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REV-16-1750
01010 pMP'' 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 RF,CVIATI D JUN 2 3 ?018 FBC R BUILDING Master Permit No. c /5_ ? 3 PERMIT APPLICATION Sub Permit No. ''r I - f 5 BUILDING ❑ ELECTRIC ROOFING REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP �,�fJ�/ 9 5 _ CONTRACTOR DRAWINGS /vE JOB ADDRESS: /6/7 / S��Pe� City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): /" /4 ()O/? ZLC Phone#: ,CC & 7 V , City: 1 / $'d'!/I / ?`-61-eA State: FL Zip: 3 Tenant/Lessee Name: Phone#: Email: �; �( CONTRACTOR: Company Name: C I J/? 41. /I en CO A l C /4 e' ' D!1 Phone#: ,GL — `9 D9q 1 Address: �� 7O0 5lU � 2 ebe 2-� City: "'Ifni ' State: rL Zip: 33/ / 2 Qualifier Name: 04/0 0 P-4-77/ 1#0 —_ Address: / q Phone#: /� �? C State Certification or Registration #: (. C. 15-69J6 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: Ell Addition ❑ Alteration ❑ New LI Repair/ReplaceEl Demolition Des701k' on of ork: P J I ; O /v — D i n e /05 j4'_ c 3 s-v, h e 4, a s-3 15 i /o Specify color of color thru tile: Submittal Fee $ Scanning Fee $ (2 ' 00 Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ t O - Q Bond $ TOTAL FEE NOW DUE $ G �- CZ CO/CC $ Permit Fee $ �� - CO CCF $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OW ER or AGENT The foregoing instrument was acknowledged before me this 2 07 day of RA- , 20 /l. , by // , who is personally known to me or who has produced as identification and who did take an oath. NOTARY P_IdLIC: Sig Print: Seal: RICARDO IRIARTE j! MY COMMISSION #FF088736 (407) 398-0153 FloridallotaryServi m APPROVED BY u/), Signature The foregoing instrume 6722 day of AfiRr'0 P.4Ms1 me or who has produced was acknowledged before me this ,20 /4, ,by , who is personally known to identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ********************* Plans Examiner Structural Review RICARDO IRIARTE MY COMMISSION #FF088736 �OF o' EXPIRES February 2, 2018 (407) 398-0153 FloridallotaryService.com as ************ Zoning Clerk (Revised02/2472014) I_ SkyRock:,,Engineerin Inc -(74t), www.skyrockeng.com STRUCTURAL CALCULATIONS REVISION #2 FOR INTERIOR AND EXTERIOR REMODELING AT 1017 NE 95TH STREET, MIAMI SHORES, FLORIDA PREPARED BY: AIMEE RODRIGUEZ, PE. LICENSE No. 69701 CA No. 29652 • . • •. •. • • .••. • • • • • • • • •• •• • • • • . • • • • •• • • .•• • • • • • • •••• • •• • .. • • • •• • • • • • • • •• • • • • • • • •• • • • • •••• • • • .. • Phone: 786.285.7157 Fax: 305.258.3345 Email: aimee@skyrockeng.com • • ; • • • MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date : 6/20/2016 Project No. •• Company Name : Designed By .• Address Description . City Customer Name : State Proj Location : File Location: C:\WORK\MY PROJECTS\2015\(15013) 1017 NE 95 St\CALC\WIND.wnd 311- •• • • • • • • • •• • • • • • • 1 • •• • • • • •• • • • • • • • • • • •••• • • • • • • 2• • • • • • • •• • • • • • •• •• ' L 13 • • � • • • • • • • •. Gable Rdof T - = 7 '•.. . • • •.• Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 6.85 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf 10SF 2.00 5.00 10.0 1 0.30 -1.00 20.78 -51.08 10SF 2.00 5.00 10.0 2 0.30 -1.80 20.78 -85.70 10SF 2.00 5.00 10.0 3 0.30 -2.80 20.78 -128.99 25SF 5.00 5.00 25.0 1 0.26 -0.96 19.05 -49.35 25SF 5.00 5.00 25.0 2 0.26 -1.52 19.05 -73.65 25SF 5.00 5.00 25.0 3 0.26 -2.12 19.05 -99.71 50SF 5.00 10.00 50.0 1 0.23 -0.93 17.75 -48.05 50SF 5.00 10.00 50.0 2 0.23 -1.31 17.75 -64.53 50SF 5.00 10.00 50.0 3 0.23 -1.61 17.75 -77.56 50SF 5.00 10.00 50.0 1 0.23 -0.93 17.75 -48.05 50SF 5.00 10.00 50.0 1 0.23 -0.93 17.75 -48.05 100SF 10.00 10.00 100.0 1 0.20 -0.90 16.45 -46.75 100SF 10.00 10.00 100.0 2 0.20 -1.10 16.45 -55.40 100SF 10.00 10.00 100.0 3 0.20 -1.10 16.45 -55.40 100SF 10.00 10.00 100.0 1 0.20 -0.90 16.45 -46.75 100SF 10.00 10.00 100.0 1 0.20 -0.90 16.45 -46.75 WINDOW 3.00 3.00 9.0 4 0.90 -0.99 46.75 -50.64 WINDOW 3.00 3.00 9.0 5 0.90 -1.26 46.75 -62.33 000R 6.67 3.00 20.0 4 0.85 -0.94 44.67 -48.57 DOOR 6.67 3.00 20.0 5 0.85 -1.16 44.67 -58.18 WALL 2.00 11.50 44.1 4 0.80 -0.89 42.31 -46.21 WALL 2.00 11.50 44.1 5 0.80 -1.06 42.31 -53.46 SLIDING DOOR 3.00 8.50 25.5 4 0.84 -.0.93 43.95 -47.85 - Title Block Line 1 You can change this area using the 'Settings' menu item and then using the Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer. Project Descr. Project ID: Printed: 20 JUN 2016. 11:11 PM Fle = C:IWORKIMYPROJ-1120151(15013- 11CALCIcalc:ec6 ,,ENERCALC,:INC.1983:2016, B6ild:6.16.6.7, Ver..6.16.6.7 Licensee : SkyRodk Engineering Description : EXISTING COLUMN (MULLION CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi W(0.25) • • • • • i •• • • • • • • • • • • • • t' tf Span =8.830ft M4x4.08 e•••°•r`• ;' • • • • • •• • • • • • • • • • • • •• • • •• •• • • • • • • • • • • •• • •_•lr• • • •i • Applied Loads Beam self weight NOT intemally calculated and added Uniform Load : W = 0.250 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.713: 1 Section used for this span M4x4.08 Mu : Applied 2.437 k-ft Mn * Phi : Allowable 3.418 k-ft Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 4.415ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.335 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.201 in Max Upward Total Deflection 0.000 in Service Toads entered. Load Factors will be ap lied is calculations. • •• Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 315 >=240. 0 <240.0 526 >=180 0 <180 • • • •• • •••• • • • • • Design OK 0.111 :1 M4x4.08 1.104 k 9.936 k +1.20 D+ 0. 50 Lr+0. 50 L+W+1.60 H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi'Mnx Summary of Shear Values Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 8.83 ft 1 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 8.83 ft 1 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 8.83 ft 1 +1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 8.83ft 1 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 8.83 ft 1 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 8.83 ft 1 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 8.83 ft 1 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 8.83 ft 1 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 8.83ft 1 +1.20D+0.50L+0.70S+E+1.60H Dsgn. L = 8.83 ft 1 +0.90D+W+0.90H Dsgn. L = 8.83 ft 1 +0.90D+E+0.90H Dsgn. L = 8.83 ft 1 0.000 0.000 0.000 0.000 0.356 0.056 1.22 0.000 0.356 0.056 1.22 0.713 0.111 2.44 0.713 0.111 2.44 0.000 0.713 0.111 2.44 0.000 3.34 3.01 1.00 1.00 3.34 3.01 1.00 1.00 3.34 3.01 1.00 1.00 3.34 3.01 1.00 1.00 1.22 3.80 3.42 1.14 1.00 3.34 3.01 1.00 1.00 1.22 3.80 3.42 1.14 1.00 2.44 3.80 3.42 1.14 1.00 2.44 3.80 3.42 1.14 1.00 3.34 3.01 1.00 1.00 2.44 3.80 3.42 1.14 1.00 3.34 3.01 1.00 1.00 -0.00 9.94 9.94 -0.00 9.94 9.94 -0.00 9.94 9.94 -0.00 9.94 9.94 0.55 9.94 9.94 -0.00 9.94 9.94 0.55 9.94 9.94 1.10 9.94 9.94 1.10 9.94 9.94 -0.00 9.94 9.94 1.10 9.94 9.94 -0.00 9.94 9.94 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block* selection. Title Block Line 6 Steel" Beam Project Title: Engineer: Project Descr. Project ID: Printed: 20 JUN 2016, 11:11 PM — . - File = C:IWORKIMYPROJ-1120151(15013-11CALCIcalc:ec6 c ENERCALC; INC.1983-2016: BuiW:6.16.6.7, Ver6.16.6.7 : KW-06011019�c7k`t"€i�' Description : EXISTING COLUMN (MULLION Overall Maximum Deflections Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. "+ Defl Location in Span W Only Vertical Reactions 1 0.3356 4.440 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.104 1.104 Overall MlNimum 0.497 0.497 +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.662 0.662 +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H 0.497 0.497 +0+0.750L+0.750S+0.450W41 0.497 0.497 +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.662 0.662 +0.60D-10.70E+0.60H D Only Lr Only L Only S Only W Only 1.104 1.104 E Only H Only .•.• • • •••• • • • • •• . • • • • • • • • • • • • . • •••• .• • • • •• • • • •••. • •. • • • • • •• •• .• •• • • • • • • • • • • • . • •. • •.•• • . • • • • • . SkyRock En •sneering Inc CA No. 29652 EMAIL: aimeeeskyrockeng.com Phone: 786 285 7157 www.skyrockeng.com Fax: 305.258 3345 JOB- /of c et l n , z) OF CALCULATED BY: ...' DATE ie 1/ SHEET No • 4.1 17,s5/‘" (7c(4._ .. • 7,g ••.�. 0000 . • • • • • . • •• • • • • .... ... •. . • • • • . . .. • • . •.• . • .. . •. ••. .... .•. •. ••• .. . . • . • • • • • .. .• • • • . CA No. 29652 EMAIL: aimee6skyrockeng.com Phone: 786 285 7157 www.skyrockeng.com Fax: 305.258 3345 JOB* /°d7/._,'`�+r`6" SHEET No CALCULATED BY• f�- OF /.ell. a) N� DATE• /o/' 6 �L4 s . • f Inc 5--i'-1b 14-2 xz`/z uJ413#3 4 13r —4/.e„ % kr,c3.1 /(/'77/7d -14) 2-0 xa/a -1)Gafo l SO 1.crLekh,„ ..•. .. . .... . . . 1 b • ��..��ff •.•• • • • • • •..• • •• ,I) �j • • fr),__Tzp • • • • G [ 11t •:•: O•CJ :6:q 5:33 ::-.514-315Vig (a 2,x6g49 / 6o g >44'3,5 dfo • 2( I)°I5 re Woo er-e uJ 5 '//12, -f �0,s'1 (-5 (,12) ATTACH STEEL CHANNEL TO EXISTING COLUMN W/ (2)i"o X 2 1/2" LONG SDS © 12" 0.C. (S—MD 14-20X 2 1/2 HWH #3) BI—METAL KWIK—FLEX S.D.S. BY HILTI. (STAGGERED) PROVIDE " EDGE DISTANCE (TYP.) <4 WOOD LEDGER ATTACH TO STEEL COL. W/ S—WW14-20X 2 a PFH #4 WINGS SELF DRILLING SCREWS © 24" 0.C. BU HILTI PROVIDE 1 4" EDGE DISTANCE FIXED WINDOW NOA # 14-0317.03 1/2" 4"0 THRU BOLT © 24" 0.C. (ASTM A325) (USE EXISTING PRE —DRILL HOLES ON STEEL COLUMN) EXISTING STEEL COLUMN EXTE10 CK DET ATTACH WOOD BUCK TO STEEL ANGLE W/ q."0 X 2 1/2" LONG SDS © 8" 0.C. PROVIDE 1 4" EDGE DISTANCE 2X6 WOOD BUCK ANCHORS AS REQUIRED PER MFR. FOLLOW NOA No. 13-0912.02 ATTACH WOOD BUCK TO WOOD LEDGER W/ (2)#12 WOOD SCREWS © 12" 0.C. PROVIDE 1"MIN. EDGE DISTANCE SLIDING DOOR NOA No. 13-0912.02 2X4 WOOD LEDGER ATTACH TO STEEL COL. W/ S—WW14-20X 2 PFH #4 WINGS SELF DRILLING SCREWS © 24" 0.C. BU HILTI (STAGGERED) PROVIDE 1 4" EDGE DISTANCE SHIM AS REQUIRE WITH WOOD SHEATHING BETWEEN STEEL COLUMN AND WOOD BUCK • • ... . . . . . . FOR JAMB CONNECTI*bif • • • • • .. •• 3 SCALE: 1/2" =1'-0" . •.. II. . • • • . ... • . • . • . . . . .. .. . . ... • • • . • • .. • • • • ... • • . •• •• • . • • • • • . • • • • • • • • • . • •. • • • • • .. .. • • • • • • • ••• • • • 0•• • • Single Self -Drilling Screws - Heavy Gauge Metal Applications 3.6.2 Self -Drilling Screws Single Self -Drilling Screws - Heavy Gauge Metal Applications Description - Thread Length Drilling Min Capacity Max Maximum Total Thickness (MT)' Recess Coating2 Box Qty S-MD 12-24x7/8 HWH #4 1/2" 0.175" 0.250" 3/8" 0.375" 5/16" Zinc-1 4500 S-MD 12-24x1 1/4 HWH #4 3/4" 0.175" 0.250" 5/8" 0.625" 5/16" Zinc-1 3500 S-MD 12-24x1 1/4 HWH #5 1/2" 0.250" 0.500" 7/16" 0.437" 5/16" Zinc-1 4000 S-MD 12-24x1 1/4 HWH #5 Kwik-Cote 1/2" 0.250" 0.500" 5/16" 0.313" 5/16" KwikCote 4000 S-MD 12-24x2 HWH #5 Kwik-Cote 1-1/4" 0.250" 0.500" 1-3/16" 1.187" 5/16" KwikCote 2000 S-MD 12-24x3 HWH #5 Kwik-Cote 2-1/4" 0.250" 0.500" 2-3/16" 2.187" 5/16" KwikCote 1000 S-MD 12-24x1 1/4 HWH #5 Kwik-Cote Bond Washer 1/2" 0.250" 0.500" 5/16" 0.313 5/16" KwikCote 2500 1 Refer to Figure in Section 3.6.1.5. • • 2 For coaling abbreviations, Zinc-1 = EN/ISO 4042 A3F; Kwik Cote = Proprietary Coating, Section 3.62.2_ For more informationt idrro:ion resist Inc e,e ference Section 3.6.1.6. • • • •• • • •• • • •••• • • • • • Description Thread Length Drilling Min Capacity I Max Maximum Total Thickness (MT)1 • "" •... Reggst• . • • , . • , •Coating; • • . . • 1)Qx Qty Wood Drill Screws • Decking Screws (Plywood to Framing) • • • • • S-WD 8-18x1 5/16 PFH #3 1/2" 0.050" 0.140" 1/2" 0.500" PHC #2 , • • BP • 6000 S-WD 8-18x1 15/16 PFH #3 5/8" 0.050" 0.140" 3/4" 0.750" PHL #2 • BP • • : •4000 ' 8000 S-WD 10-24x1 PWH #3 3/4" 0.050" 0.175" 5/8" 0.625" PHL #2 , Zinc-1 !' S-WD 10-24x1 1/4 PWH #3 1" 0.050" 0.175" 7/8" 0.875" PHL #2 Zinc-1 5000 S-WD 10-24x1 1/2PWH #3 1-1/4" 0.050" 0.175" 1-1/8" 1.125" PHL #2 Zinc-1 3500 Winged Reamer Wood Drill Screws S-WW 10-24x1 7/16 PWH #3 wings 1" 0.050" 0.175" 3/4" 0.750" PHL #2 Zinc-1 4000 S-WW 12-24x2 PFH #4 wings 1-3/8" 0.050" 0.232" 1-1/4" 1.250" PHL #2 Zinc-1 2000 S-WW 12-24x2 1/2 PFH #4 wings 2" 0.050" 0.232" 1-3/4" 1.750" PHL #2 Zinc-1 1500 S WW 14-20x2 3/4 PFH #4 wings 2-1/4" 0.050" 0.250" 2" 2.000" PHL #2 Zinc-1 1000 1 Refer to Figure in Section 3.6.1.5. 2 For coaling abbreviations, Zinc-1 = EN/ISO 4042 A3F; BP = Black Phosphate. For more information on corrosion resistance, reference Section 3.6.1.6. Waming: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at 1-877-749-6337. • • • • • • •••• • •• • • 166 Hilti, Inc. (US) 1-800-879-8000 I www.us.hilti.com 1 en espaiiol 1-800-879-5000 I Hilti (Canada) Corp-. 1-800-363-4458 I www.hilti.ca 1 Direct Fastening Technical Guide 2015 Bi-Metal KWIk-FLEX Self -Drilling Fasteners r• Selection Guide Description Size Length (L) Socket Recess Point Size Max. Dulling Cap (DC) Max. Total Thickness' (MT) Hex Washer Head MI S-MD 10-16 x 3/4' HWH #2 BM Kwik-Flex 3/4' 51x' hex 2 .110° 0.320' S-MD 12-14 x 1 • HWH #3 BM Kwik-Rex 12-14 1' 3 .210" i ••• 0.500" • • • • =. :I I'!', L S-MD 12-14 x 1-1/2' HWH #3 BM Kwik-Flex 1-1/2' • •I.00" S-MD 12-14 x 2-1/2' HWH #3 BM Kwik-Flex 2-1/2' • • 2.00' ••• S-MD 12-24 x 2' HWH #5 BM Kwik-Flex 12-24 2" 5 • • .5dt' 4 • • • • 1.100' S-MD 14-20 x 1' HWH #3 BM Kwik-Flex 1/4-20 1' 3/8" hex 3 • • • •.12' • • • • • • • • • • 8.500" • • •' S-MD 14-20 x 1-1/2' HWH #3 BM Kwik-Flex 1-1/2' • 1.00° • _ S-MD 14-20 x 2° HWH #3 BM Kwik-Flex 2, • -• I.500° • 7> S-MD 14-20 x 2-1/2° HWH #3 BM Kwik-Flex 2-1/2' • • 2.00' • • • , S-MD 14-20 x 2° HWH #5 BM Kwik-Flex 1/4-20 2' 5 • • • • 69U' • • • •.100' • • • Flat Head Reamers w/wings • • • • • • • • • • • , L 10-16 x 1-1/2" PFH #2 BM Kwik-Flex 10-16 1-1/2" #2 phillips 3 IS-WW • •.140' , • • • 0.800' • • • • Il S-WW 12-24 x 2-13/16' PFH #5 BM Kwik-Flex 12-24 2-13/16" #3 ph ps 5 a • • 11 • • •• • .500' • • •••• • 1.710° • • • • • S-WW 14-20 x 2-13/16' PFH #5 BM Kwik-Flex 1/4-20 2-13/16" • • • 1.710' Flat Head Undercut TIL S-WD 12-14 x 1" PFHUC #3 BM Kwik-Flex 12-14 1' #3 phillips 2 .140' 0.500' S-WD 12-14 x 1-1/2" PFHUC #3 BM Kwik-Flex 1-1/2° 1.00" 1 Maximum total thickness (MT) describes the maximum thickness of all attachments plus he base material thickness and is the load -bearing length of 300 series stainless under the hex head or Including the flat head. Hardened carbon steel length (lead threads and point) should be completely through the base material and not in the load bearing section of the connection. Performance Data Ultimate Tensile Strengths - Pullout (Tension)'' Screw Size Drill Point Type Drill Cap (in.) Pull -Out (Ib) Stee RB60-75 50-66 ksi Aluminum 6063-T5 22 ksi 18 ga. 16 ga. 14 ga. 12 ga. 1/8° 3/16° 1/4" 1/8" 1/4" 10-16 2 0.150 455 677 793 1394 1906 - - 994 - 10-16 3 0.187 - 616 684 1242 1605 1527 - 961 - 12-14 2 0.187 528 750 892 1536 2602 2514 - 1132 - 12-14 3 0.210 417 679 802 1371 2028 2499 - 974 - 12-24 5 0.500 - - - - - 2110 2781 538 1995 1/4-14 2 0.210 619 885 1082 1830 2943 3535 - 1310 - •1/4-20 3 0.312 - alp 780 1442 ' 2623'i3684 4069 1037 2786- 1/4-20 5 0.500 - - - - - - 2622 - 1724 •• • • •• • •• • • • - • • •• • •• Identification The head marking consists of the number "3" as shown below. flat head hex washer head Ultimate Fastener Strength of Screwtas Size Tensile (Ib) Shear (Ib) 10-16 1847 1282 12-14 2628 1950 12-24 2734 2284 1/4-14 3459 2676 1/4-20 4124 2860 1 All performance data shown is based on tests performed under laboratory conditions at independent construction testing facilities. The appropriate safety fac- tor should be applied and code requirements factored into specification and use of these fasteners. A safety factor of 4:1 or 25% of the ultimate average values shown is generally accepted as an appropriate working load for most applications. Final determination of the appropriate safety factor and use of these fasteners is the sole responsibility of the responsible person designing the connection. Due to a wide variety of application conditions or intervening factors not under our control, Hilti assumes no liability for the use of the information provided in this document. For additional product information and technical assistance, please contact Hilti directly at 1-877-749-6337. 2 Values are for 300 series stainless fastener threaded shank 3 The lower of the ultimate pull-out and tensile fastener strength of screw should be used for design. Pullover or shear bearing capacity of the material being fastened must be independently evaluated. • Ordering information - Please contact Hilti directly at 800-879-8000 (US) or 800-363-4459 (Canada) for pricing and lead times. M1^ 11\ DEPARTMENT OF REGULATORYZANIIECO OMtc BOARD AND CODE ADmIINISTRATIOND VISIor4 NOTICE OF ACCEPTAN ECO Windows Systems, LLC 9114 N. W. 106`k Street, Medley, FL 33178 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 "700" Aluminum Sliding Glass Door w/ Reinforcements-L.M.I. APPROVAL DOCUMENT: Drawing No. W13-49 REV A, titled "Series- 700 Alum SLD. Glass Door (L.M.I.)", sheets 1 through 12 of 12, prepared by AI-Farooq Corporation, dated 09/27/13 and last revised on MAR 10, 2013, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitations: 1. See Design Pressures Vs Reinforcing, glass types and anchor capacity charts in sheet 5. Exterior (positive) design pressures are limited to +70 PSF w 12-3/4" sill riser and +47.0 PSF w/ 2" sill riser. Lower design Pressure from charts applies to entire system. 2. See approved configurations in sheets 1 thru 4. The max frame width not to exceed 192". LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miami -Dade County Product Control Approved", 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 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 consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 1' (786) 315-2599 www.min midade.gov/economy NOA No. 13-0912,02 Expiration Date: March 20, 2019 Approval Date: March 20, 2014 Page 1 •.. ... •• • . •.• • • •• • • • . ••• • . •. ••. ••. •.. • ••• • ••. •• . • • . . • • • • . . . • •• .• • • •• • ••• •'.' • • • • ••• • • • • •.. • • • • • . ••• • . •. . • • .••. •• •• •• •• • .•.'•. • • ••. • • ECO Windows Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections 2. Drawing No. W13-49 REV A, titled "Series- 700 Alum SLD. Glass Door (L.M.I.)", sheets 1 through 12 of 12, prepared by Al-Farooq Corporation, dated 09/27/13 and last revised on MAR 10, 2013, 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, TAS 202-94 along with marked -up drawings and installation diagrams of Alum sliding Glass doors, prepared by Fenestration Testing Lab, Inc., Test Report No. FTL-7405 dated 09/13/2013 and last revised on 02/10/2014, signed and sealed by Marlin D. Brinson, P. E. Note: The above referenced test report has an addendum letter dated FEB 10, 2014, issued by Fenestration Testing Lab, Inc., signed by Ms. Iliana Sanchez, test report Author. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010, prepared by Al Farooq Corporation, dated 12/12/13 and last revised on JAN 27, 2014, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies w/ ASTME-1300-02 & -04. D. QUALITY ASSURANCE 1. Miami Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "Butacite ® PVB interlayer", expiring on 12/11/16. 2. Notice of Acceptance No, 11-0624.02 issued to E.I. DuPont De Nemours & CO., Inc. for "DuPont SentryGlas ® Interlayer", expiring on 01/14/2017. F. STATEMENTS 1. Statement letter of conformance and letter of no financial interest, prepared by AI Farooq Corporation, dated 12/12/13, signed and sealed by Javad Ahmad, P.E. 2. Lab compliance as part of the above referenced test report. G. OTHER 1. Test proposal, dated 03/25/13 approved by Jaime D. Gascon, P.E. • E-1 .. •.. . . • . .. •.. .. t (j1111 tp lshaq 1. Chanda, P.E, Product Control Examiner NOA No. 13-0912.02 Expiration Date: March 20, 2019 Approval Date: March 20, 2014 • • • •• • . .. • •.• • ••• • • .• . •• • • • • .•• • •• • • • • •• • •• • • .• •• .•. • • • •• • •.. • • • • ••• • • . . . . • • . • •.. . • • • • • • • • .• •. • • • •.. • •• • •.. • • • • . • .. INSTRUCTIONS: USE CHARTS AS FOLLOWS. STEP 1 STEP 2 STEP 3 STEP 4 SEE CHART #1 ON SHEET 5 FOR GLASS CAPACITY AND REINFORCING REQUIREMENTS. SELECT SILL TYPE FROM SHEET 7 AND LIMIT EXT.(+) DESIGN PRESSURE AS SHOWN ON DETAIL. SEE CHART #2 ON SHEET 5 FOR ANCHOR CAPACITY. THE LOWEST VALUE RESULTING FROM STEPS 1 THRU 3 SHALL APPLY TO ENTIRE SYSTEM. DAYLITE OPENINGS WIDTHS: FIXED STILE —INTERLOCK = PANEL WIDTH — 7.125" INTERLOCK —ASTRAGAL = PANEL WIDTH — 7.250" DAYLITE OPENING HEIGHT: PANEL HEIGHT — 6.50" PANEL HEIGHT = DOOR FRAME HEIGHT — 1.5625" THESE 000RS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES-700 ALUMINUM SLIDING GLASS DOOR THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ).- 1BY OR 2BY 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 BLDG. CODE SECTION 2003.8.4, 5" MAX. HEAD CORNERS 4 3/8" 13" MAX. TYP. HEAD CLUSTER OF 4 OR 6 ANCHORS 7AT INTERLOCK ENDS SEE SHEET 5 FOR CAPACITY • DOOR FRAME WIDTH v DOOR FRAME HEIGHT 106 7/16" D.L. OPG. 1 q 11 -= I, 1, 11 1, INTERLOCKS WITH OR WITHOUT REINFORCING SEE CHART #1 1 // // 1 C ===-4F====4= _= i 41 3/4" 41 3/4" FALSE MUNTIN OPTIONAL .. D.L. OPG. 48 7/8" D.L. OPG. — PANEL WIDTH 48 7/8" 5" MAX. SILL CORNERS . • • 13" MAX. SILL CLUSTER OF 4 OR 6 ANCHORS AT INTERLOCK ENDS SEE SHEET 5 FOR CAPACITY TYPICAL ELEVATION ox in • • .. • • • • • • • • • • •.. • • • • • •• • ••••I • • • •• m roved as complying aitb Ow MO N „,;CL S Pioik62 eant1'ei LAMINATED GLASS INSUL. LAM. GLASS LARGE MISSILE IMPACT Engr: JAVAO AHMAD CIVIL FLA. PE # 70592 CA.N. 3538 014 • in 0 N a) .... • • • .••• •• • W •• TLLLi7777 • • 1%j ea • •};•rn M N #.Ns•• 1) •�•") 3 Z} WO p 't .-J U�w -s W )M C 0 0. U 0) 0) 'D re re a 0) 0 0 M N w 0 0 drawing no. W13-49 sheet 1 of 12 •.••.• •• • • • • ••••• • • ••••. •••••• •• • • •••••• • • 5" MAX. HEAD CORNERS r `r— X XXXXYY Y Y Y - 13" MAX. HEAD 4 3/8" • • TYP. • CLUSTER OF 4 OR 6 ANCHORS AT INTERLOCK/ASTRAGAL ENDS SEE SHEET 5 FOR CAPACITY 1' 145 7/16" MAX. DOOR FRAME WIDTH DOOR FRAME HEIGHT 106 7/16" D.L OPG. =4 1 i il- INTERLOCKS WITH OR WITHOUT REINFORCING SEE CHART #1 Q ___== // /7 Tj —_ // //, // // /7 /"J ,- , . FALSE MUNTIN OPTIONAL 5" MAX. SILL CORNERS 42 1/16" D.L. OPG. 49 5/16" 42 1/16" O.L. OPG. 49 3/16" PANEL WIDTH ASTRAGAL INTERLOCK PANEL WIDTH 13" MAX. - SILL TYPICAL ELEVATION oxx • CLUSTER OF 4 OR 6 ANCHORS AT INTERLOCK/ASTRAGAL ENDS SEE SHEET 5 FOR CAPACITY Engr: JAVAD AHMAD CML FLA. PE # 70592 C.A.N. 3538 11 Approved as eomplytog witbli,t Florid* Ridding Core Slide 31 1 r;`f 3 r et/ • p} Mind Dec ?redact (?antret • := • ' ...... • • • • 1 p .•••in •.. • .` •0(3 • • • 0 •... : • . •o • •J • V' • . .� •• • a a ..•. • . •. •• . • .M'••• W } • . 64 .. rn o O 0." . a u, o r W oLa d 0 0 rn a) 0 U Z T .n N 0 y 0 v 0 0 c M_ N N iT 0 N 17 i9 0 N • drawing no. W13-49 (sheet 2 of 12) • • • • • ...... • • • . ..... •..... • • • •.•... . • ...... • • 5" MAX. HEAD CORNERS 13" MAX. HEAD 4 3/8" ▪ TYP. CLUSTER OF 4 OR 6 ANCHORS AT INTERLOCK/ASTRAGAL ENDS SEE SHEET 5 FOR CAPACITY { \)• • • • • •/ 192" DOOR FRAME WIDTH DOOR FRAME HEIGHT 106 7/16" 1 I I 1 11 III II II INTERLOCKS WITH OR WITHOUT REINFORCING SEE CHART #1 — I I 1 I , INTERLOCKS WITH OR WITHOUT REINFORCING SEE CHART #1 �� D.L. OPG. i I� t 1 1 11 ^ 1 1 1 1 l tl i \\�� 1 I /' /' I 1 // 1 // = =-4-/� // , I //• 1 1 D - - // // /, - -1�7- I // I •/ �- I 1 --- 11 // //, // _cL-_aT--= 1 i i I II 1 II It t E 8-p==r =-== 11 ===11 11 11 :I I, 11 1 i FALSE MUNTIN OPTIONAL 5" MAX. 42 1/16" D.L OPG. 49 3/16" PANEL WIDTH 42 1/16" D.L. OPG. 49 5/16" INTERLOCK PANEL WIDTH ASTRAGAL INTERLOCK . ••• • \ • / • •. / . . •\ - - 1 SILL CORNERS 13" MAX. SILL TYPICAL ELEVATION oxxx CLUSTER OF 4 OR 6 ANCHORS AT INTERLOCK/ASTRAGAL ENDS SEE SHEET 5 FOR CAPACITY i 11 m g Qz rx n o U Engr: JAVAD'-AHMAD CML FLA. PE 1 70592 C.A.N. 3530 17 r;! 1 z r G $ o -J re • a 1 o t a Vc a 0 asS O 41 clq 2 • G ;a V Q VW 1 • •� • J •••.•Y' 0 ••H • • •••� rn ••••1 g • •• • l90 •••• i•Z • • ♦p • ♦� • N • FYorida Eazo,pItytnt4g.oithibs Cade MIR11,1 tador*4?mift • (r By S .k • CA J rn W W Cf)� • • V •••• J •••• • �• • •• • vi • �• • (J..I•y.. • • �•6 . •• rn h D o to ems• 3 Z o Q �J42' r � O rW d W o) : F-- rn 0 0) 0) c 0 0 '0 a rc n al 0 U 0 0 ,c a 0 drowing no. W13-49 •• • • •••••• • • • • ••••• 000000 •. • • • • sheet 3 of 12 0 9I OX (SHOWN) XO XX 000R FRAME WIDTH OXX (SHOWN) XXO DOOR FRAME WIDTH ...c> T , DOOR FRAME WIDTH I 1 APPROVED CONFIGURATIONS EXTERIOR DOOR FRAME WIDTH ASTRAGAL ASTRAGAL INTERLOCK EXTERIOR DOOR FRAME WIDTH INTERLOCK EXTERIOR DOOR FRAME WIDTH ASTRAGAL -- EXTERIOR DOOR FRAME WIDTH NOTE: 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE DESIGN PRESSURES AND REINFORCEMENTS REQUIREMENTS SEE SHEET 5. 3. FOR ANCHOR DETAILS SEE SHEETS 7 THRU 9. Engr. JAVAP AHMAO CIVIL FLA. PE 70592 CAN. 3538 ..pproved as complying Wiih"f?lt Florida ifut4ling Code Date NOM! — o r 2., 6—.1- h�i11siti • C1RIV { R� drowing no. W13-49 (sheet 4 ofif) CHART #t DESIGN LOAD CAPACITY - PSF (GLASS) AVERAGE PANEL WITTH INCHES GLASS TYPES 'B', 'B1' GLASS TYPES 'A', 'Al' 000R FRAME HEIGHT WITHOUT REINF. WITH REINF. INCHES EXT.(+) INT.(-) EXT.(+) INT.(-) 30 36 42 48 54 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 82 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 82.2 71.1 62.2 71.1 30 36 42 48 54 84 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 82.2 71.1 62.2 71.0 30 36 42 48 54 90 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 - - 62.2 71.1 30 38 42 48 54 96 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 - - 62.2 71.1 30 36 42 48 98 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 30 36 42 48 102 - - 70.0 80.0 - - 70.0 80.0 -- - 70.0 80.0 - - 70.0 80.0 30 36 42 48 - - 70.0 80.0 - - 70.0 80.0 c08 _ - 70.0 80.0 - - (70.0) 80.0 CHART #2 LOAD CAPACITY - PSF (ANCHORS) AVERAGE PANEL WIDTH INCHES ODOR FiE HEIGHTENDS 4 ANCHORS AT ITTG. 6 ANCHORS AT MTG. ENDS 1NcHEs EXT.(+) [NIX-) EXT.(+) INT.(-) 30 36 42 48 54 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 82 70.0 80.0 70.0 80.0 70.0 75.2 70.0 80.0 62.2 70.5 62.2 71.1 30 36 42 48 54 84 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 79.1 70.0 80.0 70.0 72.7 70.0 80.0 62.2 68.0 62.2 71.1 30 36 42 48 54 90 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 72.2 70.0 80.0 66.1 66.1 70.0 80.0 61.5 61.5 62.2 71.1 30 36 42 48 54 96 70.0 80.0 70.0 80.0 70.0 74.6 70.0 80.0 66.5 66.5 70.0 80.0 60.6 60.6 70.0 80.0 56.2 56.2 62.2 71.1 30 36 42 48 98 70.0 80.0 70.0 80.0 70.0 72.7 70.0 80.0 64.7 64.7 70.0 80.0 58.9 58.9 70.0 80.0 30 36 42 48 102 70.0 80.0 70.0 80.0 69.2 69.2 70.0 80.0 61.5 61.5 70.0 80.0 55.9 55.9 70.0 80.0 30 36 42 48 108 70.0 75.0 70.0 80.0 64.6 64.6 70.0 80.0 57.3 57.3 70.0 80.0 51.9 51.9 70.0 77.9 INTERLOCKS WITHOUT REINF, INTERLOCKS WITH REINF, 3/16" HEAT STREN'D GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT' 3/16" HEAT STREN'D GLASS SILICONE DOW 899 GLASS TYPE 'A' 7/16" OVERALL LAM. GLASS 3/16" HEAT STREN'D GLASS .090" INTERLAYER BUTACITE PVB BY 'DUPONT' 3/16" HEAT STREN'O GLASS GLASS TYPE 'B' 7/16" OVERALL LAM. GLASS ALL EXTERIOR(+) LOADS SHOWN IN CHARTS ABOVE ARE FOR DOORS WITH 2-3/4" SILL HEIGHTS. FOR 2" SILL HEIGHT LIMIT EXT.(+) LOADS TO 47.0 PSF 000RS WITH 1-1/8" SILL HEIGHTS ARE NOT APPROVED FOR WATER INFILTRATION RESISTANCE SEE SHEET 7 FOR DETAILS NOTE: SEE CHART #1 FOR DESIGN LOAD CAPACITY OF DESIRED GLASS SIZE AND REINFORCEMENT. SEE CHART #2 FOR ANCHORS CAPACITY. LOWER VALUES FROM GLASS OR ANCHOR CHART WILL APPLY TO ENTIRE SYSTEM. AVERAGE PANEL WIDTH _ DOOR FRAME WIDTH (MAX. 4 PANEL OR LESS) NUMBER OF PANELS z 5 0) cn n SILICONE DOW 899 cc 14.1 GLAZING OPTIONS NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC-21 9 3/16" TEMP. GLASS 3/8" AIR SPACE 3/16" HEAT STREN'D GLASS _.090" INTERLAYER SENTRYGLAS BY 'DUPONT' 3/16" HEAT STREN'D GLASS SILICONE DOW 899 CARDINAL XL EDGE SPACER ST. STEEL GLASS TYPE 'AI' 1" OVERALL INSUL. LAM. GLASS 3/16" TEMP. GLASS 3/8" AIR SPACE 3/16" HEAT STREN'D GLASS • • •• • • • .•• •• ••• ... • .• .090" INTERLAYER . • _ BUTACITE PVB BY 'DUPONT'. T \ • • 3/16" HEAT STREN'D GLASS / /CARDINAL XL EDGE SPACER ST. STEEL GLASS TYPE 'Br 1" OVERALL INSUL LAM. GLASS Engr: JAVAO AHMAO CIVIL FLA. PE f 70592 CAN. 3538 SILICONE DOW 899 Approviti a pi gl4 ibs MACI --0co , baud Amdtlitudoct Coital 1:`'r Vl8 w rn 0 0 b g Y CC I CD .os •tn . ••z 0 tin a 0 0 r` w W to U J J •••• • • •.•. • .•• • . • •. • • r; c 0 .5 d r a U N w v v 0 to 0 0 n 0 • drawing no. W13-49 S (sheet 5 of 12 1BY OR 28Y WOOD BUCKS AND METAL STRUCTURE NOT BY ECO WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING — — AT HEAD rTYPE ` — A — 1 /4 DIA. ULTRACON BY ELCO (Fu..177 KSI, Fy=155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONCRETE 1-1/4" MIN. EMBED INTO CONCRETE TYPE 'B'— 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) DIRECTLY INTO CONCRETE 1-1/4" MIN.- EMBED - TYPE 'C'— 1/4" DIA. SELF DRILLING SCREWS (GRADE 5 CRS) INTO MIAMI—DADE COUNTY APPROVED MULLIONS (1 /8" THK. MIN.) 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) L TYPE L — AT SILL — — 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) DIRECTLY INTO CONCRETE 1-1/4" MIN. EMBED — AT JAMBS-- — 1TYPE 'A'— 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) INTO 28Y WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY { TYPE 'B'— 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'C'— 1/4" DIA. SELF DRILLING SCREWS (GRADE 5 CRS) INTO MIAMI—DADE COUNTY APPROVED MULLIONS (1/8" THK. MIN.) 1 INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KS1 MIN.) ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) ANCHOR EDGE DISTANCES INTO CONCRETE = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN, INTO METAL STRUCTURE = 3/4" MIN. CONCRETE AT HEAD, SILL OR JAMBS f'c — 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN. Engr. JAVAD AHMAD CIVIL FLA. PE j 70592 C.A.N. 3538 • • • •• • • • • • • <721. • � 4 •.• • •.• •.•• • •. . • • • • • • • .• ^pprored as complying with fire Florida Bolding Code Mlarrti fled, Pri~ Control t • t% •M o a r` W w V) V •••• J. • J •••• •.•• O"•• • • W (O. " w • }w fn•I-Fe • • t17 O Ot Z' •i1 � O -tJ r Q W co 0) c 0 0) 0 0 w ar 0 ar 0 n to s 0 N 0 a) t u • drawing no. W13-49 (sheet 6 of 12 a 0 J W3 -EDGE- DIST. a TYPICAL ANCHORS SEE ELEVS. FOR SPACING ..STAGGERED; II II II 11 II II I1 II I1 II 11 if II II I II 11 II 1BY WOOD BUCK (SEE NOTE SHEET 1) • 4ONCRETE 3' 4: MIN. EXTERIOR W4 CONCRETE 3 .K114 MIN. . e EDG DIST. • = • PI 11 11 11 II 11 II II 11 II II II I1 I I I . 11 .e:. - 3—Wit" a .' n II II 11 11 1i II II 1,1 r . .a STAGGERED' A 11 tl 11 11 1I II II li iI EMI I1 I II 11 II 11 li II P4 :P3 W1, W2 TYPICAL ANCHORS SEE ELEVS. FOR SPACING EDGE DIST. L N wil STAGGERED Miii6mitti1 IIII NOT APPROVED FOR WATER RESISTANCE UMIT MAX. EXT.(+) LOADS TO 47.0 PSF 0 CO CO 0 0 ON rO TYPICAL ANCHORS SEE ELEVS. FOR SPACING LIMIT MAX. EXT.(+) LOADS TO 70.0 PSF SILL HEIGHT VS WATER RESISTANCE EXJ.(+) LOAD SEE CHART 1 FOR DOOR CAPACITY METAL STRUCTURES 1 /8" THK. EDGE DIST. 3-1/8" Iim _Iwr�— TYPICAL ANCHORS SEE ELEVS. FOR SPACING rr_ L__ Id w MIAMI—DADE COUNTY APPR'D MULLION SEE SEPA'•TE NOA 3-1/8- TYPICAL ANCHORS SEE ELEVS. FOR SPACING WEEPHOLES: W1 = 1-1/2" LONG NOTCH AT EACH END. W2 = 3/16" X 3/4" LONG WEEP NOTCH AT AND 36" O.C. dN • =J • •••• • Approved as complying with fAi • • Florida fleiding Code Dote 5 1,2--c. 1 i • •; NOA. I4-- • Mond Dade ?redact Ce ti • sy-.�4� 4_`. 22" FROM ENDS W3 = 3/16" X 1" LONG WEEP NOTCH AT 5" FROM ENDS AND 36" O.C. W4 = 1/4" X 1" LONG WEEP NOTCH AT 5" FROM ENDS AND 36" O.C. PILE PADS: P1 = OPEN CELL FOAM AT EACH WEEP HOLE LOCATION 1-1/16" LONG X 7/16" WIDE X 7/16" HIGH P2 = SELF ADHESIVE PILE PAD 1" X 3/8" X 1/4" HIGH P3 = SELF ADHESIVE PILE PAD WITH MULTI INTEGRAL FIN 2-1/2" X 1" X 3/8" HIGH P4 = OPEN CELL FOAM 'AT INTERLOCK & ASTRAGAL 2" LONG X 1-7/16" WIDE X 7/16" HIGH Engr. JAVAD AHMAD CML FAA. PE rf 70592 C.A.N. 3538 I• C • O w CC 0. • • •• • LIJ • (/)•LLL} •• }•W •• (n Co. • vllr. • • r) rn O o' • n 3 0 • �a rv- Wa, v, c 0 03 0 c O 0 m ry .0 0, 0 U 0 0 c • drawing no. W13-49 {sheet 7 of 12) TYPICAL ANCHORS SEE ELEV. REINFORCING FOR SPACING AS READ. SEE SHEET 5 FOR CAPACITY PANEL WIDTH P3 - 1.1 ASTRAGAL EXTERIOR PANEL WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING 2BY WO•I BUCK OR WOOD ST' CTURE SEE NOTE •HEET 1 SHIM Engr: JAVAD AHMAD CALL FLA. PE # 70592 C.A.N. 3538 TYPICAL ANCHORS SEE ELEV. FOR SPACING • • •• • • ••• • ••• •••• • •• • • • • • •• .+pplvveu •3 cun1313,11s st Florid* 13ukllag TO Q11te S j Y j ` NO:1Jr ` Mani bade Product Coated By t CD 'o J • w W N 0 • •••. J, . •••• •••• �. • : W• i—• • (n•�t •• �.w .. O • „on h 3- m W r c O L 0 rn v 01 a-. 0 v ro 0 O M cv 1 N u 0 1 a li drawing no. W13-49 (sheet 8 of 12 D.L. OPG. PANEL WIDTH P3 ASTRAGAL PANEL WIDTH D.L. OPG. INTERLOCK EXTERIOR P3 DOOR FRAME WIDTH REINFORCING AS RE(D. SEE SHEET 5 FOR CAPACITY P2 PANEL WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING AND QUANTITY Q w w METAL • • STRUCTURE • • •• 1/4" MAX. SHIM Engr:• JAVAD AHMAD CML FIA. PE r« 70502 C.A.N. 3538 rr; Noo M • . .•.• ..•• • .. •• • • •3 • • • • • •• • Approved as complying with Mt Florida !inkling Cods Date NQU_ �-4 `l C; iQi'�.andlope?rud t/Control J CC 0 d N a n CC w C COMP -ANL\W13-49EC0 • •. • • . t• to • • • tes 3 'S., �o W o p C a .5 4) 0 0 .o -, O ,G , Kl N 8 C A u drawing no. W13-49 sheet 9 of 12 ITEM # PART # QUANTITY DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS 1 E701 1 FRAME HEAD 6005—T5 — 2 E702 1 FRAME SILL 6005—T5 — 3 E703 2 FRAME JAMB 6063—T6 — 4 E704 2/ PANEL PANEL TOP AND BOTTOM RAIL 6063—T6 — 5 E705 AS ROD. PANEL LOCK STILE 6063—T6 — 6 E706 AS REQD. PANEL OUTER INTERLOCK 6063—T6 — 7 E707 AS REQD. PANEL INNER INTERLOCK 6063—T6 — 8. E708 AS REQD. PANEL MALE ASTRAGAL 6063—T6 — 9 E709 AS REQD. PANEL FEMALE ASTRAGAL 6063—T6 — 10 E710 AS REQD. GLAZING BEAD 7/16" LAMI GLASS 6063—T6 — 11 E711 AS REQD. GLAZING BEAD 1" INSULATED GLASS 6063—T6 — 12 E712 AS REQD. SILL TRIM 6063—T6 OPTIONAL 13 E713 AS REQD. 2" SILL RISER 6063—T6 — 14 E714 AS REQD. 2-3/4" SILL RISER 6063—T6 — 15 E715 AS REQD. FIXED PANEL CUP 6063—T6 — 17 E717 AS REQD. INTERLOCK STIFFENER (FULL PANEL LENGTH) 6063—T6 — 18 #10 X 3/4" HWH SMS AS REQD. FRAME ASSY. SCREWS ST. STEEL — ISA #10 X 1" FH SMS AS REQD. PANEL ASSY. SCREWS ST. STEEL — 19 #8 X 1/2" PH SMS 2/CLIP FIXED PANEL CUP SCREWS ST. STEEL AT 3" FROM ENDS & 16" 0.C. 20 #10 X 1-1/4" PH SMS 1/ ROLLER ROLLER INST. SCREWS — NOT SHOWN 21 WEATHERSTRIP AS REQD. FRAME AND PANEL WEATHERSTRIP — FIN SEAL .190 HIGH BY ULTRAFAB 22 E235 AS REQD. INTERLOCK BUMPER BULB SANTOPRENE ULTRAFAB 23 E203 AS REQD. GLAZING BEAD BULB SANTOPRENE ULTRAFAB, DUROMETER 65±5 24 PRO3-6005 2/ MOV. PANEL ROLLER ASSEMBLY — INTERLOCK (1/2" MTG. SPACER REQD.) 25 E718 2/PANEL FIXED PANEL SKATE DELRIN — 26 #8 X 1/2" PH SMS 2/CUP FIXED PANEL SKATE INST. SCREWS ST. STEEL 27 — AS REQD. 3 PLY DUAL POINT LOCK ASSEMBLY — BY INTERLOCK 28 AS REQD. BUMPON (SIUCONE SPACER) SIUCONE BY FRANK LOWE SEALANT: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH WHITE/ALUMINUM COLORED SILICONE. Engr: JAVAD AHMAD CML FLA. PE g 70592 C.A.N. 3538 • • •• ••••I • •••.I •••d • • • • • • •• •• • • • • • •• Approved as aroaaplybig Mttiibe Florida Holding Code Date gyp°p .!; '[ NOM, 42-.,i I7. ,,',— Mimi Dade Prodoel &wird By 4 lJ/ C 0 sr r7 n. �•••• • • • • • J • • • • • • • I•• • • • • • ap• Nam. to —•••'� Z...t, g }}• • '4- 3 ✓ �W ICJ o M 1 c 0 n 0 G)V) V T .0 d r) 0 0 a 0 O drawing no. W13-49 sheet 10 of 12 1.129 0 0 5.059 .078 1.998 - 1.998 FRAME HEAD FRAME JAMB 1.312 PANEL LOCK STILE 0 PANEL TOP & BOTTOM RAIL 0 PANEL INNER INTERLOCK 8GLAZING BEAD 1" INSUL. LAM. GLASS .693 r- .937 050 1.021 1______.062 1 L_ 1.252 -1 GLAZING BEAD i 1 7/16" LAM. GLASS O PANEL OUTER INTERLOCK 0 SILL TRIM 13 2" SILL RISER 2.687 • a • • •• • 0 2-3/4" SILL RIS'Eg„•, 1.139 cr 0 1.998-2.067 51 .078 — 5.274 FRAME SILL 1.022 .915 .149- .357 .062 —1.540 FIX. PANEL CLIP INTERLOCK STIFFENER 0 3.687�j PANEL FEMALE ASTRAGAL r 1.824 1.648 0 2.500 PANEL MALE ASTRAGAL Engr: JAVAd AHMAD CIVIL FLA- PE 70592 C.A.N. 3538 • •• •• • • • • • • • •• Approved as complying wilhi{ht Ntorids BuklingCode bate t2 L C4 NOAO € fi mud'�Piaj 0 H et O a O d X� Ct G u O t • a,va O ost-- C > IJ • v •cc o • O • cI a _z a 5 • J ▪ J 1< o r w W ••••• • • • • •• • 0 • w. • >_•w • (D 7_••.� o0 13 W o d o J � O r LLi LIJ� iii 0 y .5 c 0 n U 0)to :-. 0 40 0 0 M N A 0 u C drawing no. W13--49 (sheet 11 of 12j • •• • • • • • • •• • • • FRAME TOP CORNER to FRAME BOTTOM CORNER PANEL TOP/BOTTOM CORNER Engr: JAVAD AHMAD CIVIL FLA. PE % 70592 C.A.N. 3538 J Z O F It 0 to N O 0 Q d e. CCa LL g ea o 0 r • N O ▪ 3� L a • • 2 • • •_1 •• • • 0 0 fl •••. • • • • • • • •• •• • • • • ▪ • •• 'pprovcd as Complying niihtisi Florida Wilding Code D+te ny- ws-.acr�- -700 ALUM SLIDING W w 0 N • J•s•• J•••• • • • •• • (/) • a. . Foo fn.. �.-M rn aN • in • ••, 00 J v O r � U rLt! J W 0) 0 a 0 co) 4) .O to O O T C) 0 to 0 0 c y 0 o§ a drawing no. W13-49 (sheet 12 of 12)