A 1/4" DRILLFI FX SELF DR_WNC SCREWS INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) N10 SMS INTO APPROVED MULLIONS (NO SHIM SPACE) TYPICAL EDGE DISTANCE (1/4") INTO CONCRETE AND MASONRY 1" MIN. (ELCO ULTRACON) (1/4") INTO CONCRETE AND MASONRY = 4" MIN. ow BUILDEX) (3/16") INTO CONCRETE AND MASONRY = 3" MIN. (ITW BUILDEX) INTO WOOD STRUCTURE - 1" MIN. INTO METAL STRUCTURE - 3/4" MIN. SEALANTS: FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL SEALED WITH WHITE/ALUMINUM COLORED SEALANT. ODUCrREN RENEWED crncomplyingWi ulding Cone 2- A . xeptsace No 72iiI' Mimi Dade Product Con 1 • N O N 1 0 41 �o i d 0 C 1 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ` •• •• • • • •• •• • • • • • • ••• • • TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1/4" MAX. SHIM TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING /4" MAX. SHIM 2 WOOD BUC 0 0 STRUCTU METAL STRUCTURE TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1/4" MAX. SHIM METAL STRUCTURE ATTACHMENT DETAjl. NOTE: 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 2. METAL STRUCTURES: A) STEEL Fy 36 KSI MIN. (STEEL 12 GA. MIN. THICK = 0.105") B) ALUMINUM : 6063-T5 MIN. (ALUM. 0.078" MIN. THICK) PANEL WIDTH • 2D/2T — XO (Snc4w4) D.L. OPG •• •• • • __ • • • SCREENS OPTL. - • • • • NOT RE®. ON 6/0 X 6/B SIZES SEE CHART ON SHEET 2 OF 14 NOTES: 1) REFER TO SHEET 2 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 3 OF 14 FOR VERTICAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 3 OF 14 FOR TYPICAL ANCHORS AND NOTES. 4) REFER TO SHEET 2 OF 14 FOR MAX. ANCHOR SPACINGS. 1/4" SHIM MAX. • • • • •• • • • • • • • • • • • • D.L. OPG PANEL WIDTH • • • • E LrltiO •• • .` ♦ • • • DOOR•WIDTfI • 4. • • I 2D/2T — OX (Reverene • • • • • •• • • • • • fYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING • 18Y WOOD BUCK PRODUCT RENEWED 4• complying with tie Florida BALilepdinet 1Z a0 I Pear �(! 3 (Zo6 Miami Dade Product Conn 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • •• •• cr MANUFACT L9200-1201 NOR 12-0127.24 & 12-0127.06 a.p s 8 3 • g�g p I 0 Yu i, 3 I NOTE: TWO TRACK FRAME DOOR CONFIGURATIONS OF MORE THAN FOUR PANELS USING STILE COMBINATIONS SHOWN IN THESE DETAILS MAY ALSO BE APPROVED (EXAMPLE OOXX00). I oxxo 4/ J Igo I -0 OXo APPROVED CONFIGURATIONS (FOR PANEL STACK CONFIGURATIONS SEE SHEET 1.) BULB VINYL 17 3/16' HEAT STREW() GLASS .090 PVB INTERLAYER DUPONT BUTACITE by: E.1. DuPont DeNemours & Co. Inc. 3/16' HEAT STREW!) CLASS SILICONE SCHNEE-MOREHEAD 5731 DOW CORNING 899 At I't ©EMCO SPECTRUM 2 iii GLASS TYPE 'B' BULB VINYL 17 3/16" HEAT STREW() CUSS .090 INTERLAYER d DuPont -Se n tryGloss by: E.I. DuPont DeNemours & Co., Inc. 3/16' HEAT STREW!) GLASS SILICONE SCHNEE-MOREHEAD 5731 DOW CORNING 899 TREMCO SPECTRUM 2 GLASS TYPE 'A' GLAZING DETAILS 7 196 1/4" MAX. - W 0_ . = e = a O Z 01 0 01 a 0 13" MAX. TYP. AT HEAD/SILL I I I DOOR WIDTH CLUSTER OF 4 ANCHORS AT STILE ENDS C2 62 0 7/16' OVERALL LAM. CUSS • /%/ // 0 X 6" MAX. TYP. \ 6' HEAD/SILL CORNERS I I/ I I I 50 MAX.. I I I 44 3/4" MAX. PANEL WIDTH D.L. OPG. 50" MAX. PANEL WIDTH NOTES: 1) REFER TO SHEETS 6 & 7 OF 14 FOR TYPICAL CROSS-SECTION DETAILS. 2) REFER TO SHEETS 6 OF 14 FOR TYPICAL ANCHORS AND NOTES. i \, STEEL REINFORCING AS REOD. 0 1 I I I/ I I I 4 DOOR - TWO TRACK "OXXO" TYPICAL ELEVATION TESTED UNIT DESIGN LOAD CAPACITY - PSF GLASS TYPES 'A' OR 'B' PANEL WIDTH NOMINAL FT./IN.FT./IN.EXT. DOOR HEIGHTSTANDARD SILL 2-1/4" RISER 3" RISER (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) 2/6 3/0 3/6 4/0 4/6 4/11 •• • 674 • •• 40.7 60.0 56.7 60.0 60.0 60.0 ••ip.7• •60.S -• •5R7 ••60.0 60.0 60.0 4• • • • • • 640 • • • • • 5R7 • • 60.0 60.0 60.0 •• 48.7 • . • • • 6(40 • ••• • 50e7 • ••60.0 60.0 60.0 ••46.7 ••60.6 •5fi7•' 60.0 60.0 60.0 40.7 60.0 56.7 60.0 60.0 60.0 2/6 3/0 3/6 4/0 • • • �. • •"il • • 40.7 • • 60.% 56.4. 60.0 60.0 60.0 40.7 • 6d0 : 54y7• :603) 60.0 60.0 • 4.7 61 0 •54.7 :601 60.0 60.0 • • • 40.7 • 60.E 56.7• 616.0 60.0 60.0 LAMINATED GLASS LARGE MISSILE IMPACT DOORS GLAZED WITH LAMINATED CLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. PRODUCT RENEWED o complying with the Florida Building Code Aloe Ne - 20¢.12• /2018 Miami Dade ' .• ct Contr PANEL MAX. 0.L.0.: 3/0 X 6/8 = 32-3/4" X 74-3/4" 4/0 X 6/8 = 44-3/4" X 74-3/4" 4/11 X 6/8=55-3/4" X 74-3/4" 3/0 X 8/0 = 32-3/4" X 90-3/4" 4/0 X 8/0 = 44-3/4" X 90-3/4" co ae i ce MANUFACTUR EQ 0 fV I I E I G I g 0 0 B 1 I I I m I I a 5i°3 "7W "I W Q:2= �▪ 7 syg. ,O)Z% ;y�• ▪ `f 0B,,1 G� r& 4s,,I P •• d w w ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • ! CC O O O PANEL HEIGHT 0. 0 O EXTERIOR 9/t 6" . MIN. • Non -Shrink, Non-Metollic Grout of Minimum 5 Ksi TYR.. TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1BY WOOD BUCK 7/IV-LAMINATED GLASS. 1" Min. Edge Dist. TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1" Min. Edge Dist. Typ.) NOTES: 1) REFER TO SHEET 5 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 7 OF 14 FOR HORIZONTAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 5 OF 14 FOR MAX. ANCHOR SPACINGS. 4' TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1t IIjjIr 28Y Wood Buck Substrote or r r TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING Q tra W CY W EE CC N to O Cr LI- I- _J _J W H 07 nN M)2 SILL RISER V w ADHERED WITH - VW) W CLEAR SILICONE to FULL LENGTH (NI OF UNIT SILL Ji• •• �N= • noN • F w•• •.• A' j (A •• • • • • • •4 • • • • • • • • • 4 .• • ••• •• Id4" TAPCON or ApPRQVED UPUAL BY WO V/ I' MIN EMBED. TINE 1�3.2 K ' Cory Et FROM CORNERS L SEE-F,LEVA7 AT SHT • 5 OF 14 FOR MAX. SPAAAALLL�ING. TYPICAL ANCHORS IN PAIRS • • • • SEE ELEV. FOR SPACING • • - I WEEP NOTCH •AR poi ENO LS • • P • iP • • • • • • • • • • < w METAL STRUCTURE 3/4"-Min. Edge Dist. TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 3 4" Min. Edge Dist. METAL. STRICTURE ATTACHMENT DETAIL NOTE: 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 2. METAL STRUCTURES: A) STEEL Fy - 36 KSI MIN. (STEEL 12 GA. MIN. THICK = 0.1051 8) ALUMINUM : 6063-T5 MIN. (ALUM. 0.078" MIN. THICK) WOOD BUCKS AND METAL STRUCTURES NOT BY LAWSON IND. MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. AT SHEET 8 FOR SPACING ANCHOR TYPE CHART IN CONC. or MASONRY (min.) ANCHOR OPTIONS HEAD -SILL JAMB Embedment Edge Dint. Concrete ELCO ULTRACON 1/4" 1/4" 1 3/4" 1" 2.85 Ksi BUILDEX 1/4" - 1 3/4" 4" 3.2 Ksi BUILDER - 3/16" 1 3/4" 3" 3.2 Ksi ANCHOR TYPE CHART IN 2X WOOD BUCK_Jmi) Edge Dist En WOOIC .55 SG E1 ANCHOR OPTIONS HEAD -SILL JAMB Embedment ELCO ULTRACON 1/4" 1/4" 1 1/4" I" BUILDEX 1/4" 1/4" 1 1/4" I" .55 SC A S.M.S. (Into 2X) /12 /12 1 1/4" 1" .55 SG 1/4" DRILLFLEX SFLF DR LLING SCREWS INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) /10 SM$ INTO APPROVED MULLIONS (NO SHIM SPACE) TYPICAL FDGF DISTANCE (1/4") INTO CONCRETE AND MASONRY = 1" MIN. (ELCO ULTRACON) (1/4") INTO CONCRETE AND MASONRY - 4" MIN. (ITW BUILDEX) (3/16") INTO CONCRETE AND MASONRY = 3" MIN. (ITW BUILDEX) INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. SEALANTS. FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL SEALED WITH WHITE/ALUMINUM COLORED SEALANT. ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • - • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ODUCT RENEWED centplyklg with the Florida didin5 Code ocptonce Nol o; Miami Dade Product Con to O to to b neD M b b b •I VI o 3 t` v ? J 2 tArl W 2 CO z O. SLIDING GLASS �o I z I I Cr) LEI 1/4" SHIM 1/4" SHIM D.L OPG NOTES: 1) REFER TO SHEET 5 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 6 OF 14 FOR VERTICAL CROSS—SECTION DETAILS. 3) REFER TO SHEET 6 OF 14 FOR TYPICAL ANCHORS AND NOTES. 4) REFER TO SHEET 5 OF 14 FOR MAX. ANCHOR SPACINGS. D.L 0. _ TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING L PANEL WIDTH SCREENS OPTIONAL OEXTERIOR 4D/2T — OXXO DOOR WIDTH PANEL WIDTH IOAAL EXTERIOR ••• • DooR.liI4TH• • •• • • • • .• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • _ •• •• • • • •• • • • • • • • • • 1/4" SHIM MAX. D.L. OPG. PANEL WIDTH D.L. OPG. PANEL WIDTH 1/4" SHIM MAX. 1BY WOOD BUCK PRODUCT RENEWED as complyhs3 with the Florida Acceptance No 12— A °14."" 0082 By Miami Dade Prothct on O N O O cv a I L1BY WOOD BUCK I I °%% f11 11 104 ���i O°° 4` ................ E Lc> v I THREE TRACK FRAME D00F u . MORE THAN FOUR PANELS a COMBINATIONS SHOWN IN 1 i \ALSO BE APPROVED (EXAM �r1 r T X-RP or LP-X I • o a IJ Ir -o • .0 O. o- O. .0 .0 POCKET WALL SEE NOTE 13. (TYP.) 14 rl I I or'. I t1 XX or XX-RP or LP-XX or RP-XX-LP I a `o ra 1 � 1 Y I J r 7 01 -0 0 -0 -0 a- a• a• / I I I o I a1� a- C' L. POCKET WALL K1 SEE NOTE #3. I (TYP.)-. XXX ,or RP-XXX or LP-XXX I S -D // - / I -0 - 0- 0• 0- a- •O .0 •a .a a• a• .0 .0 • j1 y I I U I O I. a-; I ▪ 1 P1 189 3/4 TEST DOOR WIDTH w/ SINGLE POCKET & NON -POCKET MAX. WIDTH 191 1/4" ' CONFIGURATIONS OF USING STILE 'HESE DETAILS MAY PLE 60-3T XXXXXX). 13 1/4" MAX TYP k. CLUSTER Of. ANCHORS AT HEAD/SILL AT STILE ENDS 6" MAX, TYP. POCKET WA A3 I _ - "7-6"'' HEAD/SILL CORNERS I I -I 1"---1 \ I I I I I }, I I I ! I I I SEE NOTE 1 r (TYPJ ; 95" MAX. PANEL HEIGHT - 90 1/4" MAX. D.L. OPG. 0 II L. IMAX. AMBS TYP. AT J 13 3/4" MAX. TYP. AT JAMBS C2 j ./ % E2 II j F1 . O nr X O 7/16"OVERALL LAM. GLASS x III � II\ II STEEL REINFORCING II AS REOD. - II 0 C ii it X p < F2 X - sY - , I T I I I i I i 4OTF4,• 3 1/2" MAX.MAX• l r I C I I/I I i 1) REFER TO SHEETS 9, 10 & 11 OF 14 48 3/4" MAX. g D.L. OPG. 49 1/8" MAX. FOR TYPICAL CROSS-SECTION DETAILS. XXXX or RP-XXXX or LP-XXXX or RP-XXXX-LP APPROVED CONFIGURATIONS WITH & WITHOUT POCKETS (FOR PANEL STACK CONFIGURATIONS SEE SHEET 1.) BULB VI 17 3/16" HEAT STREN'D GLASS 090 PVB Interloyer Schen CP-Soilee & Sotles HP tL by: SOLUTIA, Inc. or Il DuPont Butocite by: E.I. w - DuPont DeNerr,ours & Co. Inc. I_ m 3/16" HEAT STREW° CLASS N In SILICONE N DOW CORNING 899 as U PANEL MAX. D.L.O.: 3/0 X 6/8 = 31-1/2" X 74-1/4" 4/0 X 6/8 = 43-1/2" X 74-1/4" 3/0 X 8/0 = 31-1/2" X 90-1/4" 4/0 X 8/0 = 43-1/2" X 90-1/4" BULB VINYL-0 3/16" HEAT STREW() GLASS 090 PVB INTERLAYER Dupont Butocite or I") DuPont-SenlryGlosa E.L DuPont DeNemours & Co., Inc 3/16" HEAT STliltlf GAS SILICONE • DOW CORNING FA% • •• •• GLASS TYPE 'A' GLASS TYPE 'B' GLAZING DETAILS • • • • • • • • •• • • •• • • •• •• • 4 DOOR - THREE TRACK "XXXX" TYPICAL ELEVATION TESTED UNIT FOR TYPICAL ANCHORS AND NOTES. 3) FOR POCKET WALLS SEE GENERAL NOTES 115 & 16 AT SHEET 1 OF 14. 3. DOORS GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. DP CAPACITY - PSF (2 1/4" SILL) DP CAPACITY - PSF (9" SILL) NOMINAL DOOR SIZES GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'A' GLASS TYPE 'B' WIDTH HEIGHT EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) Fr./IN. Fr./IN. 8/0 (STEEL) c (W/ 8/0 56.7 68.0 56.7 68.0 68.0 68.0 68.0 68.0 8/0� (2DR) 8/l • 56,7• ' 68.0 56.7 68.0 68.0 68.0 68.0 68.0 (WIZ 2•(TE6LT • • • • I- (I) (I) t *3D • • • • • (w 1 ) •Bf0•• 56W i 68.0 56.7 68.0 - - 68.0 68.0 •STE • • • • • gg (W STEEL) 8/0 56.7 p 68.0 56.7 68.0 68.0 68.0 (0)68.0 (")68.0 16/0 /R)r 8/0 60.0 53.3 60.0 60.0 60.0 (W G T STE`' • Il •S3.3 • f• 60.0 60.0 R.PP Bw t�e • e • • AV (W 21470E2.) • 6/i • • I • • • • 1• •68.0 • 53.3 68.0 68.0 68.0 68.0 68.0 AV •• • • • • • • • • • • •• • LAMINATED GLASS LARGE MISSILE IMPACT Cr RENEWED ooplying with the Florida ding Code No �. Dac ( ) 2dr/3drfDOORS MEET +76.7 & -78.0 DP w/ Dupont 0.090" SGP Laminot&diemiDedeProductCw • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • c/) 41 Comply w/ 2010 FBC ALUMINUM WINDOWS AND CLASS DOORS ACTORS!? OF QUALI SGD-9200 ga €€i Fo I I I I m i I I EXTERIOR PERIMETE CAULKING 1" Min. Edge Dist. •4. 1/4' TAPCON or APPROVED EQUAL BY FOR V/ 1 3/4' MIN. EMBED. INTO 32 Ksi Conc. B 6' FROM CORNERS L SEE ELEVATION AT SHEET D OF 14 FOR MAX. SPACING. :1/4" MAX. GAP 1 BY P.T. VOOD BUCK CLEAR SILICONE BEDDING COMPOUND 7/16"-LAMINATED GLASS TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 11 U► ck Structure *111111LGravity NOTES: 1) REFER TO SHEET 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEETS 10 et 11 OF 14 FOR HORIZONTAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 8 OF_14 .. FOR MAX. ANCHOR SPACINGS. • LNon-Shrink, Non-Lietalli Grout of Minimum 5 Ksi 35 Y 1/8" SILL RISER ADHERED WITH CLEAR SILICONE FULL LENGTH OF UNIT SILL •• • • • • • • 4 • • • • • • •• • • • cogx [401 .1101,0 1, •1-4"r, _k"), •• ••• • • ----- • •H•• • • • 174. ' A 4 • • • • •• • • • • • • • •• 1/4' TAPCON or A•RJtOVEDDE0UAll BNEOA V/ I' MIN. EMBED. INW3 32•CM Conc. * 6• FROM CORNERS I E ELEVATION AT SHBZT B OF 14 FOR MAX. SPACING. • • • • • • • • • O Substrate or / (SG) .55 min. (Typ.) TYPICAL ANCHORS IN PAIRS SEE FOR SPACING -- MI 1.101 TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING METAL STRUCTURE METAL STRUCTURE ATTACHMENT DETAILS NOTE: 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 2. METAL STRUCTURES: A) STEEL Fy 36 KSI MIN. (STEEL 12 GA. MIN. THICK •• 0.105") B) ALUMINUM : 6063-T5 MIN. (ALUM. 0.078" MIN. THICK) WOOD BUCKS AND METAL STRUCTURES NOT BY LAWSON IND. MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; SEE ELEV. AT SHEET 8 FOR SPACING ANCHOR TYPE CHART IN CONC. or MASONRY min.) ANCHOR OPTIONS HEAD-SIIJ. MKS Embedment Edge Dist -Concrete ELCO ULTRACON 1/4" 1/4" 1 3/4" 1" 2.85 Ksi BUILDER 1/4" - 1 3/4" 4" 3.2 Ksi BUILDEX - 3/16" 1 3/4" 3" 3.2 Kai ANCHOR TYPE CHART IN 2X WOOD BUCK (min.) ANCHOR OPTIONS HEAD -SILL JAMB Embedment Edge Dist. So Wood ELCO ULTRACON 1/4" 1/4" 1 1/4" 1" .55 SG BUILDEX 1/4" 1/4" 1 1/4" 1" .55 SC S.M.S. (into 2X) /12 /12 1 1/4" 1" .55 SG 1/4" ORILLFI FX SFI F DR I I INIi_SCRFW5 INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 110 SMS INTO APPROVED MULLIONS (NO SHIM SPACE) TYPICAL EDGE DISTANCE (1/4") INTO CONCRETE AND MASONRY - 1" MIN. (ELCO ULTRACON) (1/41 INTO CONCRETE AND MASONRY = 4" MIN. (ITV/ BUILDEX) (3/16') INTO CONCRETE AND MASONRY - 3" MIN. (ITW BUILDEX) INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. SEALANTS; FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL SEALED WITH WHITE/ALUMINUM COLORED SEALANT. RODUCT RENEWED I complying with the Florida adding Code .=optance No Mimi Dade Rodent c/) I a 4 A 41 04 CD A F/) F5 C5 C5 z_ 0 a U) z_ .tea d SGD-9200 Io I CU 0 O I 0 Z 1 • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • i,✓,�i.ttF�; L�. WOOD BUCKS NOT BY LAVSON IND. MUST SUSTAIN IMPOSED LOADS SCREEN DOOR PANEL (OPTIONAL) VDOD BUCKS NOT BY LAWSON IND. MUST SUSTAIN IMPOSED LOADS CLEAR SILICONE ADHESIVE BEDDING COMPOUND 8 — 7/16'-HS. LAMINATED GLASS SCREEN DOOR PANEL (OPTIONAL) EXTERIOR_ DOOR WIDTH (142 1/2') 3D/3T - 7/16'-H.S_ LAMINATED GLASS CLEAR SILICONE ADHESIVE BEDDING; COMPOUND SCREEN DOOR PANEL (OPTIONAL) CLEAR SILICONE ADHESIVE BEDDING COMPOUND XXX • • • •• • • EXTBAIOR• •• • •`,, •• • • • • • • • • EXTERIOR GRADE •DQOR V `` 1 H (46• • • • 1/4" GAP MAX. EXTERIOR GRADE PERIMETER CAULKING 1/4" GAP MAX. 2D'j2T• — XX• • • • • • PE INC ER AUL ING • *12 % 2' F.11./PHI.-S.11S. v/ 1 1/4' MIN. EMBED. INTO 2% P.T. WOOD BUCK (SEE SHEET *9 FOR FASTENER NOTES AND ELEVATION AT SHEET * 8 FOR FOR FASTENER SPACING ) NOTES: 1) REFER TO SHEET 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 9 OF 14 FOR VERTICAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 9 OF 14 FOR TYPICAL ANCHORS AND NOTES. 4) REFER TO SHEET 8 OF 14 • FOR UAX. ANCHOR SPACINGS. 2 STEEL BARS REOD. ON SIZES AS LISTED IN DP CHART W/ PRESSURES SHOWN ON SHEET 8 OF 14 1 STEEL 8AR RE00. ON SIZES AS LISTED IN OP CHART W/ PRESSURES SHOWN ON SHEET 8 OF 14 *12 X 2' Fl(/PHI: SJLS V/ 1 1/4• MIN. EMBED. INTO 2% P.T. WOOD BUCK (SEE SHEET 119 FOR FASTENER NOTES AND ELEVATION AT SHEET * 8 FOR FOR FASTENER SPACING ) PRODUCT RENEWED a+ complying with the Flarid8 Buildiag Coda E Qo ZO IZ 6 Miami Dade Pr::.i._:t Coat: - V) F ▪ z 0 O o rn q 0 Cn h � Q r..7 O o a O ,1 Ems., • O N U) O CC Z • F 0 0 a) 00 I tzl O o t r0 O N O O CV 1 1 1 8 41 60 d 0 z 1 1 ,`,\SIIII,,,,,,EI p, # Ma1J 4i d••Q .. LL•b $�: yes' O 4:• 1/4- MAX. SHIM 1/4' TAPCON or APPROVED EQUAL BY CDR V/ 1 3/4' MIN. EMBED. INTO 32 Ksi Conc. 6' FROM CORNERS t SEE ELEVATION AT SHEET B OF 14 FOR MAX. SPACING. EXTERIOR GRADE • PERIMETER CAULKING TYPICAL ANCHORS IN PNRS SEE ELEV. FOR SPACING 1/4. MAX. SHIM METAL STRUCTURE CEEAR SILOCORE RD SSTVE- BEDDING COMPOUND TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING 1/4. MAX. SHIM DOOR BUCK VIDTH (189 3/4') CLEAR SILICONE ADHESIVE BEDDING COMPOUND NOTE: STEEL BARS REOD. AS LISTED IN DP CHART W/ PRESSURES SHOWN ON SHEET 8 OF 14: .SCREENS OPTIONAL EXTERIOR TEST DOOR VIDTH (190 5/8') 4D/3T — XXXXP •. ... • • • METAL_STRUCTURIE ATTACHIN1•'AIt •• • NOTE: • • 1. ALL STEEL IN CONTACT MTH ALUM. TO BBB MINTED (BO PLAT!D 2. METAL STRUCTURES: A) STEEL : Fy = 36 KSI MIN. (STEEL 12 GA. MIN. THICK - 0.105') 8) ALUMINUM : 6063-T5 MIN. • (ALUM. 0� 18" MOL.TRICK) •• • • • • . • • • • •• • • • •• • • • • •• • • • • • • • • • • • • • • • • • _• • •• •• • 412 X 13/4' F)i./PHI. SMS V/ 1 1/4' MIN EMBED. INTO 2X P.T. WOOD BUCK t SEE OPTIONAL INSTALLATION DETAILS AT SHEET 12 OF 14 ) • `rFOR POCKET WALLS . SEE GENERAL NOTES 4•; / 15 & 16 AT SHEET 1 OF 14. POCKET DEPTH NOTES: 1) REFER TO SHEET 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 9 OF 14 FOR VERTICAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 9 OF 14 FOR TYPICAL ANCHORS AND NOTES. 0 00 IIIIIO •. • • ! S I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • SCREEN ODOR PANEL (OPTIONAL) 4) REFER TO SHEET 8 OF 14 FOR MAX. ANCHOR SPACINGS. PRODUCT RENEWED as complying with the Florida Building Cods �14. t21c [.� No ZO Date e Mind Dade Product Coluro 04.12. 14 2 a 01 i 61 41 n t ,8) z 0 t7 z8) " m ao eI zo 04 .4 x d 0 0 C1 W 0 6. 4 I 1Y. O O En En a SGD-9200 0 b L9200-1201 m 6 i i3 1'0 I 1 0 q SGD-9200 BILL OF MATERIALS — 2 & 3 TRACK FRAME ITEM / PART / QTY. DESCRIPTION REMARKS 1 3/4" MIN. EMBED. . 4 - 1 L-9211 1 2 TRACK FRAME HEAD 6063-T6 ALUMINUM N T 1. FOR ANCHOR TYPES SEE ti % 1.2 L-9211 1 2 TRACK FRAME HEAD (Multi -Slide) 6063-T6 ALUMINUM NOTES AT SHEETS 3. 6. & 9.- 2. FOR POCKET WALLS SEE GENERAL iO u - 2 - L-9206 1 2 TRACK FRAME SILL 6063-TS ALUMINUM INTERIOR NOTES /15 & 16 AT SHEET 1 OF 14. •;�'. n Lx y 3 L-9212 2 2 TRACK FRAME JAMB 6063-TS ALUMINUM TYPICAL ANCHORS INTERIOR v~i c V 'o 4 L-9204 1 X PANEL PANEL TOP RAIL 6063-T5 ALUMINUM AT 8" O.C. o E2 .-- el CI OO• A 4a _ 5 L-9205 1 X PANEL PANEL BOTTOM RAIL 6063-TS ALUMINUM v SEE ELEV. Q cam+ FOR SPACING ' I ® o n ! z o 6 L-9201 1 PANEL LOCK STILE 6063-T6 ALUMINUM \ ® ) —=1,==: z W ti ! (n g 4 yl �� --1Z G �{ a5 7 L-9202 1 PANEL INTERIOR INTERLOCK 6063-T6 ALUMINUM N '.w,'b Ili W = 2 ^ a C7 o 8 L-9203 1 PANEL EXTERIOR INTERLOCK 6063-T6 ALUMINUM i_ ® m:a ! Z cv 9 L-9207 1 PANEL ASTRAGAL 6063-T6 ALUMINUM U _ c _ / F •-� Z O. 10 L-9209 AS REQ'D. ALUMINUM GLAZING BEAD 6063-T5 ALUMINUM jVi •`-, w o /% = ,t al m o) 11 l� •v __ a L-9214 1 3 TRACK FRAME HEAD 6063-T6 ALUMINUM •n w ^ �� Cl) 12 L-9208 1 3 TRACK FRAME ED . ••1 . 9. o ' �51� A s SILL 6063-T5 ALUMINUM Q ' w 2 13 L-9213 2 3 TRACK FRAME JAMB 6063-T5 SITE BAR RE 4. ON 0 IO S1 t SGD-9200 ALUMINUM BILL OF MATERIALS. POCKE1 14 PWS-016 AS REQ'D. BOTTOM RAIL WTS'P ALUMINUM ULTRAFAB NOB67570K EXTERIOR '• .': 2\' SIZES LISTED W/ OP 60ps TYPICAL L ANCHORS D �� 0 V e 15 PWS-009 AS REQ'D. PANEL TOP RAIL WTS'P (7830-6001- .18T3) 35 0x.31D' 1 0. �• ��_ AT 8" O.C. SEE ELEV. o. 16 PWS-003 AS REQ'D. FIN SEAL WEATHERSTRIP .187'x.210'.(7820-6001-9) 1/4''MAX.gx FOR SPACING. F1 c 17 VWS-004 AS REQ'D. BULB VINYL (FPVC) 1/4' 0.D. SHIM MANUFACTURER 18 L-9016 2 SELF ADHESIVE PILE PAD 1 3/4" MIN. 13/16' X 1 1/2' EMBED. 19 HC-046 2 MVG. PANEL TANDEM ROLLER 2 X EA. MVG. BOT. RAIL . , EXTERIOR 20 FS-003 2 ROLLER ATTACHMENT SCREW *8 X 1/2' F.H./PHIL. • POCKET -D O O R H O O K cl - AR-008 2X PANEL PANEL 'C' TRACK CLIP 6063-T6 ALUMINUM ATTACHMENT DETAILS 22 FS-042 AS REGD. 'C' TRACK ATTACHMENT SCREW N10 X I' SMS F.H./PHIL. - - - 23 L-9018 1 X ANCHOR FIXED PANEL JAMB CLIP 6063-T5 ALUMINUM Flexible VlM(FPVC)Gomposllon• roam Plastics, Inc. 24 FS-011 1 X CLIP FIXED PANEL CLIP SCREvto t110 X 5/B' PH/PHIL. .I• FPVC:Black Compound No. 7200-75 - -. . $ include Multi —Slide door panels w/ or pockets end to Comply w/ 2010 FBC 25 AR-020 * INTERLOCK STEEL REINFORCEMENT 1/2' X 1 1/4' (36 KSI) PHYSICAL ASTM NO. D■ometer Hardness sec 75 D-2240 p 1 26 AR-021 * ASTRAGAL STEEL REINFORCEMENT 1/2' X 1 1/2' (36 KSI) Specific Gravity 1.45 D-792 TensileSpmgth,PSI 1640 D638 eu - 3 28 1 27 AR-024 ■ INTERLOCK STEEL REINFORCEMENT 3/8' X 1' (36 KSI) Ultimate Fb*gdi0gx 310.0 n63a Medolm®100%Dong®aq PSI 765.0 D638 41 F 28 HC-047 I MORTISE LOCK HARDWARE Impact Bmtlen*6A 31.0 D-746 n E W/ HANDLES I. KEEPER '2. FPVC White: Compound No. 7267.75 29 ■ 1 x Panel 7/16' Laminated H.S. Glass See Glazing Details PHYSICAL ASTM NO o 30 L-9022 * ASTRAGAL PANEL SILL CLIP 6063-T5 ALUMINUM D■ometerHmd.e■'A`,1d am 75 D-2240 SpecYx Gmity 1.43 0.792 '2!2 31 L-9215 1 POCKET JAMB HOOK 6063-T6 ALUMINUM Tem0eSomgdh,PS 1640 13•63816 z 32 SM-5731 a NEUTRAL CURE SILICONE Schnee —Morehead 5731 Ultimate SIo % 65.0 -638D-63 MaduhnIA 10o%Elmgmaq P9 765.0 D ar s; t 1 33 DC-899 AS NEUTRAL Impact Brittleness, -30.o D-746 .74 i REQ'D. CURE SILICONE Dow Corning 899 34 ■ * NEUTRAL CURE SILICONE Trento Spectren 2 �1 43I a 35 HC-045 2 NYLON PLUG ( .480' HOLE ) I IF� �ae4c • • • • • .. THOMAS J. SOTOS PROFESSIONAL ENGINEER FL UC._Aieg52ZB "1 eB°e.. 36 HC-043 2X PANEL NYLON TOP GUIDE • RIGID P� • �ae.,a�ett" ,,e�o5,,•°" '•'�/g I 37 FS-005 AS REQ'D. FRAME ASSEMBLY SCREWS •.X I. P�. P4iILLIPS �•• • a .e ©e �,[`�,�� j 36 FS-013 AS REQ'D. PANEL ASSEMBLY SCREWS a • 1110 X•1• &P.H. I14LLIP* • • • • '�:62 tv O ;,e ,, c25j 39 - FS-014 AS READ. INSTALLATION SCREWS *12 X 1 3/4' F.H./PHIL. �:0, u9 Z- 40 PL 75.6020 AS REQ'D. GLAZING SETTING BLOCK SOFT PVC 1/8' x 1/8' x 2'L. sAO �t� y 41 ■ - SCREEN PANEL • • • ■ • • • • • • • • * • • • • • PRODUCE RENEWED • • as cpmplykZ with the Florida `l 42 SM-5504 AS REQ'D. JOINT SEALANT ••• DoildinsCpde ZO • •• ..... �.. .• �(`,,� 43 a ■ • t PERIMETER CAULKING II • Schflee-MorpFi4�d S50! • • • • • • • • OSI4lPi)LYSEAMSORL t� 11°ttO Dace • • Acceptauc6No IZ°16 4ot 55 I llllll_--� 44 ■ 1 PRODUCT LABEL • ■ • • • • • o Mipmi 000 • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0•• • • • ••• • • • • •• •• • • . . • • • • • • • • • • • • • • •• •• • ••• • •• . . • •.• • • • • • • • • • • •.. • • • ••• I N 0 v Oj, • Pig O • o m: c..oea. y o 2:• ••zo N co +^ 013 s • el ro S I 0 0 0 cn en 0 o LCo CO z p o O 5a z c K cn l) z 0 0 cn C7 0 0 r g AND PANEL CORNER ASSEMBLY ci) Zit* na3I3nPad *Fa i' j a oN oauvldauy 0PO3 RuIPIPM •P..013 u41,14.lia1hidwoa s• (13N 3N;d 11.JI1(3021d 83N800 1101109 13NVd • • • • • • • • • • • • •♦ • • • • •• • • • s • • • •• • • • • • ••• • • • •• • • • • 83N800 1101100 3001214 MYNA ?Md2LL OM 63N800 d01 3YIV213 a • 8350.111S et: .• • • I •• • • • • 000'£ )10012131N1 21012131X3 Q L89'1 Z£ l' l 460' 06S' l L 5191 051' )1301831N 121012131N 1 L ---619'ly OS L' 065' 1 460'— Z90' Z£1l't - • 1 g --L99' 1 --1 213NN13N 1VOV211SV Z4l' l - SZ l' SL9' 095' dll3 13NVd 03XI3 4ZS' OSZ'ly £5' _1OLO' O 3111S N301 Z48' L—{ • Z90' L 440' 1 L999'z 11V21 110ll08 13NVd L6l'l 0dOlS SS -YID 919' £�I a 08l'-1 1— 1N21 d01 l3NVd 069' osz'z L_ ,,z '_k- illS 3VIV2i3 4S L'4 Z90' 65S' error 3WVN3 1L991.- 0 o 0V3H 3VIdl13 Sans-111nW [6511 6 V '9 S133HS IV aV3H XaV211 +1J 00I L Z90'i J 059T 1 OV3H 31W21! r-465'I.-1 OSL' o'l }-i • I Z90' II SZ9'£ 1.000 L 1 5.244 r.070 } J —1.594 It FRAME HEAD r� 0 .086—�L 500 fI .062 5.748 FRAME SILL 12 .090 r 2.250 500tl 1.250 �__125 INTERLOCK REINFORCING 1.50o ASTRAGAL REINFORCING .500 +r- .953 2.094 —.078 I 31 Pocket "P" Hook .375 r fa INTERLOCK REINFORCING .1o0—{ I .670 21 CLIP 527 FRAME TOP CORNER THREE TRACK FRAME • V • • • • • S. • • • ••• • FRAME 8 1 64 j',QFtER•• • • • ••• • ••• •• • •• . •• • • • •• • • • • • • • •• • • •• • • •• • • •• • • • • • • • • •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• .• ••• • • • 000 • • PRODUCT RENEWED as complying with the Florida BAcOCCI ane Code12G�}12 MOM Dade ' odoct Co ILeyg 40 Ca M I H owe m 3v'o z • J 2 00x cr) S Comply w/ 2010 rBC MANUFACTU �O I a L9200-1201 1 N Z 1 I FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business andiProfessional Regulation - Residential Performance Method Project Name: AC UNIT CEDRON AND CONSENTINO (0124) Builder Name: Street: 9300 BISCAYNE BLVD Permit Office: City, State, Zip: MIAMI SHORES , FL , 33138 Permit Number: Owner: ARLENE CEDRON & GABRIEL CONSENTINO Jurisdiction: 231000 • Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) } 1. New construction or existing Existing (Projecte 2. Single family or multiple family Single-family 3. Number of units, if multiple family 1 4. Number of Bedrooms 3 5. Is this a worst case? No 6. 'Conditioned floor area above grade (ft2) 2211 Conditioned floor area below grade (ft2) 0 7. Windows(304.8 sqft.) Description Area a. U-Factor: Sgl, U=1.00 304.83 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 SHGC: c. U-Factor: N/A ft2 SHGC: d. U-Factor: N/A ft2 SHGC: Area Weighted Average Overhang Depth: 3.713 ft. Area Weighted Average SHGC: 0.500 8. Floor Types (2211.0 sqft.) Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 2211.00 ft2 b. N/A R= ft2 ck N/A R= ft2 9. Wall Types (1710.6 sqft.) a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Adjacent c. N/A d. N/A 10. Ceiling Types (2211.0 sqft.) a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits Insulation Area R=5.0 /1389.00 ft2 R=5.0 321.58 ft' R= ft2 R= ft2 Insulation." Area R=19.0 2211.00 ft2 R= ft2 R= ft2 R ft2 6 130 kBtu/hr Efficiency 60.0 SEER:14.00 kBtu/hr Efficiency 20.0 COP:1.00 Cap: 40 gallons EF: 0.990 Pstat Total Proposed Modified Loads: 87.85 Glass/Floor Area: 0.138• Total Baseline Loads: 87.48 • . . . S. . T�la7 PASS . • , •• .•.-' I hereby certify that the plans` iEQiio s co4taaled by this calculation are in compLibnce1ty?rici c�r)m r Code. CCF • • F. ; i PREPARED BY' = " / ' �`�`'" Review of the plans and specifications covered by this . • • • •. calculation indicates compliance • • • • with the Florida Energy Code. Before construction is completed' '• this building will be inspected foC . compliance with Section 553.908', Florida Statutes. . .•. • BUILDING OFFICIAL: 'S ST •Ki • 1• ' p� �.r„ a ��: i%rre �' y , '•, i + DATE' .y7�� 'yy ST 0 = _• fit+ .�TF• �' -� Op I hereby certify that this bu+jduap„ 9 '�q ned, is jri compliance•• with the Florida Energy CocdtS, Oj,• •' D A • • • • �Q- OWNER/AGENT: ','/,,,,,, ENG`N�%% ' r ~ • DATE: rr��� o. DATE tw.r. ( - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factorysealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test' report in accordance with R402.4.1.2. 8/12/2016 10:47 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 ,of 4 FORM R405-2014 PROJECT Title: AC UNIT CEDRON AND CO Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2211 Lot # Owner: ARLENE CEDRON & GABRI Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 9300 BISCAYNE BLVD Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: 231000 Whole House Fan: City, State, Zip: MIAMI SHORES , Family Type: Single-family FL , 33138 New/Existing: Existing (Projected) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low :. BLOCKS Number Name Area Volume 1 Block1 2211 18793.5 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 2211 18793.5 Yes 4 3 1 Yes Yes Yes FLOORS V# Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge lnsulatio Main 224 ft 0 2211 ft2 1 0 0 ____ ROOF Roof Gable Roof Solar Sy • Emitt • Mitt • Decli• J t h V # Type Materials Area Area Color Absor. TestvL • : •Tesje�d Insul. jdeg) • • • • •••• • 1 Gable or shed Composition shingles 2395 ft2 460 ft2 Medium 0.85 No 0.9 Ne 0 • 226 ATTIC • • ::: • • • / ••• •• •••• V # Type Ventilation Vent Ratio (1 in) Area RBS • • • •IitCC I • • • • • • • 1 Full attic Vented 300 2211 ft2 N N • • • • • CEILING • • • • # Ceiling Type Space R-Value Ins Type Area Framing Frac ' Truss Type 1 Under Attic (Vented) Main 19 Batt 2211 ft2 0.11 Wood 8/12/2016 10:47 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent S ace Cavity Width Height Sheathing Framing Solar Below # nrnt Tn Wall Type p R-ValhIP Ft In Ft In Area R-ValuP Fractinn Ahcnr tirade% 1 NW Exterior Concrete Block - Int Insul Main 5 30 0 8 6 255.0 ft2 0 0 0.1 0 2 NE Exterior Concrete Block - Int Insul Main 5 37 10 8 6 321.6 ft' 0 0 0.1 0 3 SE Exterior Concrete Block - Int Insul Main 5 39 8 6 331.5 ft2 0 0 0.1 0 _ 4 SE Garage Concrete Block - Int Insul Main 5 20 10 8 6 177.1 ft2 0 0 0.1 0 5 SW Exterior Concrete Block - Int Insul Main 5 27 8 6 229.5 ft2 0 0.1 0 6 SW Garage Concrete Block - Int Insul Main 5 17 8 6 144.5 ft2 0 0.1 0 7 N Exterior Concrete Block - Int Insul Main 5 20 8 6 170.0 ft2 0 0.1 0 8 NW Exterior Concrete Block - Int Insul Main 5 9 7 8 6 81.5 ft2 0 0.1 0 DOORS V # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In I 1 NE Insulated Main None 3 6 8 20 ft2 .4 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 7 Metal Single (Clear) Yes 1 0.5 53.3 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 2 NW 1 Metal Single (Clear) Yes 1 0.5 80.0 ft2 10 ft 4 in 2 ft 0 in Drapes/blinds None 3 NW 1 Metal Single (Clear) Yes 1 0.5 10.0 ft2 10 ft 4 in 2 ft 0 in Drapes/blinds None 4 NW 8 Metal Single (Clear) Yes 1 0.5 12.0 ft2 0 ft 4 in 2 ft 0 in Drapes/blinds None 5 NE 2 Metal Single (Clear) Yes 1 0.5 12.0 ft2 0 ft 4 in 2 ft 0 in Drapes/blinds None 6 NE 2 Metal Single (Clear) Yes 1 0.5 4.5 ft2 0 ft 4 in 4 ft 0 in Drapes/blinds None 7 NE 2 Metal Single (Clear) Yes 1 0.5 24.0 ft2 0 ft 4 in 4 ft 0 in Drapes/blinds None 8 SE 3 Metal Single (Clear) Yes 1 0.5 32.0 ft2 0 ft 4 in 2 ft 0 in Drapes/blinds None 9 SE 3 Metal Single (Clear) Yes 1 0.5 9.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 10 SW 5 Metal Single (Clear) Yes 1 0.5 19.0 ft2 1 ft 4 in 4 ft 0 in Dj2IpeSJblinds None 11 SE 3 Metal Single (Clear) Yes 1 0.5 9.0 ft2 1 ft 4 in :3 ftdi' Drapes%6linds Nome •• • • •• • 12 NW 1 Metal Single (Clear) Yes 1 0.5 40.0 ft2 1 ft 4 in $A.ip DII4p,Uhands plpa% •3 .. • - GARAGE ••••:••• • • • .•l .• # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height ....Exposed Wall jrisulation ' ' • 1 378ft2 384ft2 42ft 8ft •••••• •5•••• INFILTRATION • • t•' •• • ••••• • • • # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50• • • • 1 Wholehouse Proposed CFM(50) .000172 1000 54.9 103.25 .119 3.1926 8/12/2016 10:47 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software • r' Page 3 of 4 FORM R405-2014 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 20 kBtu/hr 1 sys#1 COOLING SYSTEM -✓ # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 60 kBtu/hr 1800 cfm 0.7 1 sys#1 HOT WATER SYSTEM V# System Type SubType Location EF Cap Use SetPnt 'Conservation 1 Electric None Garage 0.99 40 gal 60 gal 120 deg None ' SOLAR HOT WATER SYSTEM VFSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS 1 ---- Supply ---- Return ---- Air CFM 25 CFM25 HVAC # , V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 130 ft2 Attic 17 ft2 Default Leakage Main (Default) (Default) 1 1 . TEMPERATURES Programable Cooling Heatin Thermostat: Jan H Jan Jan Y Feb X Feb[X�MarArMaJunJulAuSeOctNovDecVentin Feb Mar [X Mar [X Ceiling A r Apr Fans: Ma [ May[ X Jun Jun X Jul [ Jul X Au [ Aug X Se [ Sep[X Oct ]Nov Oct [X] Nov Dec [ Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 •80 8 PM 80 80 78 78 78 78 78 78 ; 7�". 78•••• 78 ••• '• • Cooling (WEH) AM 78 78 78 78 78 78 78 78 • 78 •• 7€ • •• • • 78 7_$' PM 78 78 78 78 78 78 78 78 **V" 78•••• 78 •••rrs • Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 • 68 • •• •08' • PM 68 68 68 68 68 68 68 68 . • %•8• . 6$ • • • • . 66 • 66 • Heating (WEH) AM 66 66 66 66 66 68 68 68 • 68 6 • • • • 68 •&&8 • PM 68 68 68 68 68 68 68 68 ° •'• ; 61 .426.66 • • •bb' • • • • • • • •• • • • • • • • • • • • • • •• • • 8/12/2016 10:47 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows** a. U-Factor: SHGC: b. U-Factor: SHGC: c. U-Factor: SHGC: d. U-Factor: SHGC: Area Weighted Average Area Weighted Average 8. Floor Types a. Slab -On -Grade Edge b. N/A c. N/A Description Sgl, U=1.00 SHGC=0.50 N/A N/A N/A 9300 BISCAYNE BLVD, MIAMI SHORES, FL, 33138 Existing (Projecte Single-family 1 3 No 2211 Area 304.83 ft2 ft2 ft2 ft2 Overhang Depth: 3.713 ft. SHGC: 0.500 Insulation Area Insulation R=0.0 R= R= 2211.00 ft2 ft2 ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Adjacent c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: • • • • • •• • • • .•• • • • • •••• • •• • • • • Insulation Area R=5.0 1389.00 ft2 R=5.0 321.58 ft2 R= ft2 R= ft2 Insulation Area R=19.0 2211.00 ft2 R= ft2 R= ft2 R ft2 6 130 • • • • • •• • kBtu/hr Efficiency 60.0 SEER:14.00 kBtu/hr Efficiency 20.0 COP:1.00 Cap: 40 gallons EF: 0.99 Pstat •••• • • •••• • •• • • • • *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. •• **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 8/12/2016 10:48 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 • • • • •.• • • • • • • ••. • • • FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 9300 BISCAYNE BLVD Permit Number: MIAMI SHORES , FL , 33138 MANDATORY REQUIREMENTS See individual code sections for full details. i 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and ,,,,,���� 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. R402.4.3 Fenestration air Ieakagewiindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMANVDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. •••• R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall ba sealeci to limit 'ajf je age betvyep, • conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as havint W'aileakageerater}ot more than • 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed kimineires shall • be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. • "" R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heatirigewl cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance I>eet•9hall have oor♦trels that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the ,eatirigload. . . • • • • • • R403.2.2 Sealing (Mandatory)1ll ducts, air handlers, and filter boxes and building cavities that form the primarya?r WItainment "" passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed:f1d:Ned in accordance • • with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria bydpost-construction or rough -in testing below. • . . • • • • • Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certffied in'accordiritem Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: • • • 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. • • • • • • • 8/12/2016 10:49 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page ,1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can tum off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). R403.4.4.1 Storage water heater temperature controls ▪ R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). ▪ R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be tumed off. R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. ▪ R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the • • • • Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation• • • • Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation systen is nbt Qperating. • • • • • • ••.• R403 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling andthcatingequipment. . • • R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCOICISIrtt l S bav2tl'rfi'tV • • equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling ealeuiation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model nuanbor•ofthe outdoor orgl indoor •• units (if split system) shall be submitted along with the sensible and total cooling capacities at the destypbgpfitions d2var in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or (Vr factors which affect • equipment sizing. System sizing calculations shall not include loads created by local intermittent meclianioerventilation •such as • • standard kitchen and bathroom exhaust systems. • . • • • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its tote) opacity is not less than:he. • • • calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure:elected in.• Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latefltcap0city of the equipment shall not be less than the calculated latent load. 8/12/2016 10:49 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. iR403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. I, R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. jci R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. ix R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. ' A R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted/outside the heater to allow shutting off the heater without adjusting the thermostat setting. • . ' • • •. • • • • • R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heatg% shgill have •� ryifiihwm thermal • . efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accoitit§ne•utith ANSI•2121!56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. • • d R403.6.1.2 Heating equipment capacity • R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. ▪ R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. ▪ R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. ▪ R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP o44.0%4n testeli'ir" Aecordance•with • AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an inclete dent laboratbfyi5 required.to• • • • verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet t'i :sten:ard. : • • • • 4- R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on healers and pumps according MI.' • preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have burig Vrn rs shall be deemed in • • compliance with this equipment. . • • • Exceptions: • • • • • • • • • 1. Where public health standards require 24-hour pump operations. • • • • • • • • • • • • 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. • • • 3. Where pumps are powered exclusively from on -site renewable generation. fY R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or • solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. (7J// Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R4OWPerformance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 8/12/2016 10:49 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 FORM R405-2014 • TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: AC UNIT CEDRON AND CONSENTINO (0124) Builder Name: Street: 9300 BISCAYNE BLVD Permit Office: City, State, Zip: MIAMI SHORES , FL , 33138 Permit Number: Owner: ARLENE CEDRON & GABRIEL CONSENTINO Jurisdiction: 231000 Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. 1/ Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. / ►/ Walls Corners and headers shall be insulated and the junction of the foundation and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed inv/ substantial 'contact and continuous alignment with the air barrier. Knee walls shall be sealed. / Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage and cantilevered floors) Insulation shall be installed to maintain permanent contact with underside of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. / // Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped.• • . • • •. • • • Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exteridr•or • • unconditioned space shall be sealed. • • •• • • • • • • t II • •. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall.k1E'.11led f by• insulation that on installation readily conforms to the available ctryijxi • • • spaces. •••• • • • • • • . , • • • • • • 11 •• -•:•1 •• • •. , Garage separation ••--•- • Air sealing shall be provided between the garage and condition •spees. ' • ••••• Recessed lighting Recessed •light fixtures installed in the building thermal envelops sniT se air • tight, IC rated, and sealed to the drywall. • • / • ✓ • •� I Plumbing and wiring • • Batt insulation shall be cut neatly to fit around wiring and plumbing.in• exterior walls, or insulation that on installation readily conforms to available • space shall extend behind piping and wiring. • • • • • • • • : •• • •" Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. d Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. d HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. V Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors • • • • • • • • • • 8/12/2016 10:49 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Residential System Sizing Calculation Summary ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 8/12/2016 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidity data: Interior RH (50%) Outdoor wet bulb (77F) Humidity difference(56gr.) Winter design temperature(TMY3 99%) 49 Winter setpoint 70 Winter temperature difference 21 F F F Summer design temperature(TMY3 99%) 92 Summer setpoint 75 Summer temperature difference 17 F F F Total heating load calculation 20740 Btuh Total cooling load calculation 52289 Btuh Submitted heating capacity % of calc Total (Electric Strip Heat) 96.4 Btuh 20000 Submitted cooling capacity % of calc Sensible (SHR = 0.70) 94.5 Latent 230.0 Total 114.7 Btuh 42000 18000 60000 Winter Heating Load (for 2211 sqft) Load component WINTER CALCULATIONS Load Window total Wall total Door total Ceiling total Floor total Infiltration Duct loss Subtotal Ventilation TOTAL HEAT LOSS 305 1386 20 2211 2211 60 sqft sqft sqft sqft sqft cfm 0 cfm 6402 3552 168 2276 5551 1377 1415 20740 0 20740 Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btu h Btuh Btuh Summer Cooling Load (for 2211 sqft Load component wa11s(17.1%) Flo ors(26 850 SUMMER CALCULATION Load Window total Wall total Door total Ceiling total Floor total Infiltration Internal gain Duct gain Sens. Ventilation Blower Load Total sensible gain Latent gain(ducts) Latent gain(infiltration) Latent gain(ventilation) Latent gain(internal/occupants/other) Total latent gain TOTAL HEAT GAIN 305 sqft 1386 sqft 20 sqft 2211 sqft 45 cfm 0 cfm 11332 2876 256 4986 0 836 22820 1358 0 0 44463 324 1703 0 5800 7827 52289 Btuh Btuh Btuh Btu h Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btu h 8th Edition EnergyGauge® System PREPARED BY: DATE: g//42 EnergyGauge® / USRCZB v5.1 • • • • • •• • w ndows(30.8%) o„cts(6.8%) L Inrsl.(6.6%) Doors(0.8%) • • •• • • • • • • • •• • • • ••. • • • •• • . ••.. • • • • • • • • • • � . • • • . •• • • • FLat1 itint(11.1 \1%It111/1,j,� ST O , 4i LICFy G(*�'r% rn . 70 • System Sizing Calculations - Winter Residential Load - Whole House Component Details ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 Building Type: User 8/12/2016 Reference City: Miami, FL (Defaults) Winter Temperature Difference: 21.0 F (TMY3 99%) �Ilent Loads for Whole House Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 1 1, NFRC 0.50 Metal 1.00 N 53.3 21.0 1120 Btuh 2 1, NFRC 0.50 Metal 1.00 NW 80.0 21.0 1680 Btuh 3 1, NFRC 0.50 Metal 1.00 NW 10.0 21.0 210 Btuh 4 1, NFRC 0.50 Metal 1.00 NW 12.0 21.0 252 Btuh 5 1, NFRC 0.50 Metal 1.00 NE 12.0 21.0 252 Btuh 6 1, NFRC 0.50 Metal 1.00 NE 4.5 21.0 94'Btuh 7 1, NFRC 0.50 Metal 1.00 NE 24.0 21.0 504 Btuh 8 1, NFRC 0.50 Metal 1.00 SE 32.0 21.0 672 Btuh 9 1, NFRC 0.50 Metal 1.00 SE 9.0 21.0 189 Btuh 10 1, NFRC 0.50 Metal 1.00 SW 19.0 21.0 399 Btuh 11 1, NFRC 0.50 Metal 1.00 SE 9.0 21.0 189 Btuh 12 1, NFRC 0.50 Metal 1.00 NW 40.0 21.0 840 Btuh Window Total 304.8(sqft) 6402 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load (Cav/Sh) 1 Conc Blk,Filled - Ext (0.112) 5.0/0.0 125 2.35 294 Btuh 2 Conc Blk,Filled - Ext (0.112) 5.0/0.0 261 2.35 613 Btuh 3 Conc Blk,Filled - Ext (0.112) 5.0/0.0 282 2.35 661 Btuh 4 Conc Blk,Hollow -Adj (0.132) 5.0/0.0 177 2.76 489 Btuh 5 Conc Blk,Hollow - Ext (0.132) 5.0/0.0 211 2.76 582 Btuh 6 Conc Blk,Hollow -Adj (0.132) 5.0/0.0 145 2.76 399.13Mt, 7 Conc Blk,Hollow - Ext (0.132) 5.0/0.0 117 2.76 : .•. 322 gM? 8 Conc Blk,Hollow - Ext (0.132) 5.0/0.0 69 2.76 Wall Total 1386(sgft) •' • ' 19ZB4M, Doors Type Storm Ueff. Area X HTM= Load . 1 Insulated - Exterior, n (0.400) 20 8.4 • •• ......• 168•Btuh• • Door Total 20(sqft) 16$Btt_ Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= ..••,• Low;..' 1 Vented Attic/UShing (0.049) 19.0/0.0 2211 1.0 2276 Btgh Ceiling Total 2211(sqft) : • : 2276Btul Floors Type Ueff. R-Value Size X HTM= . Load' • • ' 1 Slab On Grade (1.180) 0.0 224.0 ft(perim.) 24.8 • • • • : 5551 latch Floor Total 2211 sqft 5551•841.7h • Envelope Subtotal: 17949 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.19 18794 1.00 59.6 1377 Btuh Duct load Average sealed, R6.0, Supply(Att), Return(Att) (DLM of 0.073) 1415 Btuh • • • • • • • • • • • • EnergyGauge®/ USRCZB v5.1 Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 Building Type: User 8/12/2016 All Zones Sensible Subtotal All Zones 20740 Btuh HOL E HOUSE TOTALS Totals for Heating Subtotal Sensible Heat Loss Ventilation Sensible Heat Loss Total Heat Loss 20740 Btuh 0 Btuh 20740 Btuh EQUIPMENT 1. Electric Strip Heat 20000 Btuh Key: Window types - NFRC (Requires U-Factor and Shading coefficient(SHGC) of glass as numerical values) or - Glass as 'Clear' or 'Tint' (Uses U-Factor and SHGC defaults) U - (Window U-Factor) HTM - (ManualJ Heat Transfer Multiplier) ' • • ` "Version 8 • • • • • • • • • • • • • • • • r••• • • • • • • • • • • • • • • • • • • • •• • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • ,• • • EnergyGauge®/ USRCZB v5.1 Page 2 System Sizing Calculations - Summer Residential Load - Whole House Component Details ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 Reference City: Miami, FL 8/12/2016 Temperature Difference: 17.0F(TMY3 99%) Humidity difference: 56gr. Component Loads to House Window Type* Panes SHGC U InSh IS Ornt Overhang Len Hgt Window Area(sqft) Gross Shaded Unshaded HTM Shaded Unshaded Load 1 1 NFRC 0.50, 1.00 B-L No N 1.3ft. 2.0ft. 53.3 0.0 53.3 22 22 1190 Btuh 2 1 NFRC 0.50, 1.00 B-L No NW 10.3f 2.0ft. 80.0 0.0 80.0 22 39 3151 Btuh 3 1 NFRC 0.50, 1.00 B-L No NW 10.3f 2.0ft. 10.0 0.0 10.0 22 39 394 Btuh 4 1 NFRC 0.50, 1.00 B-L No NW 0.3ft. 2.0ft. 12.0 0.0 12.0 22 39 473 Btuh 5 1 NFRC 0.50, 1.00 B-L No NE 0.3ft. 2.0ft. 12.0 0.0 12.0 22 39 ,473 Btuh 6 1 NFRC 0.50, 1.00 B-L No NE 0.3ft. 4.0ft. 4.5 0.0 4.5 22 39 177 Btuh 7 1 NFRC 0.50, 1.00 B-L No NE 0.3ft. 4.0ft. 24.0 0.0 24.0 22 39 945 Btuh 8 1 NFRC 0.50, 1.00 B-L No SE 0.3ft. 2.0ft. 32.0 0.0 32.0 22 40 1290 Btuh 9 1 NFRC 0.50, 1.00 B-L No SE 1.3ft. 2.0ft. 9.0 1.4 7.6 22 40 338 Btuh 10 1 NFRC 0.50, 1.00 B-L No SW 1.3ft. 4.0ft. 19.0 0.0 19.0 22 40 766 Btuh 11 1 NFRC 0.50, 1.00 B-L No SE 1.3ft. 3.0ft. 9.0 0.0 9.0 22 40 363 Btuh 12 1 NFRC 0.50, 1.00 B-L No NW 1.3ft. 3.0ft. 40.0 0.0 40.0 22 39 1576 Btuh Excursion 195 Btuh Window Total 305 (sqft) 11332 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 1 Concrete BIk,Filled - Ext 0.11 5.0/0.0 125.0 1.9 238 Btuh 2 Concrete BIk,Filled - Ext 0.11 5.0/0.0 261.1 1.9 496 Btuh 3 Concrete BIk,Filled - Ext 0.11 5.0/0.0 281.5 1.9 535 Btuh 4 Concrete BIk,Hollow -Adj 0.13 5.0/0.0 177.1 2.2 396 Btuh 5 Concrete BIk,Hollow - Ext 0.13 5.0/0.0 210.5 2.2 471 Btuh 6 Concrete BIk,Hollow - Adj 0.13 5.0/0.0 144.5 2.2 323 Btuh 7 Concrete BIk,Hollow - Ext 0.13 5.0/0.0 116.7 2.2 261 Btuh 8 Concrete BIk,Hollow- Ext 0.13 5.0/0.0 69.5 2.2 166•Qtuh Wall Total 1386 (sqft) : ••• 2tF6•Btuh Doors Type Area (sqft) HTM • • Lgaq • • • 1 Insulated - Exterior 20.0 12'8' •;' • 256• !Ruh Door Total 20 (sqft) 2566Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTNI'• Lad". 1 Vented Attic/Light/Shingle 0.049 19.0/0.0 2211.0 2.25".. 4913g. ttuh Ceiling Total 2211 (sqft) • • 486.8tuh Loaa`�- Floors Type R-Value Size H11lil •• 1 Slab On Grade 0.0 2211 (ft-perimeter) 0.: • : 0• Btuh Floor Total 2211.0 (sqft) • • :•0•11t 1h •• • • •• • • • Envelope Subtotal: 1914a•Bah • • • • • • • • •• • • EnergyGauge® / USRCZB v5.1 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) ARLENE CEDRON & GABRIEL CONSENTINO Project Title: Climate:FL_MIAMI_INTL AP 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 8/12/2016 Infiltration Type Average ACH Volume(cuft) Wall Ratio CFM= Natural 0.14 18794 1 44.7 Load 836 Btuh Internal gain Occupants Btuh/occupant Appliance 4 X 230 + 21900 Load 22820 Btuh Sensible Envelope Load: 43105 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.032) 1358 Btuh Sensible Load All Zones 44463 Btuh •... '• • • • • • • • • S. • ••.• .... • • S. •• • • • • • • • • •• • • •• • • • • .•. • •... • • •.•. • •• • • • .. • • • • • • • • . � • • • • • • • • • • • EnergyGauge®/ USRCZB v5.1 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) ARLENE CEDRON & GABRIEL CONSENTINO Project Title: Climate:FL_MIAMI. INTL AP 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 8/12/2016 WHOLE HOUSE TOTALS Whole House Totals for Cooling II EQUIPMENT Sensible Envelope Load All Zones Sensible Duct Load Total Sensible Zone Loads Sensible ventilation Blower Total sensible gain Latent infiltration gain (for 56 gr. humidity difference) Latent ventilation gain Latent duct gain Latent occupant gain (4.0 people @ 200 Btuh per person) Latent other gain Latent total gain TOTAL GAIN •• •... • •.•• • • • • ••.• 43105 Btuh 1358 Btuh 44463 Btuh 0 Btuh 0 Btuh 44463 Btuh 1703 Btuh 0 Btuh 324 Btuh 806 MO • •.•• • ▪ 5090 8tuh 78239'tuh •. 522699 iBtp h • • • •• • • • • • •• .. .•., • 1. Central Unit GOODMAN # *Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U-Factor) (InSh - Interior shading device: none(No), Blinds(B), Draperis(D) or Roller Shades(R)) - For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half(%)) (Ornt - compass orientation) EnergyGauge®/ USRCZB v5.1 • • • S. . • 600Q0 BtGM • •• • • • • Version 8 • • • • •• • • • Page • 3 • System Sizing Calculations - Winter Residential Load - Room by Room Component Details ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 Building Type: User 8/12/2016 Reference City: Miami, FL (Defaults) Winter Temperature Difference: 21.0 F (TMY3 99%) Component Loads for Room it1 Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 1 2 3 4 5 6 7 8 9 10 11 12 1, NFRC 0.50 Metal 1.00 N 53.3 21.0 1, NFRC 0.50 Metal 1.00 NW 80.0 21.0 1, NFRC 0.50 Metal 1.00 NW 10.0 21.0 1, NFRC 0.50 Metal 1.00 NW 12.0 21.0 1, NFRC 0.50 Metal 1.00 NE 12.0 21.0 1, NFRC 0.50 Metal 1.00 NE 4.5 21.0 1, NFRC 0.50 Metal 1.00 NE 24.0 21.0 1, NFRC 0.50 Metal 1.00 SE 32.0 21.0 1, NFRC 0.50 Metal 1.00 SE 9.0 21.0 1, NFRC 0.50 Metal 1.00 SW 19.0 21.0 1, NFRC 0.50 Metal 1.00 SE 9.0 21.0 1, NFRC 0.50 Metal 1.00 NW 40.0 21.0 Window Total 304.8(sqft) 1120 Btuh 1680 Btuh 210 Btuh 252 Btuh 252 Btuh 94 Btuh 504 Btuh 672 Btuh 189 Btuh 399 Btuh 189 Btuh 840 Btuh 6402 Qtgh. Walls 1 2 3 4 5 6 7 8 Type Ornt. Ueff. R-Value Area X HTM= (Cav/Sh) Conc Blk,Filled - Ext (0.112) 5.0/0.0 125 2.35 Conc Blk,Filled - Ext (0.112) 5.0/0.0 261 2.35 Conc Blk,Filled - Ext (0.112) 5.0/0.0 282 2.35 Conc Blk,Hollow - Adj (0.132) 5.0/0.0 177 2.76 Conc Blk,Hollow - Ext (0.132) 5.0/0.0 211 2.76 Conc Blk,Hollow - Adj (0.132) 5.0/0.0 145 2.76 Conc Blk,Hollow - Ext (0.132) 5.0/0.0 117 2.76 Conc Blk,Hollow - Ext (0.132) 5.0/0.0 69 2.76 Wall Total 1386(sqft) . . LoaB.... • • • • 29413141. . 613 Btui, • • • • • • 661 Btu+• • • • • 489 Bttrir . . 582:Bfht " 399 BAN • . • 322 BtLfh ' ' 192:8tat, • _ •' • 3552'Btuh Doors 1 Type Storm Ueff. Area X HTM= Insulated - Exterior, n (0.400) 20 8.4 Door Total 20(sqft) •• Load.:. 168 Btuh 168Btuh Ceilings 1 Type/Color/Surface Ueff. R-Value Area X HTM= Vented Attic/L/Shing (0.049) 19.0/0.0 2211 1.0 Ceiling Total 2211(sqft) Load 2276 Btuh 2276Btuh Floors 1 Type Ueff. R-Value Size X HTM= Slab On Grade (1.180) 0.0 224.0 ft(perim.) 24.8 Floor Total 2211 sqft Load 5551 Btuh 5551 Btuh Room Envelope Subtotal: 17949 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.19 18794 1.00 59.6 1377 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DLM of 0.073) 1 1415 Btuh EnergyGauge® / USRCZB v5.1 • • • • • . • • • Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 Building Type: User 8/12/2016 Room #1 Sensible Room Subtotal 20740 Btuh 'HO HOUSE TOTALS Totals for Heating Subtotal Sensible Heat Loss Ventilation Sensible Heat Loss Total Heat Loss 20740 Btuh 0 Btuh 20740 Btuh EQUIPMENT ,•••I •• • • •• • • • • 1. Electric Strip Heat •••• • • 20000 Btuh • •••• •••• • Key: Window types - NFRC (Requires U-Factor and Shading coefficient(SHGC) of glass as numerical values) or - Glass as 'Clear' or 'Tint (Uses U-Factor and SHGC defaults) U - (Window U-Factor) HTM - (Manual] Heat Transfer Multiplier) • • • •• • • • • • •• • • • • • • • • Version06• • • • • • EnergyGauge® / USRCZB v5.1 Page 2 System Sizing Calculations - Summer Residential Load - Room by Room Component Details ARLENE CEDRON & GABRIEL CONSENTINO Project Title: 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 Reference City: Miami, FL 8/12/2016 Temperature Difference: 17.0F(TMY3 99%) Humidity difference: 56gr. Componentioads for Room #1: Malin Window Type* Panes SHGC U InSh IS Omt Overhang Len Hgt Window Area(sqft) Gross Shaded Unshaded HTM Shaded Unshaded Load 1 1 NFRC 0.50, 1.00 B-L No N 1.3ft. 2.0ft. 53.3 0.0 53.3 22 22 1190 Btuh 2 1 NFRC 0.50, 1.00 B-L No NW 10.3f 2.0ft. 80.0 0.0 80.0 22 39 3151 Btuh 3 1 NFRC 0.50, 1.00 B-L No NW 10.3f 2.0ft. 10.0 0.0 10.0 22 39 394 Btuh 4 1 NFRC 0.50, 1.00 B-L No NW 0.3ft. 2.0ft. 12.0 0.0 12.0 22 39 473 Btuh 5 1 NFRC 0.50, 1.00 B-L No NE 0.3ft. 2.0ft. 12.0 0.0 12.0 22 39 473 Btuh 6 1 NFRC 0.50, 1.00 B-L No NE 0.3ft. 4.0ft. 4.5 0.0 4.5 22 39 177 Btuh 7 1 NFRC 0.50, 1.00 B-L No NE 0.3ft. 4.0ft. 24.0 0.0 24.0 22 39 945 Btuh 8 1 NFRC 0.50, 1.00 B-L No SE 0.3ft. 2.0ft. 32.0 0.0 32.0 22 40 1290 Btuh 9 1 NFRC 0.50, 1.00 B-L No SE 1.3ft. 2.0ft. 9.0 1.4 7.6 22 40 338 Btuh 10 1 NFRC 0.50, 1.00 B-L No SW 1.3ft. 4.0ft. 19.0 0.0 19.0 22 40 766 Btuh 11 1 NFRC 0.50, 1.00 B-L No SE 1.3ft. 3.0ft. 9.0 0.0 9.0 22 40 363 Btuh 12 1 NFRC 0.50, 1.00 B-L No NW 1.3ft. 3.0ft. 40.0 0.0 40.0 22 39 1576 Btuh Window Total 305 (sqft) 11137 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath • "" • 1 Concrete Blk,Filled - Ext 0.11 5.0/0.0 125.0 1.9: •' • 2Ac' •l tuh 2 Concrete Blk,Filled - Ext 0.11 5.0/0.0 261.1 1.9 •' • i g96 'Btuh 3 Concrete Blk,Filled - Ext 0.11 5.0/0.0 281.5 1.91 • • • • • 53f, •6tuh 4 Concrete BIk,Hollow - Adj 0.13 5.0/0.0 177.1 2.2 • •: • • 396 •Btuh 5 Concrete BIk,Hollow - Ext 0.13 5.0/0.0 210.5 2.2 • •. • 4V• •lltuh 6 Concrete BIk,Hollow - Adj 0.13 5.0/0.0 144.5 2.2 • • 823 Btrh 7 Concrete BIk,Hollow - Ext 0.13 5.0/0.0 116.7 • • 2.2 • 2l f"Vtuh 8 Concrete BIk,Hollow - Ext 0.13 5.0/0.0 69.5 2.1':": 354.8 h Wall Total 1386 (sqft) " " 28788tuh Doors Type Area (sqft) HT iT':': Load • 1 Insulated - Exterior 20.0 121 •ais • Cituh Door Total 20 (sqft) • • • •• 256 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM • Leaci: • • 1 Vented Attic/Light/Shingle 0.049 19.0/0.0 2211.0 2.25 4986 Btuh Ceiling Total 2211 (sqft) 4986 Btuh Floors Type R-Value Size HTM Load 1 Slab On Grade 0.0 2211 (ft-perimeter) 0.0 0 Btuh Floor Total 2211.0 (sqft) 0 Btuh Zone Envelope Subtotal: 19254 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.14 18794 1.00 44.7 836 Btuh Internal Occupants Btuh/occupant Appliance Load gain 4 X 230 + 21900 22820 Btuh Sensible Envelope Load: 42910 Btuh EnergyGauge® / USRCZB v5.1 • •• • • • • • • • • • • • Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) ARLENE CEDRON & GABRIEL CONSENTINO Project Title: Climate:FL_MIAMI_INTL AP 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 8/12/2016 Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.032) 1352 Btuh Sensible Zone Load 44262 Btuh Thy rsion will be assigned to esystem loa Windows Duct load July excursion for System 1 Excursion Subtotal: 195 Btuh 195 Btuh 6 Btuh Sensible Excursion Load 201 Btuh • • • • • • • • • • • •••• •••• • • •••• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EnergyGauge® / USRCZB v5.1 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) ARLENE CEDRON & GABRIEL CONSENTINO Project Title: Climate:FL_MIAMI_INTL_AP 9300 BISCAYNE BLVD AC UNIT CEDRON AND CONSENTINO (0124) MIAMI SHORES, FL 33138 8/12/2016 HOLE HOUSE TOTALS Whole House Totals for Cooling Sensible Envelope Load All Zones Sensible Duct Load Total Sensible Zone Loads Sensible ventilation Blower Total sensible gain Latent infiltration gain (for 56 gr. humidity difference) Latent ventilation gain Latent duct gain Latent occupant gain (4.0 people @ 200 Btuh per person) Latent other gain Latent total gain TOTAL GAIN • I • • • • • • • • • • • • • •• 43105 1358 44463 0 0 44463 1703 0 324 Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh Btuh 80Q8tuh • •••• • • 50A0.Etuh .� 7827• tuh •. 522$5.13tph •• • • • • • •• EQUIPMENT .. •. .,• • • • • • 1. Central Unit GOODMAN # *Key: Window types (Panes - Number and type of panes of.glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U-Factor) (InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half('V2)) (Ornt - compass orientation) EnergyGauge®/ USRCZB v5.1 • • • • •• • 600c stab • -••• '• • • ••• • Version 8 4• • • • • • • • • .� • • Page 3 • LOT 7 LOT 6 BLOCK 65 I BLOCK 65 MPG 1st 781 • a REMAINDER -OF tz COT 30 BLOCK 65 IA.. b n& NA& 75'• RHYIT-c -WAY (BY FLAT) • •• • •20'± ASPHALT PAIEMEHT• • 4•l N E. 93rd STREET' FLP. 1/7' 9.27' (RdeM) LOT 4 BLOCK 65 rA. • • •nr• • • • • •• • • • • •• • • •• 4. • • • • mar' • • ••• • • • ••• •S. • • •• • •• •• • •• • . • • •• •• • • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • •los• • 1 'inch = 30' ft. • • •• BC PiP. 1ft 1 POINTS OF INTEREST: VO VISIBLE ENCROACHMENTS ON THIS PROPERTY. MAP OF BOUNDARY SURVEY Property Address: 9300 BISCAYNE BLVD MIAMI SHORES, FL 33138 niineLand SURVEYORS, INC. 15271 NW 60 AVE, Suite 208 Miami Lakes, FL 33014 www.OnlineLandSurveyors.Com $URVEYOR'S CERTIFICATION: I HEREBY CERTIFY THAT THIS "BOUNDARY SURVEY" IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY PREPARED UNDER MY DIRECTION. THIS COMPLIES WITH THE MINI STANDARDS, AS SET FORTH BY THE STATE OF FLORIDA BOARD OF P ;r:: SIONAL SU' �'�=.RS AND MAPPER IN CHAPTER 5J-17.051, FLORIDA ADMINISTRATIVE C PUSUANT TO SEC ;: 472.027, FLOIRDA STATUTES. ,so kfIC SIGNED MIGUEL ESPINO STATE OF FLORIDA NOT VALID WITHOUT AN AUTHENTIC ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR THIS MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A LICENSE SURVEYOR AND MAPPER. FOR THE FIRM P.S.M. No. 5101 Survey Date:7/3/2014 Survey Code:O-12044 Page 1 of 2 Not valid without all pages. `."� �,IJf • r , t i'.. x F C c 2 }'.: PROPERTY FRONT VIEW t 5:94th 'St �d�• �e`� t,1 ".-NE$2tidfit'..,• * jt '4 �^' S 1 Mgdiete. Q14Ooodle LOCATION MAP N.T.S. CERTIFIED TO: FLOOD INFORMATION: ARLENE CEDRON & GABRIEL COSENTINO FIRST AMERICAN TITLE (DORAL) FIRST AMERICAN TITLE INSURANCE KEYES TITLE SERVICES CAPITAL PARTNERS MORTGAGE, LLC. ITS'SUCCESSORS AND/OR ASSIGNS AS THEIR INTEREST MAY APPEAR. Community Number: VILLAGE OF MIAMI SHORES 120652 Panel Number: 12086C0306L Suffix: L Date of Firm Index: 9/11/2009 Flood Zone: X Base Flood Elevation: N/A Date of Survey: 7/3/2014 LEGAL DESCRIPTION: LOT 5 AND EAST 20 FEET OF LOT 30, BLOCK 65, OF SUBDIVISION MIAMI SHORES SECTION 3, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA �xxx PROPERTY UNE Surveyor's Legend IT) STRUCTURE ® CONC. BLOCK WALL m TREE L.M.E. LAKE or LANDSCAPE MAINE ESMT. ESMT EASEMENT ■ CHAIN -URIC or MIRE FENCE EA P.P. POKER POLE R.O.E. ROOF OVERHANG EASEMENT D.E..DRAINAGE EASEMENT ®C.P. CATCH BASE P.P. POOL PUMP' LB.E. LANDSCAPE BUFFER €5/AT, WOOD FENCE PL PLANTER LA.E. iN i, OR PROPERTY UNE UNITED ACCESS EASEMENT CALL COUNTY UTILITY ESMT'. I.D. IDENTIFICATION TEL TELEPHONE FAOUTIES IRON FENCE LE./EE INGRESS/ EGRESS ESMT. BC BLOCK CORNER U.P. UTILITY POLE U.E.UTiUry EASEMENT EDS. ELECTRIC UTILITY BOX — — — — EA'..T:MEHT B.R. BEARING REFERENCE CE END. OR F MAD IRON PIPE/ N CENTRAL ANGLE CI' DELTA SEP. SEPTIC TANK — — — CENTER UPE PIN AS NOTED ON PUT R RECORD OR RADIUS D.F. DRAIN FIELD LB/ LICENSE # - BUSNESS RAD. RADIAL AC AR CONDITIONER Vj///A M000 DECK CALL CALCULATED POINT N.R. NON RADIAL CSW COIL SIDEWALK SET SET MONUMENT TYP. TYPICAL DIVE DRIVEWAY . .' 1CONCRETE A CONTROL POINT I.R. IRON ROO SCR SCREEN I.P. IRON PIPE GAR GARAGE •CONCRETE MONUMENT ELEV ELEVATION NftD NAIL & DISK ENCL. ENCLOSURE ASPHALT N.T.S. NOT TO SCALE ................ P.T. POINT TANGENCY PK NAIL PARKER -KAIAK NAIL OF D.N. DRILL HOLE F.F. FINISHED FLOOR P.C. POINT OF CURVATURE LO.EL TOP OF RANK "�..: , j'..:: BRICK/PIE P.R.M. PERMANENT REFERENCE MONUMENT O FIRE HYDRANT EG.W. EDGE OF WATER ' P.C.C.POINT SF COMPOUND CURVATURE OM.H. MAN HOLE E/P OR EO.P. EDGE OF PAVEMENT G//� /1I �� P.R.C. POINT OF REVERSE CURVATURE O.N L OVERHEAD 1NES C.V.G. CONCRETE VALLEY GUTTER P.O.B.POINT OF BEGINNING P.O.G.POINT OF COMMENCEMENT TX TRANSFORMER BILL BUILDING SETBACK UNE APPROXIMATE EDGE OF WATER P.GP. PERMANENT CONTROL POINT CAN. TV.. RISER BT.L SURVEY TIE LINE M FIELD MEASURED W.M. WATER METER €CENTER LINE P PUTTED. NEASURMENT P/E POOL EQUIPMENT R/W RIGHT OF WAY j � COVERED A D DEED CONC CONCRETE SLAB R.O.E C UTILITY EASEMENT �_�J C. CALCULATED CALL CANAL MAINTENANCE EASEMENT A.E. ANCHOR EASEMENT GENERAL NOTES:'''''i. Florida Land h-r2) ����� Association LEEXAMINATION 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO ATIONOFIT EABSTRACBOOTTLE DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING PROPERTY. 3) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR OTHER RECORDED ENCUMBERANCES NOT SHOWN ON THE PLAT. 4) THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION, PERMITTING,�...r DESIGN, OR ANY OTHER PURPOSE WITHOUT THE WRITTEN CONSENT OF ONLINE LAND SURVEYORS INC. 5) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 6) ONLY VISIBLE AND ABOVE GROUND ENCROACHMENTS LOCATED. 7) FENCE OWNERSHIP NOT DETERMINED. 8) WALL TIES ARE TO THE FACE OF THE WALL. 9) BEARINGS ARE BASE ON AN ASSUMED MERIDIAN. 10) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE. 11) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 12) NOT VALID UNLESS SEALED WITH THE SIGNING SURVEYORS EMBOSSED OR ELECTONIC SEAL. 13) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN 14) ELEVATIONS IF SHOWN ARE BASED UPON N.G. V.D. 1929 UNLESS OTHERWISE NOTED. 15) THIS IS A BOUNDARY SURVEY UNLESS OTHERWISE NOTED. 16) THIS BOUNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATIONS DO NOT EXTEND TO ANY UNNAMED PARTIES. "N - "'--- �' ; f Printing to Scale: too: Lij EI OcWN T. Select"None"from Page Scaling 2. Deselect Auto -Rotate and Center" Seled'C7Toose 3. paper source by PDF page size" °.I°2.61'(1t!w. scas. (2prA.g,MN rM c.ur o`JfChime low sum MPCP NPR I** Du..a.t.+pow/ r "~"`l FIELD WORK: 6/17/2014 DRAWN BY: C.S. SI El c CHECKED BY: F.V.G. ��� FINAL REVISION: 04/21/2016 No. s I O I COMPLETED: 7/3/2014 STATE 0 iRI DA' 0� P' SCALE: 1" = 30' a g.titSLNlVtIolt SURVEY CODE: 0-12044 904 15271 NW 60 AVE, Suite 208 InIineLand Miami:(305)91 -301 3 Phone: (305) 910-0123 It SURVEYORS,INC Fax: (305) 675-0999 www.OnlineLandSurveyors. Com Survey Date:7/3/2014 Survey Code:O-12044 Page 2 of 2 Not valid without all pages. Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address 9300 BISCAYNE Boulevard Miami Shores, FL 33138- Owner Information Address Permi Issue Date. 41' Permit NO. RC-9-16-2505 Permit Type: Residential Construction Work Classification: Addition /2017 Permit Status: APPROVED Expiration: 10/14/2017 Parcel Number 1132060141640 Block: Lot: Phone Applicant GABRIEL COSENTINO Cell GABRIEL COSENTINO 9300 BISCAYNE Boulevard MAIMI SHORES FL 33138- (305)962-1893 9300 BISCAYNE Boulevard MAIMI SHORES FL 33138- Contractor(s) Phone STABLE ROCK CONSTRUCTION COR (786)877-2796 Cell Phone Valuation: $ 40,300.00 Total Sq Feet: 700 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: NEW MASTER BEDROOM, NEW BA Classification: Residential Fees Due Bond Type - Contractors Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $24.60 $50.00 $18.14 $18.14 $8.20 $1,209.00 $160.00 $120.00 $120.00 $51.00 $32.80 $2,311.88 Pay Date Invoice # 09/09/2016 04/17/2017 Bond #: 3378 Pay Type RC-9-16-61287 Check #: 3397 Check #: 1095 Amt Paid Amt Due $ 200.00 $ 2,111.88 $2,111.88 $0.00 Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss lnsp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Electrical Review Mechanical Review Plumbing Review Plumbing F. Termite Letter F. Elevation Certificate Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Planning Declaration of Use In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. April 17, 2017 1 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit NO. RC 9-16-2505 Permit Type: Residential Construction Work Classification: Addition Permit Status: APPROVED Issue Date: 4/17/2017 Expiration: 10/14/2017 Parcel Number Applicant 9300 BISCAYNE Boulevard Miami Shores, FL 33138- 1132060141640 Block: Lot: GABRIEL COSENTINO Owner Information Address Phone Cell GABRIEL COSENTINO 9300 BISCAYNE Boulevard MAIMI SHORES FL 33138- (305)962-1893 9300 BISCAYNE Boulevard MAIMI SHORES FL 33138- Contractor(s) Phone STABLE ROCK CONSTRUCTION COR (786)877-2796 Cell Phone Valuation: $ 40,300.00 Total Sq Feet: 700 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: NEW MASTER BEDROOM, NEW BA Classification: Residential Fees Due Bond Type - Contractors Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee a Total: Amount $500.00 $24.60 $50.00 $18.14 $18.14 $8.20 $1,209.00 $160.00 $120.00 $120.00 $51.00 $32.80 $2,311.88 Pay Date Pay Type Invoice # RC-9-16-61287 09/09/2016 Check #: 3397 04/17/2017 Check #: 1095 Bond #: 3378 Amt Paid Amt Due $ 200.00 $ 2,111.88 $ 2,111.88 $ 0.00 Authorized Signature: Owner / Applicant / Building Department Copy ontractor / Agent Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss lnsp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Electrical Review Mechanical Review Plumbing Review Plumbing F. Termite Letter F. Elevation Certificate Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Planning Declaration of Use April 17, 2017 Date April 17, 2017 2 61112,0\0°( 411111 4440 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC PLUMBING ❑ MECHANICAL (>, Miami ShoreS`Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 C ETVED S'EP 012016 BY: 5�h FBC 2014 Master Permit No. PAC l (0— Z 505 Sub Permit No. ❑ ROOFING 0 REVISION ❑PUBLIC WORKS ❑ CHANGE OF CONTRACTOR !JOB ADDRESS: C1 f) CC 1'ji5C i-iv .1 e. 'kV ) City: Miami Shores •County: . Miami Dade t Zip: ..'?-31 3c^ , Folio/Parcel# it b`ZO(a - OA °- i 9 0 , _- ,. -..Is the Building Historically Designated: Yes NO -❑ EXTENSION Ej RENEWAL ❑ CANCELLATION ❑ SHOP DRAWINGS Occupancy Type: Load.: ;Construction Type: ' Flood Zone:' .0: ,. BFE:' k . €f,. FFE: Simple %OWNER: Name (Fee L�nhi Phone#:%5.,cl +Address: 1..2>C7'. 12-4Sc:0=l am' C 3i s.'' j 'City: M(AR I S(ii)/2-i-.S t State: Tenant/Lessee Name: Email: O A —SC z ��c',��5� L T�1' • ili � Address: ' 2C'G' CQLL.A , /-\i1 C t1-7 • Zip: 13� Phone#::3::5 .' 9fr2-- 15Ci27 ,. CONTRACTOR: Company Name: .:;.-I611� t( l . Phone#: 7C4 ' City: 1M(11-:✓, i State: f=t-- Qualifier Name: P"))#\(' 1L NIL; /.: zip?. J( 3 Phone#:7c6 State Certification or Registration #: CL'� l Si)._ l "1 LI 9 Certificate of Competency #: fAiSrt) (00C—W...2i Phone#: Address: 110'' i2 Si.0 ef Ave _ city: r. fl) State: Zi ! ty: � i-� p: `�0 VC Tsa ._ —7 Value of Work for this Permit: $ J y 9, --' Square/Linear Footage of Work: 1 CO• 2L DESIGNER: Architect/Engineer: Type of Work: Addition ❑ Alteration n New ❑ Repair/Replace ❑ Demolition Description of Work: MAs1e- L -56E'fcet , NefL , IVt�k�T-�(- c-c)M ✓ -iA � � / ti�z t 9K-> N c-b &' t'X is-r1Nb C-1i1,iE� s ' 'Li s iZh - t�'% �--�a C .c. '1 1" 1(cC.�i'A1�i(:�'.._;,,,�{z_ c:,._r r -Y►�� 1 ��1'�1-tV�:, iACK ..'J..� . ) 3 `` . s.`.i . Specifycolor-of colorthru tile: �s (:r `i ti '"s. ;: " Y f i, Zp.O Submittal Fee $ . .,. A ` r . Permit Fee $ � _ , r • C3Z,' CCF $ 1 • 6-0 .i4 CO/CC $ - I Fee �' Radon Fee $ C7 , DBPR $' 14 .� e of r Scanning y $ Technology Training/Education Fee $ ology Fee $\ \ 4„ • Structural Reviews $ �2.O . ((0. 0 120' (Revised02/24/2014) 8 + 1. ' Double Fee $ Bond $ 60° ' vV TOTAL FEE NOW DUE $ I, GI I eft 2,<<I.g�? 9. BondinCompaiiy's Name (if applicable) BondingCompany's Address City • -1 State .Zip Mortgage Lender's N'ame.(if applicable) Mortgage Lender's Address = City _ �' , +.-L.! State' Zip Application is hereby made to obtain a permit to do the work and installations as indicated. Ijcertify 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 CIWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY: IF YOU INTEND TO OBTAINFINANCING, 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be -delivered to theymrson whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AG The foregoing instrument was acknowledged before me this 3-3 day of nC , 20 i 4- , by C' b .el C.v 2/1./ ' O , who is, ersonally kno o me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ******** Mz r!r ,IIAh,Nl�lEl�rini stilr,0f bib ?�? 4ovi E .touirro, >4 26111 APPROVED BY` as Signature CONTRACTOR The foregoing instrument was acknowledged before me this 3 day of _ c_ , 20 % , by who is,,personally known�to me or who has produced rde`nfificafion and who did take an oath. �,i ,r - - NOTARY PUBLIC: Sign: Print: Seal: ia�a"" 'OEROS ...°erg jw'rN'.. :?1f �,.1L My COMMIti;4;'.1ni strc101525 O ,c M1rEXP,gFc fvisier, 1.3-2018. . *****#**************** 4t0W$e 41 L*:*,L4;:'uizii� i:c 4ry,ce4°m� Plans Examiner g .. Structural Review as Zoning Clerk (Revised02/24/2014) 1ti05O SECOND AVE. Mi tti4i SHQ' ES, 1`LORIDA.. 33138-23 s Telethon: {305j 705-2207 Fax: (.'''`)ga) 56-8972 DAVID A. DA QU`?S O, AICP PLANNING &,LONEvGDIP. GjOP DEVELOP ENT ORDER File Number: PZ-06-16-2016 3 Property Address: 9300 Biscayne Blvd Property Owner/Applicant: Gabriel Cosentino Address: 9300 Biscayne Blvd.. Miami Shores, .FL 33138 Agent: Abner Nunez_ Address: 3200 Collins Avenue 471, i Beach. Ij'I_- 33140 s, the applicant Gabriel Cosentino (Owner, has `filed an application for .site plan before the Planning Board on the above property. 'I'he applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sce: 400 Schedule of Regulations. Sec. 523.1 and Sec. 600. Site plan review and approval required. One story addition Whereas, a public hearing was held on July 28, 2016 and the Board, after h considered the application and after hearing testimony and reviewing the evidence tittered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development. Code. l) "1'lte Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing .Appro\ it is granted as shown on the plans submitted and made a part of this approval to construct a 700 sf Master bedroom suite addition. 2) The applicant to remove he Ale.' in the required side yard from the plans 'or redesign the A'C to comply With zoning requirements before submitting the plans the building official for permitting. 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary .permits and approvals from outside agencies before beginning work. 5) An erosion and sedimentation plan subject to review. and approval by the building official is required if ground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences. straw barriers, etc.) and anti,tracking area at all construction entrances are required to be put in place and maintained if ground cover is 'removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) The applicant shall provide an architect r engineer's drainage plan and report to certify to the building official that the site provide S storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official, 7). The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to providt.' st6.rm drainage that detains, the first one inch in natural or filtered structural facilities. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to revieW and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board. 8) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 9) The applicant shall repair and maintain the onsitc drainage system in accordance with the approved drainage plan except that major changes shall require Planning and Zoning Board approval as stated in Condition 47. 10 .Applicant to obtain all required permits and approvals from the. Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of lIealth (DOH/FIRS) as required. 11) Applicant to meet all applicable code provisions at the time of permitting. 12) l'his zoning permit will lapse and become invalid unless the work -for which it was approved is started within one (I) year of the signing of the development order by the board chair, Of if the work authorized by if is suspended or abandoned for a period of at least one (1) year. Page 2 of 3 The application with conditions was passed and adopted this 28th day of July. 2016hy the Planning and Zoning Board as follows: With the additional requirement that the Air conditioner be placed in a location that meets code requirements. Mr. Abram iti s Yes Mr. Basta Yes Mr: Reese Yes Mr. Diaz Yes Chairman Fernandez Yes Date Ricd NI. Fernandez Chirman, Planning Boa Rae 3 of 3 JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA' DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 10/5/2015 PERSON: NUNEZ FEIN: 201886079 BUSINESS NAME AND ADDRESS: STABLE ROCK CONSTRUCTION CORP EXPIRATION DATE: 10/4/2017 ABNER A 3200 COLLINS AVE 7-1 MIAMI BEACH FL 33140 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 NUNEZ, ABNER A STABLE ROCK CONSTRUCTION, CORP. 3200 COLLINS AVE #71 MIAMI BEACH FL 33140 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! RICK SCOTT, GOVERNOR LICENSE NUMBER CGC1521744. (850) 487-1395 STATE OF FLORIDA DEPARTMENL,OF BUSINESS AND !' PROFESSIO.N4L'jREGULATION �3 `"^4�/S`: , CGC1521744 4, �lSSUED 08/24/2016 CERTIFIED GEJNER AL�CON TRACTOR NUNEZ, ABNER.,gj STABLE ROCKCONSTRUCTICORP. " rov_.• j ` I IS CERTIFIED under the pisions of Ch.489-FS. I Expiration date . AUG 31;2018 L1608240000842 DETACH HERE KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions.of Chapter 489 FS. Expiration date: AUG 31, 2018 NUNEZT ABNER A _ 'STABLE RC+CK"CONSTRU,C:TCORP -' 3200'`COLLINS AVE=#71 MIAMI-BEAC Fa1'40= e- V IAI • VI I LVI10I1./A 4.A DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395. 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 NUNEZ, ABNER A STABLE ROCK CONSTRUCTION, CORP. 3200 COLLINS AVE #71 MIAMI BEACH FL 33140 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! , RICK SCOTT, GOVERNOR STATE OF FLORIDA DEPARTMEI,T OF BUSINESS AND PROFESSIONAL`iREGULATION ' iefk-_ UED:>\08/24/2016 CGC1521744 �, rk CERTIFIED GEN RAL CONTTRe OR NUNEZ, ABNER STABLE ROCK"CONSTRUCTiQN€CORP. IS CERTIFIED under the provisions of Ch.489 FS. -Expiratiori'dater.AUG,31,'2018 L1608240000842 DETACH HERE KEN LAWSON, SECRETARY .STATE OFFLORIDA • DEPARTMENT OF -BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION; INDUSTRY LICENSING BOARD .' LICENSE NUMBER CGC1521,744,• i 1ii a The GENERAL CONTRACTOR • , ' ' ! Named below IS' CERTIFIED I - Under -the provisions,of Chapter 489`ES.._ - J --= Expiration date: AUG 31., 2018 w ` • I. I. r ,. NUNEZ; ABNER A' --'STABLE ROCK CONSTRU.GTION;"CORP. 32AMI00'COLLINS AVEa#,71L _ _ `•-- - MI.BEACH F331''40 �' ISSUED 08/24/20T6 DISPLAY ASREQUIRED BYTAW r i \.�, .pit SEQ'#-"L1608240000842'" " Miami Shores Viiiage Building Department RECEIPT PERMIT#: 9C lb '2s DATE: /Eiz- NU(4t 2 (Name) Contractor o Owner o Architect Picked up 2 sets of plans and (other) Address: 150 0 (315cpyNe 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 � f q � 201b FLoi ; ((( E etwi gLUID Cock �=ov cren vi‘kd; v- Consbru t.io1'1 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Depart ent to continue permitting process. Signature: (SIGNATURE) PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: tindia Alvarez From: Richardson, Keith (RER) <Keith.Richardson@miamidade.gov> Sent: Tuesday, April 11, 2017 9:46 AM To: 'Strconstruction@gmail.com'; Sindia Alvarez Subject: 9300 Biscayne Blvd - M2017000324 - Impact Fee Receipt Attachments: M2017000324 - Impact Fee Receipt.pdf Good morning, Per your request, I have attached the impact fee receipt for process number M2017000324. Regards, Keith Richardson..P.E., Engineer 2 Department of Regulatory and Economic Resources. Impact Fee Section 11.80 5 SW 261h Street Miami. Florida 33175 Phone: 786-315-2606 http://www.miamidade.gov/economv/ 4 Department of Regulatory and Economic Resources Impact Fee Receipt Process Number: M2017000324-0 Batch: Folio: 1132060141640 Site Address: 9300 BISCAYNE BLVD Fee Payer: ABNER ANTONIO NUNEZ Collection Date: 01/05/2017 3200 COLLINS AVE APT 71 MIAMI BEAHC, FL 33140 'Fee Type Dist _Category Cat 'Category ryDescription i i Id Code Suffix ., ..._a AREA 1 5002 00 UNIT SIZE (SO FT) RECEIVED APR 1 1 2017 BY. Units Fee 700.00 Collection Number: 118332 Extended Deferral Deferral ,Amount Amount Admin $0.92 $642.60' Total: - Deferred Amount: + Deferred Admin: Total Amount Due: $642.60 Paid Check: Paid Cash: Paid Credit: Paid Convenience Fee: Total Paid : $0.00 $0.00 $642.60 $13.05 $655.65 Report run on: April 11, 2017 09:43 AM Page 1 of 1 JIMMY PATRONIS CHIEF FINANICAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 10/12/2017 EXPIRATION DATE: 10/12/2019 PERSON: NUNEZ ABNER A FEIN: 201886079 BUSINESS NAME AND ADDRESS: STABLE ROCK CONSTRUCTION, CORP. 3200 COLLINS AVE 7-1 MIAMI BEACH FL SCOPE OF BUSINESS OR TRADE: Licensed General Contractor 33140 IMPORTANT; Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be • exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 Local Business TaxcReceipt- Miami -Dade County;'State-of Florida THIS IS NOT A BILL - DO NOT rPAY 7161735 ,,- BUSINESS NAME/LOCATION STABLE ROCK CONSTRUCTION CORP., ,3200'COLLINS AVEUNIT'71 ` MIAMI BEACH, FL' 33140 OWNER STABLE ROCK CONSTRUCTION - CORP,. fi ("Jo ARNFR A NI INF7 Worker(s) 1 MIMI® RECEIPT NO. RENEWAL 7439627 EXPIRES SEPTEMBER 3O,,,2018 Must be displayed at piece of business-- RurauanttoCounty,Code Chapter8A.- Art: 9 &'10 PAYMENT RECEIVED BY TAX COLLECTOR .45.00 07/19/2017 CREDITCARD-17-048971 ' ' This Local Business Tax Receipt onlyconfirms payment ` p of the Local BusinessTax. The Receipt is not s license, permit. or a certification of the holder's qualifications. to do business. Bolder must comply with any governmental or nongovernmental regulatory laws end requirements which apply to the besieges.— The RECEIPT NO. above must be displayed Op all commercial vehicles —Miami -Dade Code Sec 88-276. For more information. visit www.miamidede.pov/taxcollectot • SEC. TYPEOF"BUSINESS _196 `GENERAL BUILDING_ CONTRACTOR CGC1521744 - f .4_,,,44 , .,„ ,-•.„ ,,,c- Environmental Health . .. ,.• t . .. ,,. , 41431 Florida Health ,d. tstkIc .• • Miami -Dade County ' OSTDS/VVellDivision 4, 4 • .. 444° 11805 SW 26th Street ;Miami, FL 33175 I Inspector ' CM //5 - ' . Date', ' I.: ' /7- i , .' 4, /Y/S-P i•c*), -41,41 /957)7fi// OSTDS # Address fr3 0P ... •,., ,- - r. , 1 •.,, , • ,, Comments. 4 DIVISION OF • ' 4.4 Signature RECETAIL A R 0 3 2017 Stable Rock Construction Corp. 3200 Collins Ave Suite 71 Miami Beach, FL 33140 Tel: (786) 236-8112 Fax: (305) 535-6147 Lic# CGC1521744 Job Name and Address: Gabriel & Arlene Cosentino 9300 Biscayne Blvd MIAMI, FL 33138 Re: Luis Suarez Te1# (305)-962.-1893 Tel# (786) 236-8112 - Scope of Work: New addition to house of approx. 700 Saft Trades: Foundation: $7,800.00 Plumbing: $5,600.00 $4,900.00 Electrical: $5,200.00 Shell: $8,000.00 Roof: $4,500.00 Insulation: $1,400100 Windows/Doors: $4,500.00 Drywall: $1,500.00 Floor: $2,400.00 Finish: $2,500.00 Plans: $3,100.00 Cost of materials and labor Total: $51,400.00 Profit: $13,600.00 This entire job will be made compliance with south Florida Building codes: WE PROPOSE TO FURNISH LABOR AND EQUIPMENT IN ACCORDANCE WITH THE ABOVE SPECIFICATION FOR THE SUM OF;, Total of ($65,000.00). STABLE ROCK eprese ative 3 -3f Date Date' -/7 AYE ; °E 17082 SW 91 AVE. PALM 0 BAY, FLO A 33157 CALCULATIONS COVER SHEET PE 5 NEW ADDITION FOR: ARI,ENE CEDRON 9308 BISCAYNE BLVD, MIAMI SHORES, FL 33138 TABLE OF CONTENTS Wind Calculations, ................ ................,._. ,. ,..I -3 Trusses . 24" o.c, Calculation (reactions and uplift)......4-6 Sheathing diaphragm ......:... . ....... , ...... , ............. ......... 7-8 Girder Truss calculation............ ............ .....................9 Footing 24x12....., lU Tie beam 8"X12" and column_ ...11-12 CBS Wall Load bearing ti�all... .......... ....... . .... . .........1.3-14 Wood values (addendum 2012), ... Product approval.. , , ..16 FAUSTO GUERRERO P.E. 50465 `` .``� GU ERR gt,/ %""),p' . FLosi•-• t'tt, eSSIO%t �! 9/29/2016 MECAWind Version 2.0.2.7 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: ROOF OF NE Analysis by: ADDITION User input Data Structure Type Basic Wind Spped (V) Strut Category (I, II, lil, or IV) ExpaiUre (B, C, or D) Strut Nat Frequency (n1) Slope of Roof Slope of Roof,(Theta) iTyyia_of Roof Kd (Directonality Factor) Eave Height (Eht) Ridge HeightiRHt) Mean Roof Height (Ht) Width Perp. To Wind Dir (13) Width Paral. To Wind Dir (L) Building 175 mph 1 Hz 5.0 :12 22,6 Deg Gabled. 0.85 8.90 ft 15.50 ft 13.50 ft 54 60 ft 59.10 ft Calculated Parameters Type of Structure Height/Least Horizontal Dim Flexible Structure 0 25 No Calculated Parameters mportance Factor I 1 1 1-turricane Prone Region (11400 mpn) Table 6-2 Values Alpha = zg 900 000 9.500 At = 0.105 at = 1 000 am = 0.650 Cc = 0.200 I = 500 00 ft Epsilon = 0,200 Zmin = 15.00 ft Gust Facie; Category I: Rigid Structures Gust1 [For rigid structures (Nat Freq .> 1 Hz) use 0.85 Zm lzm Lzm Gust2 Zmin Gust Factor Ca Cc * (33/zr0.167 1*(zn1/33)^Epsilon ry II: FlIgld Structures - Complete Analysis oqi+0.631(Min(B,)+Ht)/lzm)A0,83))A0.5 0.925*((1+1.7`lzm*3.4*Q)/(1+1,7*3.4*Izm) Gust Factor Summary 0.851 15.00 0.2281 427.06 0.9136 0,8795 ft G JSince this is not a flexible structure the lessor of Gust1 or Gust2 are used 0, 5i Copyright 2005 Fig 6-5 Internal Pressure Coefficients fdr Buildings, Gcoi Condition Gcpi Max + Max - Open Buildings 0,00 0.00 Partially Enclosed Buildings 0.55 -0,55 Enclosed Buildings_ _ - 0.18 -0.18 EnclosedBuildings -----r . o18 ---6`io . www.mecaenteronses.coni Page No. 1 of 3 MECAWind Version 2,0.2.7 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.6.12.2.1 Design Wind Pressure Buildings of All Heights -0 -0 -1„ Elev Kz Kzt t)z A Pressure (IbtftA2) Windward Wall* +GCpi 1 -GCpt 15 5 0,85 1.71 856 47,83 ' 84.86 I 15 - 0.85 1.82 10 .86 51.43 88.46 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Syster hod 2) ttft-t-tti-t-t- .4 re •Variable Formula r Value Units Kh 2.01*(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.82 Qh .002561V)^2*I*Kh*Khr Kd 102,86 psf Kflcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*VA2*I*Khcc*Kht*Kd _ 102.86 psf Wall Pressure Coefficients, Cp Surface Windward Figure 6 5.12.2.1 for Pressures) Cp 0.8 Roof Pressure Coefficients Cp Roof Area (sq. ft.) Reduction Factor 1 .00 Calculations for Wind NO111181 to 84.8 ft Face Cp. Pressure (psi) Additional Runs may be read for other Irvine &radians +0Cpil -GCol Leeward Walls (Wind Dir Normal to 54.6 ft wall) -0.48 Leeward Walls (Wind Dir Normal to 59.1 ft wall) -0,50 Side Walls -0.70 Roof Wind Normal to Ridge (Theta>=1 Wind Normal to 546 ft fac Windward - Min Cp Windward - Max Cp Leeward Normal to Ridge Copyright 2005 -0.25 0.25 -0.60 -60.79 -23,76- -62.23 -25 2G -79.72 -42.69 -40.16 -3.1 3.55 40.5 -70.98 -33.95 9/29/2016 www.mecaenterprises.com Page No. 2 of 3 9/29/2016 MECAWind Version 2.0.2.7 Detailed Wind Load Design (Method 2) per ASCE 7-10 Overhang Top (VVinctward) -0.25 -21.65 -21.65 Overhang Top (Leeward) -0.60 -52.46 -52.46 Overhang Bottom (Applicable on Windward only) 0.80 69.95 69.95 Roof - Wind Para�ei to Ridge (AD Theta) - for Wind Normal to 59.1 ft face Dist from Windward Edge: 0 ft to 27 ft - Max Cp Dist from Windward Edge: 0 ft to 6,75 ft - Min Cp Dist from Windward Edge: 6.75 ft to 13.5 ft - Min Cp Dist from Windward Edge* 13.5 ft to 27 ft - Min Cp 'Dist from Windward Edge: > 27 ft Component truss # 1 -0,18 -0.90 -0,90 -0 50 -0.30 -34.25 -97.21 -97,21 -62.23 -44.75 * Horizonta distance from windward edge Home 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Suktings wl Ht <= 60 ft a = 5.4 ==› 2 2 a Gab d Roof < ibeta<=45 5.40 Double Click on any de Width (ft) 2 Span (ft) 27.3 Copyright 2005 n ry line Area Zone 4 receive a h www.mecaenterprises.com 2.78 -60.18 -60.18 -25.20 -7.71 Wind Press (IbtftA2) Max Min 49.38 -100.81 Page No. 3 of 3 GCp (ft42) Max Min 248 43 I 0.30 -0.80 SLOPE = DEAD LOAD=10% 5% a TRTSItrei 1 INTERIOR ZONE PRESSURE = -49.* PSF A - SPAN ! 2773 FT 2 AND 3 ZONE PRESSURE = -100.81 PSF B - WIDTH I ZT C - AREA 54.6Fscl FT a =10$10 OF A 2 73 12 b =30% OF A 8 19 c =angle 1.083333333 = ZONE 1 -10% -59.38 e = ZONE 2&3 -10% -110.81 UPLIFT (c x zone 2&3 press 10% x d x 4) / 2 = (c x zone 1 press - 10% x d x 2) / 2 = LL= DL= JOB: ADDITION Analisis by F—So: PSF 10; PSF -655.44 -526.849 5.46 SO FT 16.38 SQ FT TOTAL UPLIFT F -118210 ZONE 1 ZONE 2 ERLERNE FOR: TRUSSES L=22max span ADDRESS: 9300 BISCAYNE BLVD 51 66 LOADS psf DL psf WIND (Y) psf WIND (X) D+L GRAVITY ZONE 1 25 47,08 19.62 55 ZONE 2 25 60.92 25.38 55 REACTIONS A (Ry) 511.875 1130 845 1126.125 B (Ry) 511875 1130 8 45 1126125 A (Rx) 65.91 B (Rx) 65.91 GRAVITY 1126 # UPLIFT 9 4 # LATE 66 a = Y1 = X1 = X2 = Overhang = 1 A GEOMETRY L (total) Z3) H (TRUSS) 27,3 4 3 50' WIDTH AF. 2 SLOPE X:12 4 FT 5.65 FT 1.667 FT 0.167 FT 3 5 FT GRAVITY 82,5 LB/FT 1126 # \v/ 24 5 FT / 1126 # Z2 91.38462 LB/FT 3.5 FT zi 70 615 8 LB/FT UPLIFT Z2 / Z2 91.38462 LB/FT 70,61538462 LB/FT 91,4 LB/FT " 1130 # I 10 PSF - WL(+Y)---- 204.75 -1130.1 -8 5 NET UPLIFT = 934 # 24 5 FT 1130 # LATERAL 08 LB/FT 29 42 LB/FT LB/FT 8.5 # • • • 0.45 LJ Table 4.2 it Unit ShearCapacities Unblocked Wood Structural Panel Diaphr Mtni rt t Feetentx€1rart1 Penotcetion : Panel in Fronting 7hicktaystt (in,) (in.) titnum 1.1/4 nil tittit shr sr C.3 .' 'tltts sh U ;tdJttste.t to atat art, dctenntite A Srid§lira°ay.l,3r tuail shear cap.tcity .24, S 1,1(i 'u%taWc 3"a,r i4c1r.a1 .t'ataauctatlr ac`11€letssatnt8 sty: 4 6 For tlttieae ctrt9, < 42'i l rtm, wood situ'}uaatitruulditipl 2, 4°vr ii:uiira8rado aafl8x.a• that. I is Li .''tr-i...rr- :ar __ lu`in I' tittecti na+mt a €2 unra It,., a..ipac :i;,Ksislil tkitermiml by.multiply; Intl- att:.1 tuartinatl rn10 iGcat eitp:acits by att. 4pe:!lit. i1r65•€ix° ,rltigaa=,a dent r• I t .,.t0a--tat.,w4attie( ;vastly'. ih. ii,:im'tnalnnahe" tI!'t h`( [#tu`ip.C'k'4 f,a t:t.tgE.9.,?aac,.ttliu.:kittit:ait€ova 9 ..:t Ap1,410 ea .J.. at Sltiitaa,Nc s,91;aF:F to .ae<.Ela t ,4�i iaa+ 1:I Slip el ib€113511. aall innisiute t ataatitio Iles atit sat v.litai it 17}4,: t iittit- ..E'fahrl a:(441nn.1 it,as,t;1 3' I! ii iirr a', 4,€,9„flans cMn #tUWs:11 4ti1111 4 i13 p;rttC@s. WW1', t>l °-. gr id p; tarts aee ud. tl, r, SAWS ,hail is,!4la'IC ' iatf an <,a d=.+tksE,aaa r a stFS 5ta tsra;(S t Wileittt 311ot €I..; naming 5, ar t 7;4:a; iimc+it' t tl'_ iasSzrla,fire3�frut=? z,tairipli.'dhZ0.S ►e Diaphragms 2,<3,4 C a• c 8 C€asu 1 (kipNrlh.L (ili). 8.i1 6.0 450 7,0" f3#e 4,5 520 4 8. 0 ... 6.0 870 7 r 4511 5,0 740 s711 14.0 438 9,5 800 646 12,0 4 0,0 895 300 , r 4 39t'i .ii 2 a€3 475 460, 6.0 20 4,0 520 430 .,. 0.0 26 480 _7,5 58=.a 5t 7i7 46u _ 8. i 9t� a. 5 84 4 4 7 0 3i0iJ 4<5 7715 4At4... 5:c1 5") f.5 441 i. 4.0 740, 51i) 1v:t3 3k 0 1iJ.0 71 55ta 12:t 411 8,i 810: 0 570 13.(2 4 8.5_..._ ? 00 6 640 10.0 4 iJ 7.t! €495_ a (Excluding a A SEISM _ o. 6 in. alms 245 hntht3uous 4xsrts 'Matte ilnehniemti 1 t' .T]. G.r PROJECT: ERLERNE 9300 BISCAYNE BLVD OVWER: ADDRESS: OWNER TRUSSES SPAN 2T-3" FAUSTO GUERRERO RE. GIRDER REACTIONS ZONE 2= 66 psf SHG= 1 psf ZONE 3= 96 psf zone 2 reduce = 42 psf L (Total)= 27 3 ft zone 3 reduce = 72 psf Slope X:12 5 OL-= 10 psf OVERHANG= 2 ft LL= 30 psf dist from Comer= 3 ft a= 4 5 ft L/6= 4.55 SCR xA2+12^2= 13 H= x/scr(xA2+144)= 0.384615 V= 12/sor(...)= 0.923077 1 Option G UP -LIFT 2 Option UP -LIFT R1= 280 294 R1= 504 R2= 1365 1,433 R2= 2,590 RI Gravity 280 # Uplift 271 # Lateral 113 # 294 R2 1365 # 1323 # 551 # 1433 \ 1 ,\•• .• R , ! R2 CUSTOMER: DESCRIPTION: NEW ADDITION CALCULATION FOR FOOTING 24"X12" 2000 PSI WEIGHT OF CONCRETE=150 LBS./CF WEIGHT OF EARTH=100 LBS/CF GCP=0.8+0.7=1.5 GROSS UPLIFT =46.4x1.5=70'PSF I).L.=((70x4')+(3 x45)) x23 x 1.5=14318# 14318/23=623 1 SERVICE LOADS: L.L 30PSF. x5.5'X1.7=281 P D.L.=1712PLF TOTAL W=I993 PLF REQUIRED AREA= 1.993/1.75=1.14 SF USE FOOTING WIDTHOF 12" IS OK. CRITICAL SECTION 4"-1"=3"=0.25 FOR MOMENT: PU L993/1.33=1.5 Kips 2 Mu=1.5(0.25}=0.047 Ft -kips 2 Ku= 0.047 x12 2 0.9x16x(8.69) =0.00054 &=0.0014 MLN1=0.0033 As min=0.0033X16X8.69 1.46 IN A2 USE, 3#5 CONT. ON BQ.1"I OM AS= 0.62 IN"2. IS OK. FOOTING 24"X12",W /3#SCOW/ .#4 ; 24". NEW • CUSTOMER: DESCRIPTION: ADDITION CALCULATION FOR TIE :BFA NFORCElk E T F'c=3000 psi Fy=60,000 psi L.L.=30 psf D.L.=25 psf Weight of Concrete=150 LBS/CF Beam Weight--((8"x12")/144)x150 PLF=100 PLF DL=25 Psf x6'=150 PLF LL=30 Psf X 6'=180 PLF FACTORED LOAD: DL=330 PLFX1.4= 462 PLF LL= 180PLF X 1.7=306 PLF TOTAL= 768 PLF 2 M(+)=0. 125X0.768X(25)0 FT -KIPS Vu=0.5X0.77X25=9.63 Kips H=I2"-1.5 3/8"-(518")12=9.81", K(u)=6Ox12=1.039 =9 £=0.0055 09x8(9.8.1)2 As(+)=0.0055x8x9 81=0.43 in2 We have 0.60>0.43 OK Vc+Vs>Vu Vs=(0.85x0.30x60x9.81)/8= 8.76>10.50 Kips CHECK TIE COLUMN: ig=0.03 The axial service load is 10.4 Kips Required Ag= PI' 0.80x0.7x(0.85x3(1-0.03)+60(0.03)) A —2.39 in2 ACTUAL Ag=8 x r=96in2>2.39in2 OK LOAD ON CONCRETE=0.80*0.70 (0.85fc)Ag(1 .03) =132.6 Kips>10.4 Kips STRENGTH DESIGN FOR LOA R Reinforcement at mid -depth Specified Thickness, t Self Weight f, (specified masonry compressive strength) fy (yield strength of steel) (net area compressive strength of CMU ) E„ (modulus of elasticity of masonry in comp) E, (modulus of elasticity of steel) d= t/2 n = Es/Em (modular ratio) Wall Height (h) Wind Pressure (P) Emu maximum usable compression strain Emu tensile strain in reinforcement 9300 BI AYNE BLVD NG CONTINUOUS WALL 7.6251in, 60 psf L_, __1,500 jpsi 60,000 psi 1,900 psi 1,350,000 psi 29,000,000 psi 3.8125 in, 21.48 8.6 ft 43 99psf DESIGN FOR FLEXURE Moments are due to wind loads only as a result that the wall is non load bearing and gravity loads are concentric, Tributary Area (= h213) or (= x h) GCp (zone 4 & 5 windward) GCp (zone 4 leeward) GCp (zone 5 leeward) 1.•••••••, Masonry located on zone,___ Wind Pressure Mu = 1.6*P(h)2/8 Estimated Required Reinforcement As=Mu/4>0.9dfy = try No. As provided 1 34.00 0.85 -0,87 -1,67 -81.30 psf 174.71 lb-ft 5-1 0.076 irilift 0.0775 in2/ft n o.c. OK! 9/29/2016 Check Maximum Reinforcement Make sure the designed flexural reinforcement does not exceed the maximum. Neglect the small axial load due to self weight. .16. Ma 7‹ EAT \ Nu / - . As max = 0 282 in2/ft SATISFACTORY DESIGN! As max > As provided continuous wa112 9300 BISCAYNE BLVD STRENGTH DESIGN FOR LOAD BEARNG CONTINUOUS WALL Design for Shear Vu=1.6*P*h/2 Nominal Shear Capacity Vu = 55281 lbfft 7-1 $.0 - 1.79: ! m' The most conservative (lowest) value of Vn is obtained when IVINdv=1. Also the axial load P can conservatively be taken as zero. An= 4OE7 in2/ft 4Vn = 2837 Ibift Vu < eVn SATISFACTORY DESI NI '01 4r,Irr OK! 9/29/2016 continuous wall2 • AaliEflICAN wrior; Match 2013 ADDENDUM to the 2012 and oriVious versions of the Design Values for Wood Construction (a supplement to tile National Design Specification* (Nas.) for Wood Constructlan) .rtertrtv....... Jur r 2013 ti it tan vat ..o.s for .51, ectali of vist.tellyiretlati tot:thern P.ne mod a-0,4,0 sout,erfi POW turrttnt rCk sherme. The essicini iss trim will the 7,0f NOS, 2006 P:0,9, ard ate 20C.'ll NM ere sintein frt./ow tloittet the %nit ohartty5 June 01:.,1 54', OM as undeffinecti. 'these vatues 5014.1>oreed5 •T•ItAISbIs1i 1 t45 AAP; r45t;:ri 201" *Indention,. Table AB Reference Design Values for Visually Graded Southern Pine Dimensiori Lumber (2" - 4" thick)i'zI" (Tabulated design vatues are for henna! load duration and dry senoce conditions Unless speorried otherwise See NOS 4 3 tor a comprehensive dirscription of design value adjustment factors J USE WITH TABLE 43 ADJUSTMENT FACTORS vaktog *oh SixeCto0 ON' I sin ""fgrotto4111 1 ciars"/"1 . : BoMOng ' Tertsioti toMillittorlitt Shlt•TCstiOn PoPaq tp•Odittliii poto gra& COMptittaial PMPRM Pt5 cflittli Mod/4os PP Ellkotelyi - Goldiott ! $.0otiftk 11 FUCA _ t,: Graver s eVe5511 ,•-••, &,•# 313,n/Utie SAted Ststartta* Na41--Evervit SOPA alra,fMOTA Now No, 1 tool Nto-Oittmoo No 2 Dame No 7 Non • Dor3.* No.1 ttod .Mod Comommitto. Moose-ft titat Nolo Stow Sttootots1 Soles SOottiottot NontOttrott Setact Otoottoot No t0ettott No t No, t Poo- Demo No 2 Demo Mt 2 No Noft-Donge N) sod 1.5t05 roe Boom Sotootto1 $44trc1 Stootaot NooCteroto 5etitott Molotov Me, Dem* PP: PM/ NotBattoto No Demo No 2 No 2 Nomptose • 464.* e wee „MO 050 1520 1,8100,000 eat odo Istragg. LAMM- ‘Palliu 121441..LW.49 712.7. ,tte ki.:via .r...te '1,1 .51:7-4',2^' 4,ft 'A); . 4:: ;.-t4 syyremrt-.21:4*ihre-,•-eti.: _ Miami Dade County Administrative Code, Article II Section 8-22 Special Trusses > 35 ft. long or 6 ft. high S el Framing and Connections welded or bolted Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspect n* 1. 04194AO �e0YFS 2. _ J,� sT� 61.1a/Z/zo€o 3. 4. Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Q;ezfeo1 „�il//7/r/Oto perform special inspector services un4r the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 9Olo 015/ , , OZ-I project on the below listed structure as of 3(2 S// 7 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: jb, 250S"" ✓Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014 for *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by •'' education or licensure to perform the duties assign by Special Inspector. The qualifications shall irtlud q ensure Qs' • • professional engineer or architect: graduation from an engineering education program in civil or struettralenginee`r ngi : • • graduation from an architectural education program; successful completion of the NCEES Fundameittetecaminatitxt; • • or registration as building inspector or general contractor. • • • .••.• • • • • • • I (we) will notify the Miami Shores Building Department of any changes regarding auth•oriz, personnel• • aci• • • • performing inspection services. • • I (we), understand that a Special Inspector inspection log for each building must be displina • convenient location on the site for reference by the Miami Shores Building Department lhspectbr. Al: mandatory inspections, as required by the Florida Building Code, must be performed by die Miami ShEres Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to• the mandatory inspections performed by the department. Further, upon completion of work under each • • Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portio nwithe pir8jj ct outlined above meet the intent of the Florida Building Code and are in substantial %c: air wi th 6k��� jo;al plans. Engineer/Architect o.5p465 %:00 Name 7'—j1L'�.STa �c/4eiQ a Signed and Sealed 65 _ Print Date: 3/.4fr , -o * Address / z �� 9/ ��� ���,� ' � TAiE OF '4, 0-/TD �� /� ... ''�ORIDIx... �k': �'''�Se0NA I EG`�`��. iIrtlit1tt •� • ,o)\ BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL PUBLIC WORKS JOB ADDRESS: 93o o 3) SCs*i'?\L - 2 LilO City: Miami Shores County: DFBC20N R Master Permit No. CI4 -2SO.S Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION rzfSHOP CONTRACTOR DRAWINGS Miami Dade Zip: 33138 Folio/Parcel#: Is the Building Historically Designated: Yes Occupancy Type: Load: Construction Type: Flood Zone: BFE: OWNER: Name (Fee Simple Titleholder): Address: 6 AB)Z (-L C,osem-ri ry 930o g,scAynrE RL,vo City: M ( A M ( S440i2fc S State: P(-- Phone#: NO FFE: Zip: 33 l3 2 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: 51' 13LE Rdc.1c- coosnuctioN Phone#: -V(o 1'7"23% �1 v 1+ Address: 3200 C.0 Lit.I$ P/E "t I City: m 1 ik M ( t36/\C.H• State: r /� Qualifier Name: P g J R i)(itJE2- Phone#: T) 11 -21(0 State Certification or Registration #: 4. GGC 1 SZl l µq _ Certificate of Competency #: k. _ • �,•, s . Zip: 33LI-O DESIGNER: Architect/Engineer: Phone#: • Address: Value of Work for this Permit: $ City: State: Zip: Square/Linear Footage of Work: Type of Work: Nel Addition ❑ Alteration ❑ New ❑ Repair/Replace s4 e D 2AW I N(o3 (R- ADP (110,4 Description of Work: n Demolition • Specify color of color thru tile: { Submittal Fee $ , Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ ,cl • Structural Reviews $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address ti City '""I State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City .v i L _ " 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." 1' i. Notice to Applicant: As a condition to the issuance of a building permit with an estimdted,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. 't rr S Signatu OWNER or AGENT The foregoing instrument was acknowledged before me this 211. dayof J✓I'f ,20 r ,by Signature ONTRACTOR , 4., t ). *`i _.tt t`t ; f ' •t The foregoing instrument was acknowledged before me this W2' I day of }' Jd } i. 7t_.- , 20 11 , by r. b yte I COS e i-J,"i° , who is , sonally own to f /VLA-4-? , who is personally known to me or who has produced as me or who has produced 1-'1 S Ey . 20/ V as identification and who did take an oath. NOTARY PUBLIC: Seal: identification and who did take an oath. NOTARY PUBLIC: Seal: APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Alterations to Trusses: TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. TPI's "HIB-91 Summary Sheet", which is attached, to the engineering Refer to package. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and : 4 bads utilized.: herein meet or exceed the actual Dead Loads Specified and /or imposed on your structer€0,•aml Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by tv bdfrjing de:ion; • for the structural safety of the building. It shall be the responsibility of the building designer io indicatA size, location and attachments for all permanent bracing as required by design analysis. The design aricr.locatior o{all bracing shall be such that they work together with other structural parts of the building (ir,isoshear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity perrhajient Bracing includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web Memer Planec�f[ e • Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of TheiBubilc ng Desimn.r. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI' • 95 & WTCA-95 for further information) • • • • • • .... . • • .. . ..• . TRUSS ERECTOR / INSTALLER (Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywooit"B�locks on installed Trusses. ,.!'` �.`�'� RU ✓ C .`r' ._ .---- "The act of cutting or attaching any item that the truss was not originally desigi►ed for" Trusses cannot be altered from the attached engineering designs, wi h out props-detignin by a Florida Registered Engineer. We highly recommend to our customers to use dr, engineer however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. 04wk ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet • • • • • • • TRUSS COMPANY, INC. Trusses & Building Materials Deco Truss Company, Inc. 13980 SW 252nd ST Miami, FL 33032 Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 10088: ADDITION: ARLENE Site Information: Project Customer:STABLE ROCK Job Name ADDITION: ARLENE CEDRON & GABR Lot/Block: Subdivision : Site Name: Site Address: 9300 BISCAYNE BLVD MIAMI SHORES St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/TPI2007 Design Program: 7.61 Jan 29 2015 . Roof Load: 55.0psf Floor Load"' • N/A Wind Code: • • • Wind Speed: 175 mph • • • • • • • • • • • • •• This package includes 11 individual, dated Truss Design Drawings and 0 Additioaal.Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer•and 1 4,ridex sweet • conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Enginedr'S'Rules.' • • No. Date Truss ID# Seal# 1 07/05/17 Al A0042174 2 07/05/17 A2 A0042175 3 07/05/17 AG3 A0042176 4 07/05/17 B1 A0042177 5 07/05/17 B2 A0042178 6 07/05/17 B3 A0042179 7 07/05/17 B5 A0042180 8 07/05/17 BG6 A0042181 9 07/05/17 J5 A0042182 10 07/05/17 J6 A0042183 11 07/05/17 JG8 A0042184 • • •• •• • • • • • • • • • • THESE SHOP DRAWINGS DOCUMENTS MEET THE CONCEPTUAL DESIGN CRITERIA OF THE APPROVED PERMIT PLANS ;el/ -03/7 APPROVED BY DATE APPROVED AS NOTED 0 APPROVED AS PRESENTED • • • • •• •• • • •• • • • • • • • • • • • •• •• The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 • Mahmound Zoiag#faril':E. Consulting Engine 13901 S.W. 108 Ave. ;< NOTE: The suitability and use of each component for any particular buildingii,Florida 3317b' responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Phone 305-253-?A2aFix 303=23-43t18 Florida Professional Engineering;License No. 36921 Special Inspector License No. 636` Page 1 of 1 Engineers Name Date [Job 10088 Truss Al Truss Type Common Qty 3 Ply ADD:CEDRON & COSENTINO (RC) Job Reference (optional DECO TRUSS COMPANY INC., Pnnceton, FL 33032, MARIO ESPINEIRA -1-4-0 1140I 1x4 II 16 21 15 17 4x4 0-8-0(0-1-10) 6-10-0 6-10-0 22 6-10-0 6-10-0 3x4 3x4 4 3 12 1x4 Il Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. ID:fhl MEpZ9ZylwthtrXdbiipzGJhU-WrRzhaLlyiThOSpnTgZ_ 13-8-0 I 20-6-0 27-4-0 6-10-0 6-10-0 6-10-0 4.54 FIT 23 13-8-0 6-10-0 4x4 II 11 5x8 = 3x4 6 3x4 7 • • • 24 10 • • • 25 1x4 II 20-6-0 6-10-0 • ••. • • • • • • • Wed Jul 05 10:05:45 2017 Page 1 zFYgxfyRU6dOuLWO?Qz?9n • • • • • 20 18 • %x4i • 0-8-0(0-11,10) • 128 8 01 1-4-0 19 8 Scale = 1:51.f 1x4 II •• • • • • • • • • • • • • • • • • • • 27-4-0 • • 6-10-0 • • • • •. Plate Offsets (X,Y)— [1:0-2-2 0-0-8] [2:0-2-12 Edge] [5:0-2-12 0-2-0], [8:0-2-12 Edge], [9:0-2-2 0-0-8 LOADING (psf) TCLL i 30.0 TCDL 15.0 BCLL 0.0 BCDL 1 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CS]. TC 0.92 BC 0.99 WB 0.97 (Matrix-M) 1[ 11:0-4-0 0-3-0 1 DEFL. in (loc) I/deft Vert(LL) 0.1911-12 >999 Vert(TL)-0.5211-12 >633 Horz(TL) 0.13 8 n/a • • • L/d • 360 240 n/a • • PLATES • GRIP • • • SV1T20 • • • 2444190 • • •• Weight: 128 lb FT = 0% • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=1629/0-8-0 (min. 0-1-10), 8=1629/0-8-0 (min. 0-1-10) Max Horz2=124(LC 6) Max Uplift2=-536(LC 4), 8=-536(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-16=-1963/1127, 3-16=-3167/2084, 3-4=-2183/1500, 4-5=-2068/1521, 5-6=-2068/1521, 6-7=-2183/1500, 7-19=-3167/2084, 8-19=-1963/1127, 8-9=0/44 BOT CHORD 15-21=-1266/2237, 17-21=-1266/2237, 17-22=-1733/2875, 12-22=-1733/2875, 12-23=-1733/2875, 11-23=-1733/2875, 11-24=-1733/2875, 10-24=1733/2875, 10-25=-1733/2875, 20-25=-1733/2875, 20-26=-1266/2237, 18-26=-1266/2237 WEBS 5-11=-536/885, 7-11=1053/826, 7-10=0/312, 3-11=-1053/826, 3-12=0/312, 2-15=-1489/1131, 16-17=-416/458, 15-16=511/1016, 2-17=-1481/898, 8-18=1489/1131, 19-20=-416/458, 18-19=-511/1016,8-20=-1481/898 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2 and 536 lb uplift at joint 8. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zci aghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional Engineering License No. 36921 Special inspector License No. 636': Job 10088 Truss A2 Truss Type Common Qty 6 Ply ADD:CEDRON & COSENTINO (RC) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 1-4-0 1-4-0 { 1x4 II 16 21 25 15 17 4x4 0-8-0(0-1-10) 6-10-0 6-10-0 26 6-10-0 6-10-0 3x4 3 ( 12 Job Reference (optional Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:47 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-SDZk6GN0UKjPFmyAaFbS2gd?RSevy?6hMf?V4lz?9n: 13-8-0 20-6-0 I 27-4-0 128-8-01 6-10-0 6-10-0 6-10-0 1-4-0 4.54 FIT. 3x4 22 1x4 11 Plate Offsets (XY)— [1:0-2-20-0-8] (2:0-2-12 Edge] [5:0-2-0 0-2-8 LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TPI2007 1[ 13-8-0 6-10-0 4x4 = 11 5x8 = 8:0-2-12 Edge] [9:0-2-2 0-0-8] [11:0-4-00-3-0 CSI. TC 0.92 BC 0.99 WB 0.97 (Matrix-M) 23 3x4 6 3x4 7 • • 28 t0 •• • 29 •••• 20 18 20-6-0 6-10-0 24 Scale = 1:51.£ 9 8 1x4 11 1+_••• 1x4 II 1 • ••.• • • • • • • • •x4 • • • 0-8-0(0-1.10) • • • • • • • • • • • • • 27-4-0 • • 6-10-0 • • • • DEFL. in (loc) I/deft Ud • Vert(LL) -0.17 11-12 >999 360 • Vert(TL) -0.52 11-12 >633 240 Horz(TL) 0.13 8 n/a n/a 1 • • • • •• • • PLATES • GRIP • • RAT20 244/190 •• • ••• • • • • •• Weight: 128 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied.. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1629/0-8-0 (min. 0-1-10), 8=1629/0-8-0 (min. 0-1-10) Max Horz2=124(LC 6) Max Uplift2=-536(LC 4), 8=-536(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-16=-1963/713, 16-21=-3167/1535, 3-21=-2991/1554, 3-4=-2183/1168, 4-22=-2068/1179, 5-22=-2061/1190, 5-23=-2061/1190, 6-23=-2068/1179, 6-7=-2183/1168, 7-24=-2991/1554, 19-24=3167/1535, 8-19=1963/713, 8-9=0/44 BOT CHORD 15-25=795/2237, 17-25=-795/2237, 17-26=-1259/2875, 12-26=-1259/2875, 12-27=-1259/2875, 11-27=1259/2875, 11-28=-1259/2875, 10-28=-1259/2875, 10-29=-1259/2875, 20-29=1259/2875, 20-30=-774/2237,18-30=774/2237 WEBS ` 5-11=-342/885, 7-11=-1053/559, 7-10=0/312, 3-11=-1053/559, 3-12=0/312, 2-15=1489/868, 16-17=-416/348, 15-16=-409/1016, 2-17=-1481/553, 8-18=-1489/868, 19-20=-416/348, 18-19=-360/1016,8-20=-1481/553 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Interior(1) 16-8-0 to 25-8-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2 and 536 lb uplift at joint 8. 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zoifaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional Engineering License 36921 Special Inspector License No. 636 1 Job 10088 Truss AG3 Truss Type Roof Special Girder Qty 1 Ply 1 ADD:CEDRON & COSENTINO (RC) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 1-4-0 1-4-0 1x4 II c� 1 20 24 21 3x10 0-8-0(0-2-13) Plate Offsets (X,Y)- [1:0-2-2,0-0-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 I[ 5-10-0 5-10-0 4.54 rl2 3x4 3 Job Reference (optional Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:48 2017 Page 1 ID fh1MEpZ9ZylwthtrXdbiipzGJhU-wQ76JcOeFdrGtwXM8y6hbtACUs?mhThgbJk3clz?9n 11-8-0 13-9-7 17-2-1 20-6-11 23-11-6 27-4-0 28-8-0 5-10-0 2-1-7 3-4-10 3-4-10 3-4-10 3-4-10 i 1-4-0 4.04 12 4x6 4x4 = 4 25 17 26 16 27 15 2x4 I I 5x6 I I 7x8 = 5-10-0 5-10-0 5:0-1-15,0-1-141 16:0-1-4 0-1-8 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014/TPI2007 I 3x4 6 3x10 MT20HS� 3x4 8 28 29 14 30 13 •31•.32 • 4x4 = 4x6 }I • • • • • • • • • • • 3x4 9 Scale = 1:52. 6x12 MT20HS= 22 1x4 II 2 &43i &3 3 • • 3x6 I I • • 10 11 • • i• • • 0-8-0(0-3-8) • • • • • • • • • • • • 11-8-0 i 13-9-7 i 17-2-1 20-6-11 i ••L3-/?6 i 27-4--6 5-10-0 2-1-7 3-4-10 3-4-10 • •3.410• 3-4-10 8:0-1-12 0-1-8 I CSI. TC 0.78 8C 0.88 WB 0.95 (Matrix-M) 10:0-5-10 Edgel [11:0-2-2 0-0-81 [12:0-4-4 0-1-81 [13:0-4-0 0-2-0: [15: .410-4-121, L16:0-4-4,0-2-4 DEFL. in (loc) Vert(LL)-0.3614-15 Vert(TL)-0.78 14-15 Horz(TL) 0.20 10 I/deft >915 >423 n/a Ud 360 240 n/a •• • PLATES • GRIP + 1b1T20 244/190 !1T2OHS • • • 487, 43 •• Weight: 177 lb FT = 0% • • ••• • • • • c I� C LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. 2x4 SP M 31 'Except` T2,T3: 2x4 SP No.2 2x6 SP No.1D *Except* B2: 2x6 SP M 26 2x4 SP No.2 *Except* W3: 2x6 SP No.2 2x4 SP No.2 • (lb/size) 2=2764/0-8-0 (min. 0-2-13), 10=4197/0-8-0 (min. 0-3-8) Max Horz2=-123(LC 6) Max Uplift2=-1065(LC 3), 10=-1511(LC 4) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-20=-6721/2439, 3-20=-6754/2516, 3-4=-5810/2238, 4-5=-5095/1994, 5-6=-5185/2013, 6-7=-6714/2490, 7-8=-6770/2482, 8-9=-8600/3066, 9-22=-10156/3558, 10-22=10205/3540, 10-11=0/44 BOT CHORD 2-24=-2368/6262, 21-24=-2368/6263, 21-25=-2376/6278, 17-25=-2376/6278, 17-26=2376/6278, 16-26=2376/6278, 16-27=-1929/5281, 15-27=-1929/5281, 15-28=2148/6279, 28-29=2148/6279 ,14-29=-2148/6279,14-30=-2729/8018,30-31=-2729/8018,13-31=-2729/8018,13-32=-3256/9485,12-32=3256/9485,12-33=-3256/9485,33-34=-3256/9485,23-34=-3256/9485, 23-35=3248/9463, 10-35=-3248/9463 WEBS . 3-17=0/335, 3-16=-1011/450, 4-16=-512/1215, 415=-1140/608, 5-15=-1245/3189, 6-15=-2230/850, 6-14=-650/1922, 8-14=2166/778, 8-13=-486/1593, 9-13=-1586/561, 9-12=230/868, 20-21=-232/171, 22-23=0/99 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 1, 4, 7, 2, 3, 17, 16, 5, 6, 14, 8, 13, 9, 12, 11 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 15 checked for a plus or minus 2 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1065 lb uplift at joint 2 and 1511 lb uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 849 lb down and 460 lb up at 11-6-5, 767 lb down and 313 lb up at, 15-10-10, and 984 lb down and 329 lb up at 20-2-15, and 1199 lb down and 397 lb up at 24-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-90, 5-11=-90, 2-10=20 Concentrated Loads (lb) Vert: 16=-755 29=-767 31=984 33=-1199 Mahmound Zoifaghari, P.E. Consulting Engineers 13901 S.W. 108 Aye. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply ADD:CEDRON 8 COSENTINO (RC) 10088 B1 Roof Special 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA • 1 -1I 122114 4x4 0-8-0(0-1-10) ( 6-3-8 6-3-8 18 4.54 FIT 3x4 2 ( 0 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:49 2017 Page 1 ID:fhl MEpZ9ZylwthtrXdbiipzGJhU-OchUXyPG0xz7V36Yifdw74jNFGJAQzw_pzUc8Bz?9n( 12-7-0 17-5-6 22-3-13 25-6-5 6-3-8 ) 4-10-6 4-10-6 3-2-8 19 4x4 = 3 81 22 11 23 10 9 24 1x4 II 3x8 = 3x4 = 6-3-8 6-3-8 Plate Offsets (X,Y)— 11:0-2-12,Edgel,16:0-3-4 Edge LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FRC2014/TP12007 12-7-0 6-3-8 CSI. TC 0.78 BC 1.00 WB 0.76 (Matrix-M) ( 17-5-6 4-10-6 20 3x4 4 8 3x6 = ( DEFL. in (loc) 1/defl L/d Vert(LL)-0.1710-11 >999 360 Vert(TL) -0.4910-11 >627 240 Horz(TL) 0.13 6 n/a n/a •• 25• 4x4 5 • • • • • •• • 144 11 •••• •i •• •• •••• • • •22•3'13 ••Fa(irI • • • Scale = 1:42.6 4.04112 16 6 26 • •1J Z41y • 4x4 • •••••• • 0-8-10p-1-11) • • • • • • • • •• 25-646••••? • 3-2-8 • ' • • • • •PLATES °CAP • MT20 244/190 •• • • • • • • • • • Weight: 119 lb 4P?= 0% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=1402/0-8-0 (min. 0-1-10), 6=1405/0-8-10 (min. 0-1-11) Max Horz 1=104(LC 6) Max Uplift1=-419(LC 6), 6=423(LC 7) BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 1-4-12 oc bracing. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-2000/1129, 13-18=-2964/1509, 2-18=-2804/1521, 2-19=-2048/1144, 3-19=-1940/1155, 3-20=-1940/1170, 4-20=-2023/1154, 4-5=-2777/1474, 5-16=-3248/1665, 6-16=-2231/1217 BOT CHORD 12-21=-1250/2166, 14-21=-1250/2166, 14-22=1306/2693, 11-22=-1306/2693, 11-23=-1306/2693, 10-23=1306/2693, 9-10=-1218/2553, 9-24=-1218/2553, 8-24=-1218/2553, 8-25=-1519/3038, 7-25=-1519/3038,7-26=-1505/3029,17-26=-1505/3029,17-27=-1293/2361,15-27=1293/2361 WEBS 2-11=0/306, 2-10=-974/553, 3-10=-405/908, 4-10=-890/502, 4-8=-33/358, 5-8=529/309, 5-7=-69/189, 1-12=-1223/715, 13-14=-496/401, 12-13=-650/981, 1-14=-1305/881, 6-15=-1223/683, 16-17=-360/242, 15-16=-636/1068, 6-17=-1432/843 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.opsf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-7-0, Exterior(2) 9-7-0 to 12-7-0, Interior(1) 15-7-0 to 22-3-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 1 and 423 lb uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200.olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job 10088 Truss B2 Truss Type Roof Special Oty 1 Ply 1 ADD:CEDRON & COSENTINO (RC) , DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA j 0-8-0(0-1-8) j 6-3-8 6-3-8 6-3-8 6-3-8 Plate Offsets (X,Y)— [5:0-1-4,0-2-0],[6:0-3-0 0-0-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 1 j Job Reference (optional Run: 7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:50 2017 Page 1 ID:fh1MEpZ9Zylwth rXdbiipzGJhU-soFsklPunF5_6DhIGN99gIFYKgf09P072dD9hdz?9n' 12-7-0 16-10 15 23-0-7 6-3-8 4-3-15 i 6-1-8 12-7-0 4x4 = 3x8 = CSI. TC 0.82 BC 0.96 WB 0.77 (Matrix-M) 6-3-8 1 16 .16-10-15 4 4x6 4.04112 3x6 = 17 • • • • • • • • • • • • • • • •• • • • • • • • • •• 23-0-! 4-3-15 DEFL. in (loc) I/deft L /d Vert(LL) -0.12 8-10 >999 360 Vert(TL) -0.40 8-10 >679 240 Horz(TL) 0.08 6 n/a n/a BRACING - TOP CHORD BOT CHORD • • • • • • • • • • 46-1-8 • Scale = 1:39.6 4x4 5 N 3x6 I 0-2-q(-1-8) • • • ••••j• • • ••••'LATES•••GRIR • MT20 044/090 • •• •• • • YVeight: 112 lb FT = 0% • • • a • • • • • Structural wood sheathing directly applied or 2-2-0 oc puffins, except ali •ertieais. Rigid ceiling directly applied or 20210 oc Dracing. • • • • • • • • • REACTIONS. (lb/size) 1=1276/0-8-0 (min. 0-1-8), 6=1242/0-2-8 (min. 0-1-8) Max Harz 1=145(LC 6) Max Upliftl=-391(LC 6), 6=-375(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-1798/1044, 12-14=-2640/1351, 2-14=-2480/1363, 2-15=-1705/978, 3-15=-1596/989, 3-16=-1596/1007, 4-16=-1664/997, 4-17=1860/1046, 5-17=-1949/1036, 5-6=1177(715 BOT CHORD 11-18=-1199/1946, 13-18=-1199/1946, 13-19=-1235/2392, 10-19=-1235/2392, 10-20=-1235/2392, 9-20=-1235/2392, 8-9=-1235/2392, 8-21=-903/1773, 7-21=-903/1773, 7-22=-136/205, 6-22=-136/205 WEBS 2-10=0/311, 2-8=-988/562, 3-8=-299/673, 4-8=435/240, 4-7=-220/214, 5-7=-772/1588, 1-11=-1107/666, 12-13=-455/383, 11-12=-630/929, 1-13=-1224/807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-7-0, Exterior(2) 9-7-0 to 12-7-0, Interior(1) 15-7-0 to 16-10-15, Exterior(2) 19-10-11 to 22-10-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 1 and 375 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound lolfa.ghari, A.E. Consulting Engtrieers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No, 36921 Special Inspector License No. 636 Job 10088 Truss B3 Truss Type Roof Special Qty 1 Ply 1 ADD:CEDRON & COSENTINO (RC) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 6-4-14 6-4-14 12 10 3 0-8-0(0-1-8) 15 6-4-14 6-4-14 Plate Offsets (X,Y)—[3:0-1-15,0-2-61,14:0-1-4,0-2-01 4.54 12 3x4 2 8 1x4 II Job Reference (optional) Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05.51 2017 Page ID:fh MEpZ9ZylwthtrXdbiipzGJhU-K_pFydQWYYDrkNGxp4gODVok4309usPHHHzjD4z?9n 12-9-12 19-2-0 6-4-14 6-4-4 13 7 16 3x10 MT20HS= 12-9-12 6-4-14 4x4 = 6 3x8 = ) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD '2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress !nor YES Code FRC2014/TPI2007 CSI. TC 0.75 BC 0.90 WB 0.82 (Matrix-M) REACTIONS. (lb/size) 1=1065/0-8-0 (min. 0-1-8), 5=1027/0-2-8 (min. 0-1-8) Max Horz1=209(LC 6) Max Upliftl=-336(LC 6), 5=-307(LC 5) DEFL. in (loc) I/deft Ud Vert(LL) -0.07 8 >999 360 Vert(TL) -0.34 6-8 >671 240 Horz(TL) 0.05 5 n/a n/a BRACING - TOP CHORD BOT CHORD 17 • • • • • •• • 4.04112 • • • • • • 0000 ••• • • • •• 19-2-0 6-4-4 •� • • • • PLATES GRIP •••••fv1T20 •••244/ • • • • MT20HS 184/3 • Scale: 3/8"=1 4x4 4 5 ••!x%'r • 0-2-8(0-1-8) •••••• • • • • • •••••:V1eight:92lb • FT=0% • • • •• • • • • ••• Structural wood sheathing directly a201iigd or 3-3-/oc purlins, except%nd verticals. Rigid ceiling directly applied o}� o bracing.••• • •••••• • • • • FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-1565/935, 10-12=-2061/1028, 2-12=-1897/1040, 2-13=-1098/643, 3-13=-989/654, 3-4=-1063/645, 4-5=-971/659 BOT CHORD 9-14=-1154/1715, 11-14=-1154/1715, 11-15=-1042/1850, 8-15=-1042/1850, 7-8=-1042/1850, 7-16=-1042/1850, 6-16=1042/1850, 6-17=-54/68, 5-17=-54/68 WEBS 2-8=0/314, 2-6=-1019/574, 3-6=0/239, 4-6=-496/944, 1-9=-971/604, 10-11=-408/371, 9-10=-704/969, 1-11=1248/810 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-9-12, Exterior(2) 9-9-12 to 12-9-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 1 and 307 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248, Florida Professional En gineetingti t§lnl. 36921 Special Inspector License Ido. Job Truss Truss Type Qty Ply ADD:CEDRON & COSENTINO (RC) 1 B5 Roof Special 1 [10088 DECO TRUSS COMPANY INC. Princeton, FL 33032, MARIO ESPINEIRA 13 10 3x4 = 0-8-0(0-1-8) Plate Offsets (X,Y)— [3:0-1-11 0-2-4) LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 11 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TPI2007 6-7-13 6-7-13 14 6-7-13 6-7-13 CS]. TC 0.67 BC 0.83 WB 0.95 (Matrix-M) 4.54 12 3x4 2 7 1x4 II Job Reference (optional) Run: 7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:52 2017 Page - ID:fh1MEpZ9ZylwthtrXdbiipzGJhU-oBMd9zR8lsLiMXr7NoBdIjLw5TOYdHIQVxiGkWz?9rr 13-3-9 6-7-13 12 15 13-3-9 6-7-13 DEFL. in (loc) 1/defl L/d Vert(LL) -0.05 7-10 >999 360 Vert(TL) -0.29 6-7 >619 240 Horz(TL) 0.04 5 n/a n/a BRACING - TOP CHORD BOT CHORD • • • •• • • • • • • • • 4x4 3 15-3-8 1-11-15 4.04112 Scale = 1:29 t 3x4 41111410:44: '9 6 • elf • • 3x8 •••••5 • • • • ex611 • • • t12-8(0-18)• • • • ▪ • 15,3-8 l • 1-11-15 • • • ...• PLATES • GRIP • • •••••'•MT20 •••2.44/:J0 • •• •• • ••••••Weight:81lb • FT = 0% ••• • • • • Structural wood sheathing dirdttly apppied or 4-4-115 oc puffins, except end vertltals. Rigid ceiling directly applied otfrLi0ocsrracing. • • • • • • •• REACTIONS. (lb/size) 1=856/0-8-0 (min. 0-1-8), 5=810/0-2-8 (min. 0-1-8) Max Horz1=274(LC 6) Max Upliftl=-260(LC 6), 5=-292(LC 6) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-1360/825, 9-11=-1483/583, 2-11=-1312/596, 2-12=-436/150, 3-12=-319/161, 3-4=-310/202, 4-5=-819/510 BOT CHORD 8-13=-1141/1517, 10-13=-1141/1517, 10-14=-781/1309, 7-14=-781/1309, 7-15=-781/1309, 6-15=-781/1309, 6-16=-3/3, 5-16 —3/3 WEBS 2-7=0/330, 2-6=-1084/641, 3-6=-217/271, 4-6=-470/774, 1-8=-849/539, 9-10=-363/351, 8-9=-869/1036, 1-10=-1303/885 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-3-9, Exterior(2) 10-3-9 to 13-3-9 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1 and 292 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305235-4248 Florida Professional Engine erit =Lit;Cnse,No. 36921 Special Inspectnr License No. 636"` "' Job 10088 Truss BG6 Truss Type Half Hip Girder Qty Ply 1 ADD:CEDRON & COSENTINO (RC) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 9 3x4 =10 0-8-0(0-1-8) 3-11-9 3-11-9 Job Reference (optional) Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:53 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-HNw?MJSn3ATZzhQKxVislwtCctg4MtQakbSpGyz?9rr 7-11-1 11-1-11 1I1I-5110 3-11-9 3-2-10 2x4 II 4 3x4 T1 2 -1-1111111 .r 7 2x4 II 3 11 9 3-11-9 Plate Offsets (X,Y)— 11:0-2-15 Edge), j3:0-1-0,0-2-0j, j5:0-3-0,0-2-121, 16:0-3-12,0-2-4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014/TP12007 CSI. TC 0.24 BC 0.43 WB 0.34 (Matrix-M) 4.54 FIT 4x4 3 12 6 5x6 II 7-11-1 3-11-9 DEFL. in (loc) I/deft L/d Vert(LL) -0.03 7 >999 360 Vert(TL) -0.09 6-7 >999 240 Horz(TL) 0.02 5 n/a n/a 13 ••� ��• • • •• 5x6 = o'218 0- d) •• • • • •• • • • • • 3-5-15 •••• •I • • • • • PLATES GRIP •••••'MT20 •,••2.44/I90 • •• •• Scale = 1:25.( • •• • • • • • • • • 'vVeight: 73 lb • FT = 0% •• • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* W5,W3: 2x6 SP No.2 REACTIONS. (Ib/size) 1=691/0-8-0 (min. 0-1-8), 5=799/0-2-8 (min. 0-1-8) Max Hors 1=250(LC 5) Max Uplift1=242(LC 5), 5=-438(LC 5) Max Grav 1=691(LC 1), 5=893(LC 18) BRACING - TOP CHORD SOT CHORD • • • • •:•••• Structural wood sheathing directly applied or 4-9-9 oc puffins, excepttnd vertidhls. Rigid ceiling directly applied oT ti.T1 0: bracing... • • • • • •• FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-1441/476, 2-8=-1447/521, 2-3=-918/323, 3-4=-75/29, 4-5=-117/75 BOT CHORD 1-10=-679/1325, 9-10=-679/1326, 9-11=-682/1332, 7-11=-682/1332, 7-12=-682/1332, 6-12=-682/1332, 6-13=414/840, 5-13=-414/840 WEBS 2-7=0/279, 2-6=-646/285, 3-6=-293/946, 3-5=-1118/548, 8-9=-137/96 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.opsf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 1 and 438 lb uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 583 lb down and 243 lb up at 7-11-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 1-5=-20 Concentrated Loads (Ib) Vert: 6=-259 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional Engineering License No. 36921 Spe-ial ins la; t:r License No. 636 Job 10088 I Truss JG8 Truss Type Hip Girder Qty 1 Ply ADD:CEDRON 8 COSENTINO (RC) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA rc N Cr C 1x4 II -1-4-0 1-4-0 4.54 12 gral ' i S 9 12 6 13 5 I�� 6' 2x4 II •••••• W ••••4x6= 4x4 Job Reference (optional Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:55 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-Dm2ln?T1 bnjGD_ai2wkKNLzWnhVEgpFsCvxwLrz?9mv 4-9-10 8-4-13 4-9-10 { 3-7-3 4.04 12 2x4 II 4 10 T2 iJ• 3x4 = 11 0-8-0(0-1-8) Plate Offsets (X,Y)— [1:0-2-2,0-0-8], [2:0-2-15 Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Ina: NO Code FRC2014/TPI2007 CSI. TC 0.33 BC 0.45 WB 0.19 (Matrix-M) 4-9-10 4-9-10 { DEFL. in (loc) 1/defi Lid Vert(LL) 0.02 6-9 >999 360 Vert(TL) -0.05 6-9 >999 240 Horz(TL) 0.01 5 n/a n/a • • • • • •• • Scale = 1:195 • • • • 0-=-8(0-1-8) •• • • 31•13 • 3-7-3 .•■• • • • • • • • • •• I • .•.. PLATES GRIP •:••VT20 •••V4/r30 • •• •• • • •• • .Height: 51 lb • FT = 0% • • ••• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except W3: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=480/0-8-0 (min. 0-1-8), 5=302/0-2-8 (min. 0-1-8) Max Horz2=210(LC 3) Max Uplift2=-249(LC 17), 5=-221(LC 19) Max Grav2=536(LC 13), 5=627(LC 16) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-8=-793/127, 3-8=-797/193, 3-10=-40/0, 4-10=-38/40, 4-5=-155/104 BOT CHORD 2-11=-275/727, 9-11=275/727, 9-12=-279/730, 6-12=-279/730, 6-13=-276/682, 5-13=-276/682 WEBS 3-6=-39/589, 3-5=-770/312, 8-9=-209/155 • • • • Structural wood sheathing directly veiled or 6-0-eoc puffins, exceptlnd vertir�ls. Rigid ceiling directly applied of 1Q,J-u o4 bracing.• • • • • • • • • • • • •• NOTES- 1) VUAnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 2 and 221 lb uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 230 lb up at 4-9-10, and 14 lb down and 67 lb up at 6-5-12 on top chord, and 154 lb down and 46 lb up at 4-9-10, and 207 lb down and 6 lb up at 6-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 2-5=-20 Concentrated Loads (Ib) Vert: 6=36 3=230 10=-7 13=-17 Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional En SineeringLicense No, 36921 Special Inspector License No. 636 ` Job "10088 Truss J6 Truss Type JACK -OPEN Qty 1 Ply 1 ADD:CEDRON & COSENTINO (RC) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA C C 1 -1-4-0 Job Reference (optional Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:54 2017 Page • ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-IZUNafSPgTbQbr?WVDD5g8QGIH615P0jzFBNpOz?9m 6-2-1 1-4-0 1x4 jl 0-8-0(0-1-8) 7 !7� 10 3x4 = 4.54 FIT 6-2-1 B1 6-2-1 11 • • • • • •• • • 0-1-8(0-1-8) • ••••� • • • • • • •• 6-2-1 Scale = 1:15.: • • • • • M N Plate Offsets (X,Y)— [1:0-2-20-0-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 SP No.2 2x4 SP No.2 2x4 SP No.2 1 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.69 BC 0.66 WB 0.00 (Matrix-M) REACTIONS. (lb/size) 3=203/0-1-8 (min. 0-1-8), 2=533/0-8-0 (min. 0-1-8), 4=61/0-1-8 (min. 0-1-8) Max Horz 2=170(LC 4) Max Uplift3=-126(LC 6), 2=-212(LC 4) Max Grav3=203(LC 1), 2=533(LC 1), 4=250(LC 15) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-7=-979/974, 7-9=-128/0, 3-9=-117/55 BOT CHORD 6-10=-1458/1148, 8-10=-1458/1148, 8-11=0/0, 4-11=0/0 WEBS 2-6=-878/1366, 7-8=-235/620, 6-7=-2057/1476, 2-8=-1751/2227 DEFL. in (loc) I/defl Vert(LL) 0.07 4-8 >999 Vert(TL) -0.22 4-8 >336 Horz(TL) 0.01 2 n/a BRACING - TOP CHORD BOT CHORD L/d 360 240 n/a • • • a • • • • • • • • • PLATES.. GRIP ••••IIMT20 •••244/090 • • • • • •• •• • • • • 'Weight: 23 lb • FT = 0% • a • • • • • • • • • • • • ;•••• Structural wood sheathing directly applied or 5-7-lioc purlins. • • Rigid ceiling directly applied o* 10-010 o: bracing.• • • • • • •• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-4-11 to 2-10-3, Exterior(2) 2-10-3 to 6-1-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 212 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering'Lieensc No. 36921 Special Inspector License No. 636. • Job 10088 Truss J5 Truss Type Jack -Open Qty 1 Ply 1 ADD:CEDRON 8 COSENTINO (RC) DECO TRUSS COMPANY INC. Princeton, FL 33032, MARIO ESPINEIRA 1 -1-4-7 Job Reference (optional Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Jul 05 10:05:53 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-HNw?MJSn3ATZzhQKxVislwt9gtgoMymakbSpGyz?9m 4-8-1 1-4-7 2x4 - 10 4-8-1 4-8-1 4-8-1 • • • • • •• • 3 • • • • • • •••• • • • • Scale: 1"=1 0 • • a Plate Offsets (X,Y)— j1:0-2-2,0-0-8j LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Ina YES Code FRC2014/TP12007 CSI. TC 0.43 BC 0.45 WB 0.00 (Matrix-M) REACTIONS. (lb/size) 3=151/0-1-8 (min. 0-1-8), 2=436/0-8-2 (min. 0-1-8), 4=49/0-1-8 (min. 0-1-8) Max Horz2=143(LC 4) Max Uplift3=-93(LC 6), 2=-202(LC 4) Max Grav3=151(LC 1), 2=436(LC 1), 4=239(LC 15) DEFL. in (loc) 1/deft L/d • Vert(LL) 0.03 4-8 >999 360 Vert(TL) -0.09 4-8 >635 240 • Horz(TL) 0.00 2 n/a n/a BRACING - TOP CHORD BOT CHORD • • • • • ••••(PLATES GRIP • • •••• MT20 • 244/190 • • • • •••• • Weight: 19 lb FT = 0%u • • • • • • • • • • Structural wood sheathing directly applied or 4-8-1 cc puriins. Rigid ceiling directly applied dr tac c?bb bracing. • • • • • • • • • • • •• • •• • • • • • • • • • • •• FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-7=-594/345, 7-9=-98/0, 3-9=-90/40 BOT CHORD 6-10=-615/672, 8-10=615/672, 8-11=0/0, 4-11=0/0 WEBS 2-6=-556/993, 7-8=-140/419, 6-7=-961/792, 2-8=-962/1002 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C,Comer(3) -1-5-2 to 2-9-13, Exterior(2) 2-9-13 to 4-7-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 202 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmourd ,.,. ; ai hari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering Ucensc No. 36921 Special Inspector License No. 636' STA\DAD LATEAL WE3 3�ACI\G TRUSSES ® 24" O.C. TYP. 11 N/ /rn 11 // /1 4t1' rj END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X-BRACED AS NOTED ON THIS DETAIL. LATEAL 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X-BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10.-0" FOR FORCE GREATER THAN 2509 lbs. 3ACING DETAIL • • • •• •••• • • •• •• • ••• • • • • • •• � . • ALT. LATEAL 3 ACI\G DETAIL TRUSSES ® 24" O.C. TYP. FT- BRACE WITH 10d NAILS ® 6" O.C. TYP. NOTE: • • • • • • •• •• • • • • • •• •• • •O.C. TYP. • • TT• 113114CE S/ji4F S17� AND GRADE AS WEB. • • WEB (2x6 .MAX.) • WE.3 SECTIO\ DETAIL BRACE MUST BE 80% THE LEHGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. • .•••• •• .•••• • •; • • MINIMUM GRADE OF LUMBER T.0 SEE STRUCTURAL SHEET. B.0 SEE STRUCTURAL SHEET. WEBSSEE STRUCTURAL SHEET. TPI-2007 Revised: 7/7/94 03/2012 LOADING (PLF) L. D. T.C. 30 15 B.C. 0 10 SPACING: 24 INCH 0/C. STR. INCR.: 33% DRAWN BY: G.L.H. CHECKED BY: J.A.I. REP. STRESS: YES L L MITek Industries Inc. Mahmoud _Zolfaghari 13901s S`W., 10'8 Ave Miomi,f'FL.Ir 33176 305 25.3=2428 P.E. 'No:) 36921 '- Approved for MITek Industries Inc. TRUSS COMPANY, INC. Truce & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0" AND 7'-0" SETBACK, USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) -16D NAILS AND USE USP RT8A (UR) HURRICANE CLIP .... FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP MCA. UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS.jt, WITH • .; THREE (3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE C. 2. . .... 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITH THREE (3) - 16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AM1= & • • BOTTOM. • • • . • . 3. FOR COMMON JACKS 5'-0" TO 7'-0", USE USP JUS26 HANGER:ON•JOT'It5M•' CHORD AND NAIL TOP CHORD WITH THREE (3) - 16D NAILS AND USE MJSP. • RT8A (UR) HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) - 16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals For nailing and proper use of hangers. Hanger / Strap I.D. Number State of Florida Approval Number HJC26 & HJC28 Florida Approval Number FL17236-R1 SKH26 UR Florida Approval Number _ FL17243-R1 RT8A — Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 ® 2015 MiTek. All rights reserved. Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved lab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest load values from the most current evaluation report. Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC and 2012 IRC building codes that discuss the use of products contained in this catalog. We strongly encourage you to consult with a qualified design professional to review the exact requirements of the relevant code references for your project. Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 International Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code ,i Agency Approval Listing Code Ref. ESR-2266 1 ESR-3444 2 ESR-1678 3 ESR-1702 4 ESR-3445 5 ESR-3446 6 ESR-1970 7 ESR-3447 8 ESR-2685 9 IC, .. ::z:::: 11 ESR-2761 12 ESR-2787 13 ESR-3455 14 ESR-3456 15 ESR-2089 16 ESR-2362 17 ESR-2526 19 ESR-3768 20 ESR-3847 21 ESR-3754 22 IAPMO-UES ER ER-0200 30 ER-0201 31 ER-0311 32 ER-0473 33 RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 ELAVaD BS RR 25759 R6 RR 25753 R7 LA City - RR 25976 R8 City of Los Angeles, California RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 R16 RR 26048 R17 §3 USP STRUCTURAL CONNECTORS Mnek' Code Agency Approval Listing Code Ref. 1FL17248 , State of • Florida. • • • Product... • . Approvals.. • .. •••••• ...• •• .••• • • • ' ' •,.•�• •FL17229 FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL578 F9 FL17247 F10 F11 FL17249 F12 FL173i4 • • • F14• , FL17.325 • F15 FL17680 . • ; F16, FL17699' F17; FL20872•.• - F18 FL1gni F19. FL1247 ••• F22. FL2033 • F23 FL5e .... F25. F26: FL62�2i• • ' • : F28 FL17231 F29 FL17219 F31, FL17227 F32 FL17230 F33 FL17246 F35 Prescriptive Code -- 100 Pending for Code Evaluation Contact us for test data 110 No Load Capacity -- 120 No Code Listing Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websites ICC-ES — ESR reports: http://www.icc-es.org/Evaluation_Reports IAPMO Uniform ES — ER reports: www.iapmoes.org/EvaluationReports City of Los Angeles — LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: www flnrirlahi iilrlinn nrn/nr • • • • • • ••• • • •••• • •.. • • ••• • • • • • • • •••. • © 2015 MiTek. All rights reserved. Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip truss/rafter. Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. R 45° —► i .:E— 45° -i� Typical HJC/HTHJ installation top view Typical HJC/HTHJ installation 45° Typical HHC installation top view HHC 410 USP" STRUCTURAL CONNECTORS MTek •••• • • • a• • ••• • r • • •• • • "� 45° — ►.: E•— 45° -12 m •N • TyI Jl ▪ • • • • installaftion top view • • •' ••• • •••• • • • • •• •• •• •••• • • • 1-7/8" • 3-1/4" • • • • •• • V • • • 1-3/4 • ••• • • 10-1/2" HJHC Description 'a USP Stock No. Ref. No. Steel Gauge H • (in) • Fastener Schedule' DF/SP : Allowable Loads (Lbs.)2 S-P-F ' Allowable Loads (Lbs.)2 C. Ref. Supporting Member ;g •':" Supported Member per -Hip, per Jack Type Floor Roof Uplift' Floor Roof Uplift' 100% 115% 125% 160% 100% 115% 125% 160% Qty Type Qty ' Qty 2 x6right/left HJC26 LTHJA26, THJA26, THJU26 12 5-3/8 16 16d 5 7 10d 2385 2740 2980 1840 2180 2510 2725 1955 10 R8, F5 2 x 8 right/left HJC28 — 12 7-1/8 20 16d 6 8 10d 2980 3425 3505 1840 2725 2855 2855 1965 x 6 terminal ' HHC26 LTHJA262 TH JA26 12 5-7/16 20 „16d 5 — . 10d 3100 3505 3505 2130 2725 2800 2800 1870 130 2x8term1na1 HHC28 12 7-3/16 -24 16d 6 — 10d 3505 3505 3505 2410 2805 2805 2805 1930 2 x 6 terminal HJHC26 12 5-7/16 20 16d 5 2 10d 3100 3505 3505 2410 2725 2815 2815 1935 2x8terminal HJHC28 -- 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 2410 2820 2820 2820 1940 2 x6terminal HTHJ26-18 18 5 16_ 16d 7 5 16d 2190 .2520 2740 1790 1920 2110 2110 1225 10,R8, F5 HJC Specialty Options Chart Option Hip Truss Skew Range 30'to 60' Allowable Loads 100% of table load Ordering Add SK, angle of hip required, to product number. Ex. HJC26_SK55 rt.:A: —Specify angle ®�. `j (60° max) `\ Typical HJC (skewed) installation with altarnata etraw annip tnn viaw AI • • • • • 3-1/4" 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" Varies 8"max. width HJC (skewed) 3-1/4" N d 01 C <4 Hangers SKH / SKHH Skewed 45° Hangers Typical SKH26L installation left skew w SKHH210L left skew SKHH210L-2 left skew CUSP STRUCTURAL CONNECTORS MiTek AVAILABLE IN GOLD COAT 8eam/.olst - Slie USI Stock No. Ref. No. Ga. Dimensions (n) Fastener Schedole2 DF/SP Allowable Loads (Los.) - 'S-P-F Allowable Loads (Los.) , o » $ i Code Ref. Header ' Joist W H. D • Qty Type QV Type Floor ;Roof Uplift' Floor Root Uplift'A 160% 100% 115% 125% 160% 100% 115% 125% 2x 4 SKH24UR SUR/124 16 1-9/16 3-1/4 1-7/8 4 16d 4 10d x1-1/2 510 510 510 565 395 395 396 440 6,R11, 23 2x 6-8 S10H26UR SUR/L26 16 1-9/16 5-1/4 1-7/8 6 16d 6 10dx 1-1/2 830 890 890 1085 700 700 700 980 SKH1-126UR - 14 1-5/8 5-1/8 3-1/4 18 16d 12 10d x 1-1/2 1850 1980 1980 885 1555 1555 1555 695 • • • • 130 2 x 8-12 SK1-128UR -- 16 1-9/16 7-1/4 1-7/8 10 16d 8 10d x 1-1/2 1380 1465 1465 .1360 11W 11611 1160 10 ••it R11, F3 SKHH28UR -- 14 1-5/8 7 3-1/4 26 16d 16 10dx 1-1/2 2465 2780 2790 1260 2116 2280182200 995 130 2 x 10 14 SI01210L/R SURIL210, SUR/L214 16 1-9/16 9-1/4 1-7/8 14 16d 10 10dx1-1/2 1790 1790 1790 1565 1428.540140 • •• • :j• •• 1425 • 1245 'I •' 46, R11, • F3 SKHH21OL/R - 14 1-5/8 9 4-1/4 34 16d 20 10dx 1-1/2 2935 2935 2935 1520 231bi IS3U' R330 1210 • 130 1-39-1/4 -14. SKH17201JR SUR/L1.81/9 16 1-13/16 9-1/8 1-7/8 14 104' .-10 10d x 1-1/2 1625 1870 2030 1565 1430 V110730 12; 6 • • • • i • • 6 R11, ! F3 '1-3/4x 11-1/4-18 SKH1724UR SUR/L1.81/11, SUR/L1.81/14. 16 1-13/16 11-1/8 1-7/8 16 104 10 10d x1-12 1855 '2135 2320 1565 16 ♦ a •♦ •��� emu . 12 • • •• • 2 - 2-1/8 x 9-1/4-14 SKH2O2OUR SUWL2.06/9, SUR/L2.1/9 16 2-1/8 9 1-7/8 14 10d 10 10d x 1-1/2 1625 1870 2030 1565 1433.1/45, • . 8715 •_ 1235- 2 - 2-1/8 x 11-1/4-18 SKH2O24VR SUWL2.06/11, SUR/L2.1/11 16 2-1/8 11 1-7/8 16 10d 10 10dx 1-1/2 1855 2135 2320 1565 1635 • 1880 • /040 1236 • i 2-1/4 - 2-5/16 x 9-1/4-'14' 51012320UR SUR/L2.37/9 16 - 2-3/8 8-7/8 1-7/8 14 104 10 10d x 1-1/2 1625 1870 " 2030 1565 14�e 1i645 :715 1226 s • •�• i , 2-1/4 -114 -18 ' 2-5/16 x 11 • SKH2324UR Sl1RI12.37/11, SUR/L2 37/14 16 '2-3/8 10-7/8 . 1-7/8 16 10d 10 10dx 1-1/2.1855 2135 `2320 1565 1635 1880 2040- 1235 3x 6-8 SKH36UR - 16 2-9/16 4-3/4 1-3/8 6 16d 6 10dx 1-1/2 830 950 1025 1085 725 830 830 980 3x 8-12 SKH38UR -- 16 2-9/16 6-3/4 1-3/8 10 16d 8 10dx 1-1/2 1380 1585 1585 1360. 1210 1255 1255 1240 3x 10-14 5K113101JR - 16 2-9/16 8-3/4 1-3/8 14 16d 10 10d x 1-1/2 1930 2220 2250 -1565 1780 2045 2090 1245 3 x 12 -14 -16 SKH312UR -- 16 2-9/16 10-3/4 1-3/8 16 16d 10 10d x 1-1/2 2210 2500 2500 1565 2035 2190 2190 1245 I 2-1/2x. 9-1/4-14. SKH252OUR SUR/L2.56/9 16 2-9/16 8-5/8 1-7/8 14 10d 10 10dx1-1/2 1625 1870 2030 1565 1430 1645 1705 1230 2-1/2 x 11-1/4 -16 SKH2524UR SUR/L2.56/11, SURIL2.56/14 16 2-9/16 10-3/4 -1-7/8 16 101:1 10 10dx 1-1/2 1855 2135 2320 1565 1635 1880 2040 1230. 2-5/8 x 9-1/4 -14 SIOt2620UR - - 16 2-11/16 8-11/16 1-7/81 14 10d 10 10d x 1-12 1625 1870 2030 1565 1430 1645 1705 1230 2-5/8x 11-1/4-16 SKH2624L1R -- - 16 2-11/16 10-11/16 1-7/8 16 10d 10 10d x 1-12 1855 2135 2320 1565 1635 1880 2040 1230 (2)2 x 6-8 SKH261/R-2 * SUR/26-2 16 •.3-1/16 4-1/2 1-3/8 '6 ' 16d 6 10d 830 950 1035 1115 725 835' 865 980 SKHH26UR-2 HSUR/126-2 14 3-1/16 5-1/4 2 12 .164 4 164x 2-1/2 1850 2040 2040 885 1495 1495 1495 650 --- 130 SKHH26UR-21F . HSUR/LC26-2 14 • 3-1/16 5-1/4 . 2 12 ` 16d • 4 16d x 2-12. (2)2x 8-12 . . SKH28UR-2 ' ' ' - 16 ,3-1/16. '-6-1/2 1-3/8 10 16d 8 10d 1380 1585 1725 1360 1210 1395 1515 1065 6, R11,F3 (2) 2 x 10-14 -SKH210UR-2 ' 1.SUR/1210-2 '_16 `3-1/16, 8-1/2 1-3/8 14 16d 10 104 1930 2220 2415 1565 .1695 1950 2120 1235 SKHH210L1R-2 HSUR/L210-2, HSUWL214-2 14 3-1/16 8-1/2 2 20 16d 6, 16d x 2-12 3080 3475 3695 2280 ' 2580 2745 - 2745 1695 130 SKHH2IOUR-21F" ,-HSUR/LC21O-2 14 - 3-1/16 8-1/2 2 20 16d 6 16d x 2-1/2 (2)2x12-16 SKH21211R-2:' SUR/L214-2 16 3-1/16 •10-12 1-3/8 16 16d 10 10d . 2240 2575 2800 1565 1940. 2230 2405 _1235 3-1/2 x8-14 SKH410UR * SUR/L410 14 3-9/16 8-1/2 2-1/2 16 16d 10 16d 2255 2540 2540 1565 1995 2290 2400 1215 6, R11, F3 3-12 x12-18 SKH414UR • SUR/L414 14 3-9/16 12-1/2 2-1/2 22 16d 10 16d 3100 3565 3880 1565 2740 3150 3425 1215 4 x 6-8 SKH46UR '. SUR/L46 14 3-9/16 4-3/4. 2-1/2 10 16d 6 16d 1410 1590 1590 1355 1225 1225 1225 1050 SKHH46UR HSUR/L46 8 14 3-9/16 5-1/4 2-1/2 12 16d 6 16d ' ' 1850 2040 2L140 885 . 1490 1490 1490 650 1215 J--J 130 SKHH46URIF HSUR/LC46 ' 14 3-9/16 5-1/4 2-12 12 16d 6 16d SKH4101JR ' •SUR/L410 -14 3-9/16 8-1/2 2-1/2 16 16d 10 16d 2255 2540 2540 1565 1995 2290 2400 6,R11,F3 4x 10-14• SKHH410LIR HSURIL410 14 3-9/16 8=12 2-12 20 16d 10 •16d •3080 3475 3695 2280 2580 2736 2735 1690 — �] 130 SKHH410URIF HSUR/LC410 14 3-9/16 8-12` 2-1/2 20 16d 10 16d SKH414/R . SUR/L414 14 3-9/16 12-1/2 21/2 22 16d ,10 16d 3100 3565 3880 1565 2740 3150 3425 1215 6,R11,F3 4x 14-18' SKHH414UR- HS1J61L414 14 3-9/16 12-1/2 2-1/2 26 16d' 10 16d 4005 4515 4650 2280 3520 3740 3740 1835 • 41 130 SKHH414URIF HSUR/LC414 , '14 -3-9/16 12-1/2 2-1/2 ' 26 16d 10 16d 1) Uplift loads have been increased 60% for wind and se'smic loads; no further inc ease shall be permitted. 2) NAILS: 10d x 1-1/2 nails are 0.148 ' dia. x 1-12" long, l0d nails are 0.148" dia x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. -Miter cut required on end of joist to achieve design bads. Corros'on Finish ei Stainless Steel r4 Gold Coat irnr_ wa Trinln 7inr • • • • • • • • • • • • C 2015 MiTek. All rights reserved. ® 2015 MiTek. All rights reserved. Truss & Rafter HC / HCPRS / HHCP / LFTA / RT Rafter Ties Installation: • Use all specified fasteners. See Product Notes, page 17. • To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. • LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown. to USP STRUCTURAL CONNECTORS MiTek USP. Stock No: Ret: No.. Steel Gauge Fastener Schedule DF/SP Allowable Loads (Lbs.)' .:S-P-F Allowable Loads (Lbs.)1 o Q . 8 if. Code Ref. Truss/Rafter Plate Stud Uplift 160%' Lateral - Uplift with 8d x 1-12• Uprdt . 160% Lateral , ittigit with Bd x 1-112" F1 160% F2 ` 160% F1, 160% F2 160% Oty .Type My Type' Oty Type 160% '160%' , RT3A H3 18 4 8d 4 8d -- — 610 190 190 610 525 160 160 525 10, 5 • • i RT4 .H4 - 18 4 8d 4 Bd — • 410 , 215 215- 410 345 180 180, 345 RT5 H5 18 4 8d 4 8d -- -- 540 265 265 540 450 225 225 450 -, ., RT6 HS24 18 8 10d x 1-1/2 6 10d x l-1/2 • — — 665 - 800 800 665 560 670 .'670 scip• • • • RT7 — 18 5 8d 5 8d -- -- 585 195 ' 195 585 495 :60 •1+60 495• • • RT7A H2.5A 18 5 8d 5 Sd — — 670 210 210 670 565 17,6• 177r 545• • 4 RT7AT H2.5T 18 5 8d x 1-1/2 5 8d x 1-1/2 -- — 555 - 210 210 ' 555 465 liip 1811 465 • F18 RT8A H8 18 5 l0d x 1-1/2 5 10d x 1-12 -- — 775 215 215 775 650 . • 180 •180 650 10: • i R8e • • • • .. RT10 142,H2A 18 6 8d 8 8d 6 8d 585 195 195 585 495 61 O"11613 495 RT15 H1 18 5 8d x 1-1/2 5 8d — — 530 500 340 - - 530 , 445 ,Vg5• • Rt jl 415 4, RTt6A MA18 H14 9 10d x 1-1/270 8 10d -- -- 1380 800 645' 1380 1160 645 •••r•• •5 140 cm • RT16AR H10AR 18 9 10d x 1-11-1/28 10d -- -- 1380 800 645 1380 1160 ,pLO• • 1160 • • 130 RT16-2 H10-2 : ` 18 _ 8 8d ' 8 8(1 -- 1160 655 415 1160 , 975 ' _ 550 345 975 ' *11 10, fT87 • F5 HHCP2 HCP2 18 10 led x 1-1/210 10d x 1-1/2-- — 800 370 -- -- 800 670 ••t 'd , • •- 670 • HHCP4-TZ HCP4Z 16 8 tOd 8 100 — 1100 410 — — 920 •345 • • •� der• • 13� •• • •_ HC520 BBC 18 — - 11 ' 8d 6 ,8d 515 470 430 515 445 •405. a70 HCPRS -- 18 -- -- 5 Sd 6 8d 540 . 500 340 - ' 540 , 455 •33E • 20 VI • • 10, RV!'" LFTA62 H6 ..16 ,8 8d 8 8d — — 1210 700 90 1210 1015 590 75 1015 • • 14,R9,F7 RT20 -- 16 9 10d x 1-1/2 4 ( 10d 9 10dx 1-1/2 1200 — — 1200 1005 -- -- 1005 • 10,R8,F5 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) LFTA6: To achieve Fl lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral Fl and F2 load directions do not apply to roof truss -to -top plate installations. 3) 8d common nails may be substituted for 8d x 1-1/2 nails, and 10d common nails may be substituted for 10d x 1-1/2 nails. 4) NAILS: 8d x 1-12" nails are 0.131 " dia. x 1-1/2" long, 8d nails are 0.131" dia. x 2-1/2" long, 10d x 1-1/2" nails are 0.148" dia. x 1-1 /2° long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue font. Typical RT3A truss/rafter to plate installation Typical RT7A truss/rafter to rinirhla nlata inctallatinn Typica RT4 truss/rafter to plate installation Uplift !*.44,4 -„, Typical RT7AT 2x4 bottom chord inctallatinn Uplift I ,z .ei•• ' Typical RT5 Typical RT6 truss/rafter to truss/rafter to double plate installation plate installation ' -i,_ Typical RT8A stud to double plate inctallatinn Typical RT10 truss/rafter to double plate Corrosion Finish ra Stainless Steel 13 Gold Coat 5i HDG t Triple Zinc • Typical RT7 truss/rafter to double plate installation ) Typical RT15 truss/rafter to to chid inctallatinn rinrrhla plats, inctallatinn • • • • aauea'8 ssnal • •• • •• • • • •. • • • • • • • • © 2015 MiTek. All rights reserved. Hangers HUS / JUS / MUS Slant Nail Face Mount Joist Hangers The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30° to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options. See HUS Specialty Options Chart. Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS - 16d sinkers (0.148" x 3-1/4") may be used where 10d commons are specified with no load reduction. Double shear nail design features fewer nails and faster installation Uses standard length nails HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option Inverted Flange Range Not available in widths less than 2-1/4". 100% of table load. Allowable 65% of table load when Loads nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS410_IF Typical HUS410IF inverted flange installation Typical HUS46 installation AVAILABLE IN GOLD COAT • • ££USP STRUCTURAL CONNECTORS MTek Typical JUS26 installation A •Dimple allows • • 6r•o•15° •••• • • •• •• • • • • • • • • • • • • • • • • • m 2015 MiTek. All rights reserved. Hangers Face. Mount Hanger Charts usp STRUCTURAL CONNECTORS MTek ' Joist Size USP Stock No. Ref. No. Steel Gauge Dimensions (in)Fastener Schedule DF/SP Allowable Loads (Lbs.)a Corrosion Finish Code Ref. Header Joist W - H D A Qty Nail Qty Nail Floor Roof Uplift' 100% 115% 125% 160% 2 x 4 JL24 LU24 20 1-9/16 '3 1-1/2 15/16 4 10d 2 10d x1-1/2 470 540 580' - 320 5, R5,F2 4 16d 2 10d x1-1/2 560 640 696 320 JL24lF-TZ 18 1-9/16 3=1/8 1-1/2 4 10d HDG 2 10d x 1-1/2 HDG 465 535 580 280 31,R1, F32 4 16d HDG 2 10d x 1-1/2 HDG 550 615 615 280 JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 10d 675 775 835 510 5' R5, SUH24 U24 16 1-9/16 3-1/4 2 1-3/16 10d 2 10d x 1-1/2 500 560 605 380 4 16d 2 10d x 1 1/2 590 665 720. 380 H026 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 lodx11/2 565 650 -705 290 2 x 6 126 LU26 20 1-9/16 4-3/4 ;1-1/2 15/16 6 10d; 4 : 10d x 1-1/2 710 805 870 650 6 16d 4 10d x 1-1/2 • 840 960 1045 650. JL261F-TZ LUC26Z 1• 8 1-9/16 4-1/2 • 1-1/2 6 10d HDG 4 10d x 1-1/2 HDG 695 800 870 730 31,R1, F32 6 --16d HDG 4 10d x 1-1/2 HDG 830 950 1035 730 JUS26 1US26- 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 1000 1080 1115. • 5,115,F2 MUS26 • MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 *1475 4605 _ 86t• • • • 31, R1, 4,3i SUH26 U26 16 , 1-9/16 5-1/8 2 1-3/16 6 10d 4 10d x 1-1/2 7t1 •8A(i 920 75§ •-L 7'55 • • • •~ 5 • • R5,: • F2 • • • •. 6 16d 4 .10d x 1-1/2 880 •1 rk:r41280 HUS26. HUS26 16 1-5/8. 5-7/16 ,. 3 2 14 16d 6 16d 2760 3140, 3345 1925 HD26 HU26 - 14 1-9/16 . 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 - •g5'~yb5. 290 • HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 _ 10d x 1-1/2 1130 fAt •IQ10 _ 7 • i• • 2 x 8 JL26 LU26 1 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 710 eos • •870 600 6 16d 4 10dx1-1/2 840 •866•Ai45 .660.• JL26IF-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 6 10d HDG 4 10d x 1-1/2 HDG1 695 •8011• •170 730 • : •I 31, R1• • F32 6 16d HDG 4 10d x 1-1/2 HDG 830 • i�v •12951 •1600 •1935 730 JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 6 10d x 1-1/2 1180 1:95 1740 . 855 • 845• • • 5' R5' • 10 16d 6 10d x 1-1/2 1400 JL28IF-TZ 18 1-9/16 6-1/8 1-1/2 8 10d HDG 4 10d x 1-1/2 HDG 930 :1065, •1J60 713 • 31, Rtr • F32• 8 16d HDG 4 10d x 1-1/2 HDG 1105 1215 1215 730• • JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 1000 1080 1115 • 5,115,F2 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 6 10d 4 10d 1110 1270 1375 1115 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 31,R1, F32 MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 SUH26 U26 16 19/16 51/8 2 13/16 6 10d 4 10dx1-1/2 750" 840 MO 755 5, R5 F2 6 16d 4 10d x 1-1/2 880 1000 1080 755 SUH28 ---- 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1 1/2 1000 1120 1210 800 8 16d 6 10dx1-1/2 1175 1335 1440 800 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 2760 3140 3345 1925 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 4170 4345 4345 2570 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 1295 1410 730 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-1/2 1690 1945 2115 730 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) 16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30° to 45' angle through the joist or truss into the header to achieve the table loads. 4) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel CIGold Coat HOG CSTriple Zinc • • • • • • • • • • • • • • •• • • • • • • � • • • • • • • • • x 0, Ca CD Plated Truss THD Heavy -Duty Face Mount Truss Hangers Medium -to -heavy capacity face mount hanger. Some THD models are available with a min/max installation option. Materials: See chart Finish: G90 galvanizing Options: See chart for Corrosion Finish Options Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • THD Min — Fill all round nail holes. • THD Max — Fill all round and diamond holes. Some model designs may vary from illustration shown Typical THD28 installation usp. STRUCTURAL CONNECTORS MTek THD double or larger • • • • • ••• • • •••• Joist / Truss Size USP Stock No. Ref. No. . Steel Gauge Dimensions (in). fastener Schedule2 DF/SP • • • Allowable Lodlht Or • Corrosion Finish . • • • e :If , W H D A Min/ Max Header Truss Qty Type- Qty Type . Floor Roof. • Itlplgt' 125% 1& 100% 115%' 2 x 6 - 8 THD26 HTU26 16 1-5/8 5-1/16 3 1 7/8 Min 18 16d 12 10d x 1-1/2 2645 3000 306•0• 2265 I•I `• • • • • • •• • • • R5, F2 , Max 20 16d 20 10d x 1-1/2 2940 3335 APO, •2630 2 x 8 -10 THD28 I HTU28 16 1-5/8 7 3 1 7/8 Min 28 16d 16 10d x 1-1/2 4115 4485 MI5 •~a3�0 Max 28 16d 26 10d x 1-1/2 -4115 4670 V0• 2 x 10 -12 THD210 HTU210 16 1-5/8 9 3 1-7/8 Min 38 16d 20 10d x 1-1/2 5115 5115 9415 403005 37g0 Max 38 16d 32 10d x 1-1/2 5585 6335 • 6415 (2) 2 x 6 - 8 THD26-2 HHUS26-2 , HTU26-2 14 3-7/16. 5-3/8 3 2 -- 18 "16d - 12 10d 2770 3150 • '3355 • • 02340• • (2) 2 x 8 - 10 THD28-2 HHUS28-2, HTU28-2 14 3-7/16 •7-1/8 3 2 28 ' 16d 16 10d 4310 4860 5005 2595 (2) 2 x •10 -12 THD210-2 HHTU210-2 14 3-7/16 9-1/8 3 2 - 38 16d 20 10d 5850 6600 7045 3905 4 x 6 - 8 THD46 HHUS46 14 3-5/8 5-5/16 3 1 2 -- 18 16d 12 10d 2770 3125 3355 2340 4 x 8 - 10 THD48 HHUS48 14 3-5/8 7-1/16 3 2 -- 28 16d 16 10d 4310 4860 5005 2595 4 x 10-12 THD410 HHUS410 14 3-5/8 9-1/16 3 2 -- 38 16d 20 10d 5850 6600 7045 3905 4 x 12 -14 THD412 -- -- 14 3-5/8 11 3 3 -- 48 16d 20 10d 7045 7045 7045 3905 4 x 14 -16 THD414 -- -- 14 3-5/8 12-7/8 3 3 -- 58 16d 20 10cl 7045 7045 7045 3905 (3) 2 x 10 -12 THD210-3 HH1JS210-3 • 12 5-1/8 9 3 3 -- 38 16d 20 10d 6535 7255 7605 3850 6x 10 -12 THD610 HHUS5.50/10 12 5-1/2 9 3 3 -- 38 16d 20 10d 6535 7255 7605 3410 6 x 12 -14 THD612 -- -- 12 5-1/2 11 3 3 -- 48 16d 20 10d -8255 8415 8415 4255 6 x14-16 THD614 ---- 12 5-1/2 12-7/8 3 3 -- 58 16d 20 104 8415 8415 8415 4255 (4) 2 x 10 -12 THD210-4 HHUS210-4 12 " Mil 9 3 3 -- - 38 16d 20 10d , 6535 7255 7605 3850 7 x 9-1/4 - 14 THD7210 HHUS7.25/10 12 7-1/4 9 , 3 3 -- 38 16d 20 10d 6535 7255 7605 3410 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nabs are 0.148" dia. x 3" long,16d nails are 0.162" dia. x 3-1/2' long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel flGold Coat E7HDG ®Triple Zinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option Skewed''' Sloped Seat2 Sloped / Skewed?'3 Inverted Flange Range T to 45 1' to 45 See Sloped Seat and Skewed Not available in widths < 3". Widths > 3" can have one flange inverted. Allowable Loads 85% of table load 65% of table load 65% of table load 100% of table load. 65% of table load when nailing into the support members end grain. Ordering Add SK, angle required, right (R) or left (L), and square cut (SO) or bevel cut (819 to product number. Ex. THD410 SK45R SO Add SL, slope required, and up (1/J or down (D), to product number. Ex.THD410_SL3OD See Sloped Seat and Skewed. Ex. THD410_SK45R_SO_SL3OD Add 1/F, one flange, right (R) and left (L), to product number. Ex. THD410_11FR • • • • • •• • • • • • •• • • •• •• • • . • • • • • • •• 1) Skewed hangers with skews greater than 15° may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15° may have additional joist nails. 3) For skewed hangers, the required cut type (square or bevel) of joist member may vary based on skew angle and width of hanger. Some square cut hangers will require custom pricing due to welded back plate. New products or updated product information are designated in blue font. m 2015 MiTek. All rights reserved TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com Hanger Approvals for Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger / Strap I.D. Number State of Florida or Miargi-Qade•Miunty•• Approval Nurnlidr •••.: •• THD Series FL 13285 :... THDH Series FL 821 ' GTWS2T, GTWS3T, GTWS4T FL 6223 ....• "' •. . .... HTW16 Twist Straps FL 820-R2 •• •• •• SKH26 UR Miami -Dade Approval Nutnter 11�ti610.01.• .. • •• • •• • • • .. • .• r %UsoP ® rMR•k p i ryHEAVY Durxtp tiEMo NTRuss HALE s Materials: See chart Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3" can have one flange inverted with no load reduction. Specify right (R) or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 Installation: • Use all specified fasteners. See Product Notes, page 11. Some model designs may vary from :z illustration shown , See EWP;applications pages 121-122 r • -tom „4,w4 - ERI4, ;>;�-,f45A ri s H�DhSES 'st Typical THD210 installation • • • • • • •7.HD28 •••• •• • ••• • U Joist! Truss Size USP Stock No. Ref. No. Steel Gauge Dimensions Fastener Schedule2•' Allowable Loads (Lyn,)• • • • • • • • • COie •• • • RdT. • W H D Header Truss DF-L/SP • Qty Type Qty Type Floor Roof • • •tiPtift' 100 % 115% 125 % • • • 1,6% 2 x 6 - 8 THD26 HTU26 16 1-5/8 5-1/16 3 18 16d 12 10d x 1-1/2 2485 2855 3060. • • • Z1T0 • • • • • • • i6, • F14, •••63Y,• • D2 •, • R5 • • • • • 2 x 8 -10 THD28 HTU28 16 1-5/8 7 3 28 16d 16 10d x 1-112 3865 3965 3965 • • • �350 ' 2 x 10 -12 THD210 HTU210 16 1-5/8 9 3 38 16d 20 10d x 1-1/2 5075 5115 5115 3095 (2) 2 x 6.8 THD26-2 HHUS26-2, HTU26-2 14 3-7/16 5-3/8 3 18 16d 12 10d 2540 2920 317Z • : •1I5 (2) 2 x 8 -10 THD28-2 HHUS28-2, HTU28-2 14 3-7/16 7-1/8 3 28 16d 16 10d 3950 4540 . 4939• 29•5 (2) 2 x 10 -12 THD210-2 HHUS210-2, HTU210-2 14 3-7116 9-1/8 3 38 16d 20 10d 5360 6160 6700s 46810 4 x 6.8 THD46 HHUS46 14 3-5/8 5-5/16 3 18 16d 12 10d 2540 2920 3175• •a . • 245 4 x 8 -10 TH048 HHUS48 14 3-518 7-1/16 3 28 16d 16 10d 3950 4540 4935 2595 4 x 10 -12 THD410 HHUS410 14 3-5/8 9-1/16 3 38 16d 20 10d 5360 6160 6700 3810 4 x 12 -14 THD412 -- — 14 3-5/8 11 3 48 16d 20 10d 6770 7045 7045 3810 4 x 14 -16 THD414 — — 14 3-5/8 12-7/8 3 58 16d 20 10d 7045 7045 7045 3810 5. F30. R5 (3) 2 x 10 -12 THD210-3 HHUS210-3 12 5-118 9 3 38 16d 20 10d 5660 6510 7045 3850 5, F18, F30. D2. R5 6x 10-12 THD610 i HHUS5.50/10 12 5-1/2 9 3 38 16d 20 10d 5660 6510 7080 3410 5, F18, F10, F30, D2, R5 6 x 12 -14 THD612 -- 12 5-1/2 11 3 48 16d 20 10d 7150 8225 8415 4065 6 x 14 -16 THD614 — — 12 5-1/2 12-7/8 3 58 16d 20 10d 8415 8415 8415 4065 5, F30, R5 7 x 9-1/4 -14 THD7210 HHUS7.25/10 12 7-1/4 9 3 38 16d 20 10d 5660 6510 7080 3410 5, F18, F30. D2. R5 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 gauge (0. 48" diameter) by 1-1/2" long. 3) Minimum nail penetration is 1-5/8" for tad nails. Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details. Option Skewed'" Sloped Seat" Sloped I Skewed".' Inverted Flange Range 1' to 45' 1' to 45' See Sloped Seat and Skewed Not available in widths < 3". Widths > 3 can have one flange inverted. Allowable Loads 85% of table load 65% of table load 65% of table load 100% of table load. 65% of table load when nailing into the support members end grain. Ordering Add SK,angle required, and right (R) or left (L). to product number. Ex. THD410-SK45R Add SL,slope required, and up (U) or down (D). to product number. Ex. THD410-SL30D See Sloped Seat and Skewed. Ex. THD410-SK45RSL30D Add ftFpne flange, right (R) and left (L), to product number. Ex. THD4101lFR 1) Skewed hangers with skews greater than 15' may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15° may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cut o stare cut on joist in all applications. 1-800-328-5934 • www.USPconnectors.com 0 0 O C C C C) • • • • it, ••••4. • • • • • • • • • • • • HEAVY-DUTY TRUSS HANGERS - 'THDH SERIES l/%USP .,14000NNECTORS' A MIL•k'Company Materials: 12 gauge Finish: G90 galvanizing Options: See Specialty Options Chart. Codes: ESR-1881, FL821, FL9835, Dade County, FL 06-0921.05 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven in at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. Drive joist nails into header at 50° to 45° to achieve listed loads. Typical THDHdouble shear installation Typical THDH26-2 See EWP applications pages 121-122. installation Joistl Truss Size USP Stock No. Dimensions Fastener Schedule' Allowable Loads (Lbs.) Code •lei• • • R13 Ref. No. W H Header Truss DF-L I SP S-P-F D Coy Type Qty Floor Roof Uplift Floor Roof Uplift' Type 100% 115% 125 % 160% 100% 115% 125% 160% 2 x 6 - 8 THDH26 HGUS26 1-5/8 5-7/16 5 20 16d 8 16d 3915 4505 4895 2340 3370 3880 4L00 1e65 6, F15,Fi8i06, 2 8-10 THDH28 HGUS28 1-5/8 7.3/16 5 36 16d 12 16d 6770 7395 7395 4370 5830 6210 6216 • 36Z 6, F'65416, 02, j213 x 2 10 THDH210 '. - 1-5/8 9-3/16 5 46 16d 16 16d 8725 9580 9600 5400 6835 7385 ;IV. i5 5 6, F15,PR131, a11213 x -12 2-11/16 x 9-1/4 -14 . THDH27925 HGUS2.75110 2-3/4 9-1/8 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 •2930 6, F15, F18, 11-1/4 -16 THDH27112 HGUS2.75/12 2-3/4 10-718 4 56 16d 14 16d 9845 9845 9845 5225 7655 8135 Alt 437b 6, F15!R13 2-11/16 x 2-11/16 x 14 -16 THDH2714 HGUS2.75/14 2-3/4 12-1/4 4 66 16d 16 16d 9845 9845 9845 6810 8110 8270 8210• 9835 F, F15, Ri3 6,FZ57F1M!R13 6, F15S R13 3-1/4 x 9-1/2 THDH3210 HGUS3.25/10 3-3/16 9-3/8 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 No. Z930 3-1/4 10-5/8 THDH3212 HGUS3.25/12 3-3/16 10-5/8 4 56 16d 14 16d 9845 9845 9845 5960 8270 8270 : 0 5105 x (2)2x6-8 THDH26-2 HGUS26-2 3-7/16 5-3/8 4 20 16d 8 16d 3915 4505 4795 2235 3370 3880 40 0• 6 13° 2 8 THDH26-2 H5US28-2 3-7116 7-1/8 4 36 16d 10 16d 6535 7515 8025 2665 5635 6480 emu !240 6, F15, RIP (2) x -10 (2) 2 x 10 -12 THDH210-2 HGUS210-2 3-7/16 9-1/8 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 19416• 6910 6, F18, F15, D2, R13 4 6 8 THDH46 HGUS46 3-9/16 5-318 4 20 16d 8 16d 3915 4505 4895 2605 3370 3880 :215 2120 6, Ft6, F15, D2, R13 x - 4 8 THDH48 HGUS48 3-9/16 7-1/8 4 36 16d 10 16d 6535 7515 7835 3185 5635 6480 6580 2675 • •6►p1i • R13 x -10 4 x 10 -12 THDH410 HGUS410 3-9/16 9-1/8 4 46 16d 12 16d 8260 9010 9010 3970 7120 7570 Z570 3;5 6, F18, F15, D2, 4 12 THDH412 HGUS412 3-9/16 10-1/2 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 82.00 43N0 •61R15, R1i x -14 THDH414 HGUS414 3-9/16 13-1/6 4 66 16d 16 16d 9845 9845 9845 6810 8270 8270 8270 5835 6, F1 ,11: 4 x 14 -16 2 6 8 THDH26-3 HGUS26-3 5-1/8 5-7/16 4 20 16d 8 16d 3915 4505 4795 2235 3370 3880 4030 1880 6, F18, F15, D2, R13 (3) x - 2 8 TH0H28-3 HGUS28-3 5-1/8 7-3/16 4 36 16d 12 16d 6770 7785 8025 2665 5830 6705 6740 2240 6, F18, F15, D2, R13 (3) x -10 (3) 2 x 10.12 THDH210-3 HGUS210-3 5-1/8 9-3/16 4 46 .164 16 16d 8725 9855 9855 4565 7520 8275 8275 3835 6, F15, F18, R13 2 12 THDH212-3 HGUS212-3 5-118 11-3/16 4 56 16d 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 6, F15, R13 (3) z -14 14-16 TH0H214-3 HGUS214-3 5-1/8 13-3/16 4 66 16d 22 16d 11645 11645 11645 5795 9780 9780 9780 4865 6, F15, R13 (3)20 6 x 10 -12 THDH610 HGUS5.25110, HGUS5.50/10 5-1/2 9 4 46 164 16 16d 8725 9855 9855 4565 7520 8275 8275 3835 6, R13 6 x 12 -14 THDH612 HGUS5.25/12, HGUS5.50/12 5-1/2 11 4 56t 16d 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 6, R13 6 14 THDH614 H01JS5.50/14 5-1/2 13 4 66 16d 22 16d 11645 11645 11645 5795 9780 9780 9780 4865 6, R13 x -16 6-3/4 x 9 -14-12 THDH6710 HGUS210-4, HGUS6.88/10 6-7/8 8-13/16 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 2930 6, F18, D2, R13 6-3/4 x 11 -18 THDH6712 HGUS212-4, HGUS6.88/12 6-7/8 10-13/16 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 8270 4390 6, 6-3/4 x 13 - 20-1/2 THDH6714 HGUS214-4, HGUS6.88/14 6-7/8 12-13/16 4 66 16d 16 16d 9845 9445 9845 6810 8270 8270 8270 5835 6, R13 7-1/4 x 9-1/4 -14 THDH7210 HGUS7.25/10 7-1/4 9 4 46 16d 12 16d 8260 9010 9010 3970 7120 7570 7570 3335 6, F18, D2, R13 THDH7212 HGUS7.25/12 7-1/4 10-1/2 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 8270 4390 6, R13 7-1/4 x 11-1/4 -16 14 THDH7214 HGUS7.25114 7-1/4 12-1/4 4 66 16d 16 16d 9845 9845 9845 6810 8270 8270 8270 5835 6, R13 7-1/4 x -18 1) Uplift loads have been 2) Joist nails need to be m u „m nail wnet increased 60% for wind or seismic oads; no further increase hall be permitted. toe nailed al a 30° to 45- angle to achieve allowable load shown. atinn shall be 1-5/8' for 16d nails. $Ome modelT designs may.Vary-=. e ; �. a- >a + a" "c-; w from illustration shown ?. S ecialt Options Chart - refer to Specialty Options pages 194 to 195 for additional details. p Option Skewed'' Sloped Seat'" Sloped I Skewed"" Range 1' to 45' 1' to 45' See Sloped Seat and Skewed Allowable Loads 85% of table allowable load. 50% of table uplift load. 85% of table allowable load 52% of table allowable load. 50% of table uplift load. Ordering Add SK, angle required, and right (R) or left (L), to product number. Ex. THDH410-SK45R Add SL, slope required, and up (U) or down (D), to product number. Ex.THDH410-SL30D , See Sloped Seat and Skewed. Ex. THDH410-SK45RSL30D 1) Skewed THDH hangers with skews greater than 15° a ways have all joist nailing on one side of the outside nange. 2) Sloped or sloped / skewed hangers with slopes greate than 15° may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cut on Joist in all applications. Inverted flange option is not available for THDH models. 1-800-328-5934 • www.USPconnectors.com 2 1/2" Raised dimple allows' 50° to 45° nailing THDH26-2 USP2173-111 H • • • • ti. ©Copyright 2010 USP Structural Connectors® The GTWS series girder -to -girder hangers feature high uplift capacities along with high gravity load ratings. Materials: 10 gauge Finish: G90 galvanizing Codes: FL6223 Installation • Use all specified fasteners. See Product Notes, page 11. • WS Wood Screws are included with hangers where specified. • GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS3T shall be installed to a minimum 2x6 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS4T shall be installed to a minimum 2x8 vertical member of a girder truss with no restriction on the size of the bottom chord. GTWS3T • • • • • USP Stock No. Ref. No. Steel Gauge Dimensions FastenerSchedule'a" No. of Plys Allowable Loads (Lbs.) .• • Code lifter. 1 W H D Supporting Truss Supported Truss DF-LISP I•••••s Uplift Qty Wood . Screws Qty Wood Screws 100% 115% 125% 160%41 GTWS2T -- 10 3-1/4 16 4 22 WS3 16 WS3 2 Ply 8720 10030 10900 8435 12490• • :1F•16• j • • GTWS3T — -- 10 4-7/8 16 5 28 WS3 24 WS3 2 Ply 11100 12470 12470 GT4S4T -- 10 6-1/2 16 5 28 WS3 24 WS3 2 Ply 11100 12470 12470 1249tr • 1) Uplift loads have been increased 60% for wind or seismi loads; no further increase shall be permitted. 2) WS3 wood screws require a minimum 3" wood penetration. 3) WS3 wood screws are 1/4" x 3" long and are included vi h the GTWS hangers. 4) WS3 wood screws may be installed in both vertical and horizontal members. New products or updated product information are designated in bold font SCISSOR TRUSS CLIPS STC SERIES • • • • • • • • • • •• • Typical GTWS installation a .;a; 3. • •.•;• •; •to •• • Ai ,• 6••.•••`'. • i:i • ,y • • iirp 2T ••• • USP STRUCTURAL CONNECTORS' •• • • ••••• • • • •• • • • The STC` provides uplift resistance by securing trusses to top plates. Slotted nail holes allow for horizontal movement as scissor trusses deflect. Materials: 12 gauge Finish: G90 galvanizing Codes: ESR-1465, FL817 Installation: • Use all specified fasteners. See Product Notes, page 11. • When installing, do not fully set nails. • Locate nails into the center of slots to allow for horizontal movement. 1 1/4" slots STC USP Stock No. Ref. No. Steel Gauge Description Dimensions Fastener Schedule' Allowable Loads (Lbs.) Code Ref. W1 W2 Truss Plate DF-L I SP S-P-F Qty Type Qty Type F1 Uplift' F1 Uplift' 160% 160% 160% 160% STC24 TC24 12 2 x 4 top plate 3-9/16 1-5/8 5 10d x 1-1/2 6 10d x 1-1/2 330 810 275 680 11 F12 STC26 TC26 12 2 x 6 top plate 5-1/2 1-5/8 5 10d x 1-1/2 6 10d x 1-1/2 330 810 275 680 STC28 TC28 12 2 x 8 top plate 7-1/4 1-5/8 5 10d x 1-1/2 6 10d x 1-1/2 330 810 275 680 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) 10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-1 2" long. 1-800-328-5934 • www.USPconnectors.com Typical STC installation USP2173-101WI • • 0 cc 0 U iR 'y 0 n. 0 a C1 T0 4 3��STRAPS HT TWISTz IV SERIES' CONY.. USP Stock No.' Ref. No. Steel Gauge Dimensions Fastener Schedule1'3'45'6 Allowable Loads (Lbs.)1 Code Ref. W L L1 L2 DF-LISP S-P-F Qty Type Uplift Uplift 160% 160% L1W12 LTS12 18 1-1/4 12 4-1/2 4-1/2 12 10d x 1-1/2 775 650 8, F14. R9 12 10d LTW16 LTS16 18 1-1/4 16 6-1/2 6-1/2 12 tOd x 1-1(2 t 775 650 8, F14, R9 12 10d LP11/18 LTS18 18 1-1/4 18 7-1/2 7-1/2 12 x 10d10d 1(2 775 650 8, F14, R9 12 LTW20 LTS20 18 1-1/4 20 8-1/2 8-1/2 12 10d x 1 U2 775 650 8, F14, R9 12 10d MTW12 MTS12, TS12,TS9 16 1-1/4 12 4-1/2 4-1/2 14 10d x 1-112 1195 1005 8, F14, R9 14 10.1 MTW16 MTS16 16 1-1/4 16 6-1/2 6-112 14 10dx11/2 1195 1005 8, F14, R9 14 10d MT'18 MTS18, TS18 16 1-1/4 18 + € }1 7-1/2 7-1/2 14 10d x 1-1/2 1195 1005 8, F14, R9 14 10d I.FTA6 H6 16 2-1/4 19-1/8 8-3/8 6-1/2 16 xa-1/2 1210 1015 8, F14, R9 8d M1W20 MTS20 16 1-1/4 20 8-1/2 8-1/2 14 10d x 1-1/2 1195 1005 8, F14, R9 14- 10d MT12 :C M rS24C 16 1-1/4 24 10-7/16 10-7/16 14 t4 10dx1-1/2 ^ " 10d 1195 1005 • • • i ••14. 9 M1W28C -- 16 1-1/4 28 12-7/16 12-7/16 14 10d x 1-112 1195 1005 • •gil1tt29 14 10d 30 MT'30 MTS30 16 1-1/4 30 8-5/16 18-9/16 14 10d x 1-1/2 1005 • •ff, P14,41.R 9 14 10d MTW30C HTW15 ',iTW20 MTS30C 16 1-114 30 13-7/16 13-7/16 14 10d x 1-1/2 1195 1005 • •4, 614,429 • • 14 10d HTS 16 14 1-1/4 16 5-1/8 5-1/6 16 10dx1-1/2 1260 1060 •• i• 8. F14, R9 •---• • 16 10d TS20, TS22 14 1-1/4 20 7-1/8 7-1/8 24 10d x 1-112 ----d _ 1 1530 1285 d 8, F14,Ik9 • 20 11-Wr24 .._...... _��...._..._..........-._.F HTv28 HTS24 HTS28 14 1-1/4 24 9-1/8 9-1/8 24 10d x 1-1/2 1530 1285 • • • •8!F14,039 20 tOd 14 1-1/4 28 11-1/8 11-1/8 1- �lOd i12 1530 1285 8, F14, R9 20 HTW30 HTS30 14 1-1/4 30 7 17-1/4 24 10d x 1-1/2 1530 1285 8, F14, R9 20 10d HTW30C HTS30C 14 1-1/4 30 12-1/8 12-1/8 24 x 10d10d 1-112 1530 1285 8, F14, R9 20 1) Allowable loads have been increased 60% for w nd or seismic loads; no further increase shall be permitted. 2) Minimum nail embedment shall be 1-5/16" for 8d nails and 1-1/2" for 10d nails. 3)16d sinker nails may be substituted for 10d common nails with no reduction in load. 4) For I-1/2" lumber, use 0.84 of table load for 10d nails and 0.77 for 16d nails. 5) 10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-1/2" long. 8d x 1-1/2 nails are 11 gauge (0.131"diameter) by 1-1/2" long. 6) Fasteners shall be distributed equally on each end of the connection. 7) C after the model number designates center twist as in MTW30C. 8) LFTA6: F1 is 700 ibs and F2 is 90 lbs. To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral F1 and F2 load directions do not apply to roof truss -to -top plate installations. 1-800-328-5934 • www.USPconnectors.com Typical MTW3O installation USP STRUCTURAL CONN:CTOSS" A M ek'Compp,,y •••• • • ••• • ••• • • • • • •• • • • ••••lo• • • • • • ••• • • • •• • • • • • • •• • • • ••• • • • • • •• MTW30C USP2173-111 SKH SKEWED HANGER ALLOWABLE LOADS STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' SP ALLOWABLE LOADS flbs)3 W H Header Joist Download' Uplift2 0 Face Type Qty Type Co=1.0 Co=1.15 Co=1.25 Co=1.6 SKH26LJR 16 1'/15 5'/4 1'/9 6 16d Common 6 10dx1-1/2 895 1030 1120 870 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 hPa, 1 Ibf = 4.45 N 'A 10dx1-1/2"' Common nails is 1'/2 inches long and 0.148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 31/2 inches long. Loads have been increased as shown In accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 3The lumber species is Southern Pine JL JOIST HANGER ALLOWABLE LOADS SKH SKH26R INSTALLATION TOP VIEW STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' ALLOWABLE LOADS (lbs s Header Joist Download 2 Uplift 2.4 W H D Qty Type Qty Type CD=1.0 Co=1.15 CD=1.25 CD=1.6 JL24 20 19/,5 3 1'4 4 10d Common 2 10dx1V2 490 565 615 WA JL26 20 13/,q 43/4 1'/2 6 10d Common 4 10dx1'/2_ 740 850 925 700 JL28 20 13/,6 63/s 1'/, 10 10d Common 6 10dx1'/2 1230 1415 1515 940 JL210 20 13/, 8'/4 1'/, 14 10d Common 8 10dx1'4 1720 1980 2070 1170 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N, 1 psi = 6.89 kPa. 'A 10d Common nail is 3 inches long and 0.148 inches in diameter A 10dx1'/2 nail is 11/2 inches long and 0.148 inches in diameter 'Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. °The lumber species is Southern Pine °Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. TYPICAL JL INSTALLATION JL ••• • NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 • • • ••• • • • 6 SKH26R INSTALLATION DRIVE NAILS AT ANGLE FttODUCT R .NEW$D ALtorectxre wish Ole EOr & Expi • . ` :, UNITED STEEL PRODUCTS COMPANY •.,• -• L ' • :" 1430SSOUTHCROSSDRIVE- SUITE 200 • •- IV— BURNSVILLE, MN 55306 PH; 800-328-5934 ` A , NAME: FACE MOUNT HANGERS •'` • SKH JL 4-9/// DATE: STEVEN A. BREKKE ,•• 111. •• ��_ (` 3/28/2011 PROFESSIONAL ENGINEER ••• �i,-, LICENSE NO. 70432 • SHEET: DRAWING NO.: 2 OF 2 MD-SKH-JL • • •• •• • S • •• •• ••• • • • 600 • • • • •• •• • S • •• •• ••• • • • 600 • • • 0 A cagFilMa Use special care in windy weather or near power lines and airports. Spreader bar for truss 0 Use proper rig- ging and hoisting equipment. BCSI-B7 SUMMARY General Notes_ _ rNotas Generates Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to $CSI - Guide to Good Practice for Handlina. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI-B3*** for more information. All other permanent bracing design is the responsibility of the building designer. Spans Los trusses no estan marcados de ningdn modo que identifique la frecuencia o localization de restriction lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalaci6n, restriccibn y arriostre temporal de los (muses. Vea el foliate $CS( - Guia de Buena Practica oara el Maneio, Instalacidn Restriction v Arriostre de los Trusses de Madera Conectados con Placers de Metal*** pars information mas detallada. Los dibujos de diserio de los trusses pueden especificar las localizations de restriccibn lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BCSI-B3*** para mas informacion. El resto de los disefos de arriostres permanentes son la responsabilidad del diseriador del edificio. © DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. IPELIGROI El resultado de un manejo, levanta- miento, instalacion, restriccibn y arriootre incorrecto puede ser la caida de la estructura o aun peor, heridos o muertos. COMM Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. 6g Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dario a los trusses y prevenir la herida personal. Lleve el equipo protective personal pars ojos, pies, manos y cabeza cuando trabaja con trusses. (Handling - Manejo 1 NOTICE Avoid lateral bending. Evite la flexion lateral. NOTICE The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista lien la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra Aso para prevenir el darlo. Trusses may be unloaded directly on the ground at 0 DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directa- mente en el suelo en aquel moments de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficiente detras de la pila de los trusses a 8 hasta 10 pies en centro (o.c.). El If trusses are to be stored for more than one week, cover bundles to protect from the environment. _ Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to BCSI"* for more detailed information per- taining to handling and jobsite storage of trusses. Vea el folleto BCSP** para information mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. DO NOT store on ual. uneven ground. desi g ;ADVERTENC/A! HOJA Utilice cuidado especial en dias ventosos o cerca de cables electrlcos o de aeropuertos. Use equipo apropiado para levantar e improvisar. NO almacene verticalmente los trusses sueltos. - NO almacene en tierra over 0 GUIDE FOR CD7umcans2m HANDLING, complex 111rSTALLING, permanent Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses Got DON'T overload the crane. NO sobrecargue la grim. 01 NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. El A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para paquetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Usepor to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas haste ' Usepor /o menos dospuntos de levantar con grupos de trusses d cuerdasuperior 45. g p se a supe orinclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. A WARNING Do not overload supporting structure with truss bundle. IADVERTENCIAI No sobrecargue la estructura apoyada con el paquete de trusses. 0 Place truss bundles in stable position. Puse paquetes de trusses en una Posicibn estable. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Individuates NOTICE Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico pars levantar puede hacer dafTo al truss. Spreader bar 1/2 to _►I 2/3 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline 60° or less Approx. 1/2 -► truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar above or stifiback mid -height El Hold each truss in position with the erection equipment until top chord temporary lateral Tagline restraint is installed and the truss is fastened to the bearing points. Attach 10' (3 m) o.c. max. Spreader bar 2/3 to 3/4 truss length - TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 80 PIES -► Sostenga cada truss en position con equipo de grim haste que la restriccibn lateral temporal de la cuerda superior este instalado y el truss ester asegurado en los soportes. Installation of Single Trusses by Hand Recommendacciones de Levantamiento de Trusses Individuates Por La Mano El Trusses 20' (6.1 m) or less, support near peak. Soporte cerca alpico los trusses de 20 pies o menos. t Trusses up to 20' AI. (6.1 m) Trusses hasta 20 pies El Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. .4_ Trusses up to 30' (9.1 m) Trusses hasta 30 pies Temporary Restraint & Bracing Restriction yArr, Arriostre_Temporal I NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2"** para mas information. El Locate ground braces directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con coda una de las files de restriccibn lateral temporal de la cuerda superior (yea la table en la pr6xima columna). GI DO NOT walk on unbraced trusses. NO camine en trusses sueltos. ►jli14i'1 e• DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. NO se pare en voladizos cerchas haste Revestimiento estructural ha sido aplicado a la armadura y voladizos. DE Vanos GUIA de DE pies • Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. s 2'o.c., typ bracing. Brace first - INS securely befo e erection of addi tonal trusses. PRACTICA I Lalaidadi.013 C3 Registered D i AND BRACING Professional. (Steps to Setting Trusses Las Medidas de la _lnstalacion_de los Trusses El 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los proximos 4 trusses con restriction lateral temporal de miembro corto (yea abajo). 4) Instale el arriostre diagonal de la cuerda superior (yea abajo). 5) Instale amostre diagonal para los pianos de los miembros secundarios para estabilice los pnmeros cinco trusses (yea abajo). 6) Instale la restriccibn lateral temporal y arriostre diagonal pars la cuerda inferior (yea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. (NOTICE] Refer to BCSI-B2""" for more information. Vea el resumen BCSI-B2*** pare mas information. RestraintBracing for All Planes of Trusses Restriccion/Arriostre Para Tbdos Pianos de Trusses 0 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estres es la madera minima utilizada para restriccibn lateral y arriostramiento di- agonal. Atarlas a coda braguero con al minimo 2 clavos 10d (0.128x3 ), 12d (0.128x3.25") 0 16d (0.131x3.5"). El This restraint and bracingmethod is for all trusses except 4x2parallel chordtrusses 3x2and pa er e t usses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de /a columna pars la restriction y arriostre temporal de PCTs. 1) TOP CHORD PLANE - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de /a Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' - 45' (9.1m-13.7m) 8' (2.4 m) o.c. max. 45' - 60' (13.7 m - 18.3 m) 6' (1.8 m) o.c. max. 60' - 80' * (18.3 m - 24.4 m)" 4' (1.2 m) o.c. max. Consult a Registered Design Professional for trusses longer than 60' (18.3 m). Consulte aun Professional Registrado de Olsen° pars trusses mas de 60 pies. El See BCSI-B2""" for TCTLR options. Vea el BCSI-B2""" pare las opciones de TCTLR. I NOTICE Refer to BCSI-B3""" for Gable End Frame restraint/bracing/ reinforcement information. Para information sobre restriction/ arriostre/refuerzo para Armazones Hastiales yea el resumen BCSI-B3*** El 10"or> Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A Note: Ground bracing not shown for clarity. NOTICE LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA REST RICCIDN LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROSSECUNDARIOS ������i��•�•� Web members �tr\�, 4i�4j,!"..4L4-44".*". ;4:2'...Blo.ktl '-'41."74.::."44"1"'''"..**11.4'.....HS ��'\``` m l� chords 10' (3 m) -15' (4.6 m) max. Same spacing as bottom chord lateral restraint Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD PLANE - ��,\ ► CUERDA INFERIOR Lateral `.,`� L t Restraints ► a e st a is - 2x4x12' or greater lapped over two 1 ` . `�_� or CLR splice reinforcement. '�� ►� „� Bottom chords -.4.91 b' ��+►����` 10'(3m)-15'(4.6m)max. PARA pueden requerir arriostre MANEJO, permanente Diagonal Continuous Lateral Restraint bracing (CLR) splice reinforcement Minimum 2' 2x_ Scab block cente over CLR splice. Attach to CLR with minimum 8-16d (0.13503.5") nails each side of splice or as specified by the Building Designer. SECTION A -A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. INSTALACION, complejo. _o suite OF iui :11J*1 4-5 Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriction y Arriostre Para Trusses de cuerdas Paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' (4.6 m)' every 15 truss spaces 30' BCSI-B7*** for more ��� (9.1 m) max. information. �.j1�j�� toad//►'!.►.a�111!ill!%' � IIIgt1111 IT •'ram �tll I® NOTICE Vea el resumen BCSI-B7""" pars rues information. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. ]`Installing = .Insta/acion1 RI Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Max. Bow Len ifs - Max. Bow Length -►- _ Max. Bow _ Length El Tolerances for Out -of -Plumb. Tolerancias para D/50 max Fuera-de-Plomada. Construction Loading Carga De Construction DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construction haste que todas las restric- tions laterales y los arriostres esten colocados en forma apropiada y segura. 0 DO NOT exceed maximum stack heights in table at right. Refer to SCSI-B4**" for more information. NO exceda las allures maximas de mont6n. Vea el resumen BCSI-B4""" pare mas information. • Out -of -Plumb r ON t •f •MEM • 1• o I • MEN HEM 32 mm 144 0 Plu line • • NEM Out -of -Plane S... Max. Bow 3/4" a.19 ml•) f• 22 mm) •1" (25 mm) •'{L �8" s `29 rum) 1-1/4" 6¶321486 mej (35 mm) *1/2" (38 mm) 6 •( 4m) s /51 mlfl) Truss Length 12.5' (3.8 m) • 19.g' 45 7h f• 16.7' (56 Mi. • 1t.8' (5.7and. 20.8' • (6dthr • (AEr 25.0' • (7.6 m), 2T.Z' (8a9 m� 263166 • (1(T1 m) Maximum Stack Height for Material on Trusses'' Material Height Gypsum Board 12" (305 mm) Plywood or GSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high 1. Based on truss live oad of 40 psf or greater. For other conditions, contact a Registered Desig Professional. 2. Install stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA epic los materlales cerca de un pica, a centro de la luz, en cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequeffos grupos o trusses individuales. El Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. El Position loads over load bearing walls. Coloque las cargas sobre las parades soportantes. Alterations - Alterations NOTICE Refer to BCSI-B5.*** Vea el resumen BCSI-135 "** Truss bracing not shown fa clarity. DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningtin miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diseffo del truss. NOTICE I Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's'limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- izacibn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantie' limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered resign Professional for assistance. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator-lif applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methodsandprocedures P P 1 oe P M outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining end bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented onlyas a GUIDE for use bya qualified building designer or contractor. It is not intended thatthese q 9 9 e ed bn interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not prectude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBCA 6300 Enterprise Lane • Madison, WI 53719 608-2744849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703-683-1010 • tpinst.org _ RESTRICCION Profesional A Registrado DE Diseno. B1 WARN11x1 170120