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M-16-3603 4 1�12�1 CQOb� o PERMIT #: 13-SC-1655501 APPLICATIOr` #:AP1221168 STATE OF FLORIDA . DEPARTMENT OF HEALTH DATE PAID: ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID: CONSTRUCTION PERMIT RECEIPT #: 1iE DOCUMENT #: PR1012685 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Guy Kurdlandsk PROPERTY ADDRESS: 9301 N Bayshore Dr Miami, FL 33138 LOT: 3 BLOCK: 4 SUBDIVISION: Bay Lure PROPERTY ID #: 11-3205-027-0560 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S. , AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,200 1 GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ 375 1 GALLONS DOSING TANK CAPACITY [ 77.00 ]GALLONS M 6 ]DOSES PER 24 HRS #Pumps [ 1 ] D [ 575 ] SQUARE FEET Trench confiquration drain SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [ ] STANDARD_ [xl FILLED [ ] MOUND [ ] I CONFIGURATION: [x] TRENCH [ ] BED [ ] N F LOCATION OF BENCHMARK: CL N. Bayshore dr., 3.98'NGVD I ELEVATION OF PROPOSED SYSTEM SITE [ 15.801 [ INCHES FT ] [ ABOVE BELOW]BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 12.801 [ INCHES FT ] [ ABOVE BELOW]BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 15.00] INCHES EXCAVATION REQUIRED: [ 45.601 INCHES *Invert elevation of drainfield to be no less than 5.50' NGVD. O 'Bottom of drainfield elevation to be no less than 5.00'NGVD. T 'Install 42"of slightly limited soil under the bottom of drainfield. H -Perimeter of excavation area shall be at least 2 ft.wider and longer than the proposed absorption bed or drain trench. The system is sized for 4 bedrooms with a maximum occupancy of 8 persons(2 per bedroom),for a total estimated flow E of 460 gpd. R The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with SPECIFICATIONS BY: Jorge MA.ll n i TITLE: APPROVED BY: TITLE: Dade CHD Carl e M bcaza DATE ISSUED: 04/06/ EXPIRATION DATE: 10/06/2017 DH 4016, 08/09 (Obsoletes all previous, editions which may notr-be usdd.) Incorporated: 64E-6.003, FAC t.� Page 1 of 3 v 1 1.4. AY1.221168 sE991338 s STATE OF FLORIDA APPLICATION # API 221168 DEPARTMENT OF HEALTH PERMIT # 13-SC-1655501 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DOCUMENT # SE991338 SITE EVALUATION AND SYSTEM SPECIFICATION y iy �a WIL APPLICANT: Guy Kurdlandsk CONTRACTOR / AGENT: Day&Night LOT: 3 BLOCK: 4 SUBDIVISION: Bay Lure ID#: 11-3205-027-0560 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN:. [X ]YES [ ]NO NET USABLE AREA AVAILABLE: 0.32 ACRES TOTAL ESTIMATED SEWAGE FLOW: 460 GALLONS PER DAY [ RESIDENCES-TABLET / OTHER-TABLE 2 ] AUTHORIZED SEWAGE FLOW: 799.99 GALLONS PER DAY [ 1500 GPD/ACRE OR 2500 GPD/ACRE ] UNOBSTRUCTED AREA AVAILABLE: 863.00 SQFT UNOBSTRUCTED AREA REQUIRED: 863.00 SQFT BENCHMARK/REFERENCE POINT LOCATION: CL N. Bayshore dr.,3.98'NGVD ELEVATION OF PROPOSED SYSTEM SITE 15.80 [FINCHES / FT ] [ ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: FT DITCHES/SWALES: FT NORMALLY WET: [ ]YES [ ]NO WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: FT NON-POTABLE: FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 40 FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X]NO 10 YEAR FLOODING? [ ]YES [X]NO] 10 YEAR FLOOD ELEVATION FOR SITE: FT [ MSL / NGVD ] SITE ELEVATION: 5.30 FT [ MSL / NGVD SOIL PROFILE INFORMATION SITE 1 SOIL PROFILE INFORMATION SITE 2 USDA SOIL SERIES: Urban land USDA SOIL SERIES: Urban land Munsell#/Color Texture Depth Munsell#/Color Texture Depth 1 OYR 5/1 Sand 0 To 28 10YR 5/1 Sand 0 To 28 REFUSAL Oolitic Limestone 28 To 72 REFUSAL Oolitic Limestone 28 To 72 OBSERVED WATER TABLE: INCHES [ ABOVE / BELOW ] EXISTING GRADE TYPE: [ PERCHED / APPARENT ] ESTIMATED WET SEASON WATER TABLE ELEVATION: 27 INCHES [ ABOVE /FLcEl EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ]YES [X ]NO MOTTLING: [ ]YES [X]NO DEPTH: INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: Replacement 4-FS/0.80 DEPTH OF EXCAVATION: 45.6 INCHES DRAINFIELD CONFIGURATION: [X] TRENCH [ ] BED [ ] OTHER (SPECIFY) REMARKS/ADDITIONAL CRITERIA SITE EVALUATED BY: DATE: 03/18/2016 Millan,Jorge(Title:)(JORGE MIL) DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.001, FAC Page 3 of 4 AP1221168 EID1665501 v 1.0.2 s NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN #A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. :.,, . Water and Sewer PO Box 330316 • 3071 SW 38 Avenue MIAMI•DADE VERIFICATION FORM Miami, Florida 33233-0316 ORM IS ALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM T 305-665-7471 AT64tjgfG6 Qav D-8 INV#: 19338 FORM#: 201655532 DATE: 4/19/2016 NAME OF OWNER: KURLANDSKI RESIDENCE/M2016003603 PROPERTY ADDRESS: 9301 N BAYSHORE DRIVE -....... _... PROPOSED USAGE/ 4,137 SF(AC)SINGLE FAMILY RESIDENCE PER PLANS. NO. OF UNITS: REPLACES: PREVIOUS 2,460 SF SINGLE FAMILY RESIDENCE (PTX 1955)CCB#1930273293 USAGE/NO. OF UNITS' ....... _.... -. PROPERTY LEGAL: 5 53 42 BAY LURE PB 44-63 LOT 3 BLK 4 LOT SIZE 83.140 X 168 FOLIO NUMBER: 11-3205-027-0560 GALLONS PER DAY INCREASE: 100 PROPOSED FLOW: 320 PREVIOUS SQUARE FOOTAGE: 2,460 NEW CONSTRUCTION PREVIOUS FLOW: 220 PROPOSED SQUARE FOOTAGE: 4,137 INTERIOR RENOVATION ADOPTED FLOW: 0 C1 CRITICAL HABITAT i 1 SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE AN_6_INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,(OR,IF"WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT,(AGREEMENT ID# N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF VERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRA Nancy Cobb-New Business Representative BY S GNATU E F R ESENTATIVE AUTHORIZED BY ............ ....... NEW BUSINESS COMMENTS: WCC=$139 00 WSC=590.00 VF=$30.00 TOTAL $259 00 THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N)__INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,(OR,IF"WILL HAVE",UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID#N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST BE OBTAIN FROM D. R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE:ONE HUNDR 1 WOF� INCREASE. Nancy Cobb-New Business Representative BY: _ SIGENTATIVE AUTHORIZED BY _....... .. ......_ ..._..._ _......... _. ........ .. NEW BUSINESS COMMENTS: HRS AP1221168 LETTER DATED:4-6-2016 THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY,AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5249/5295.SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. CONTACT NAME: ANA SIERRA Printed On:4/20/2016 NB: Nancy Cobb CONTACT PHONE: (786)4, -1 61 6.06.14 AM PR: AUTHORIZED BY: 6 M® E Invoice Water& Sewer Department New Business Office P.O.Box 330316 Miami,FL 33233-0316 Invoice Number N00019338 Customer Number 00011598 Invoice Date April 21,2016 Business Process Number(X) Total Amount Due $259.00 GUY KURLANDSKI 9301 N BAYSHORE DRIVE MIAMI SHORES FL 33138 Note: ER Water VF#201655532/M2016003603 FOR 4,137 SF SINGLE FAMILY RESIDENCE REPLACING 2,460 SF ER Sewer SINGLE FAMILY RESIDENCE AT 9301 N BAYSHORE DRIVE FOLIO#1132050270560 LOT 3 BILK 4. Agreement ID • . • • • . . CC WASD Water 100 GPD 1.39 139.00 0.00 139.00 Water Alloc Cert Initial 1 EA 90.00 90.00 0.00 90.00 VF Res(R-A)Water 1 EA 30.00 30.00 0.00 30.00 Total Standard Charges $259.00 Total Invoice $259.00 Printed on 4/21/2016 by e302607 at WESTOFFICE EAST OF COLLINS 9301 N . Bayshore Dr RC-12-15-3127 CITY SET 1- Response to comments Dated 3/04/16 2- Response to comments Dated 1/07/16 3- D.O.H. Septic Tank Permit 4- WASD Verification Form & Receipt 5- Appraisal Report 6- Drainage Report Dated 3/01/16 7- Specs: Flood Only Powder Coated & Stainless Steel 8- Certification of Compliance for Flood Vent (signed & sealed) 9- Geotechnical Report (signed & sealed) 10- NOA Door (NOA No. 15-0611.10) 11- NOA Window (NOA No. 15-0129.05) 12- NOA Fixed Window (NOA No. 15-0129.04) 13- NOA Mullion (NOA No. 14-0731.06) 14- NOA Garage Door (NOA No. 15-0317.05) 15- Special Inspector Form (Soil Compaction & Pile Foundation) 16- Special Inspector Form (Trusses) 17- AHU Calculations 18- Structural Calculations TRIO DESIGN CONSULTANTS March 4, 2016 City of Miami Shores, Florida Permit No. 15-3127 Re: Response memo Residence Renovation and addition for 9301 N. Bayshore Drive, Miami Shores, FL. Below please find the response to comments: Division: Building Department COMMENTS RESPONSES 1. Provide certification of compliance for the Please see the attached certification of compliance. USA Foundation Flood Air Vent 2. Soils report should be original signed and Soil reports submitted were original signed and sealed. sealed 3. The product approval provided for the Manufacturer has been replaced,please refer window and garage door under NOA 14-0211.10 does door schedule on sheet A-1.1 for new NOA number and not reflect compliance with the 2014 FBC. find corresponding NOA attached. 4. Health Department, DERM,WASA and Noted Miami-Dade Impact Fee section approval required. Client Revision: • Garage floor elevation was raised to reduce the level difference with the main house floor elevation. The following sheets have been revised to reflect this change:SP-1.1,A-1.2,A-2.1,A-3.1,A-3.2,A-4.0,A-4.1, A-4.2,S-1.0,S-2.0,S-4.0,S-4.1,S-4.2 Should you have any questions, do not hesitate to contact this office. Sincerely, Mike Stroh Project Manager 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 WWW.TRIO-DESIGN.NET TRIO D E S I G N C ON S U L T ANTS January 7, 2016 City of Miami Shores, Florida Permit No. 15-3127 Re: Response memo Residence Renovation and addition for 9301 N. Bayshore Drive, Miami Shores, FL. Below please find the response to comments: Division: Building Department COMMENTS RESPONSES 1. Provide certification of compliance for the To be provided by General Contractor USA Foundation Flood Air Vent 2. The Soils report provided by Dynatech Please see the attached updated Soil Report Engineering Corp. Dated January 23, 2013 reflects compliance with the 2010 FBC. Documents submitted for permits on/or after June 30, 2015 should comply with the 51' edition of the 2014 Florida Building Code 3. The product approval provided for the As informed by the Manufacturer, the updated product garage door under NOA 14-0211.10 does approval for the garage door is currently under review by not reflect compliance with the 2014 Florida Miami-Dade County and should be available within the Building Code next couple of weeks. In the meantime, the manufacturer has provided the attached letter certifying this information. An updated NOA will be submitted prior to issuance of permit. 4. Health Department,DERM,WASA,and Noted Miami Dade Impact fee section approval required 5. Provide AIA Document Al 05-2007 Standard To be provided by General Contractor for agreement between owner and contractor along with an itemized cost estimate for the project. 6. Provide 4"minimum clearance on all sides of Please see revised Floor Plans on sheets A-1.2 and A-1.4 mechanical equipment closets. 7. Additions to existing buildings should comply Please see revised General Notes on sheet A-0 and with chapter 11 of the 2014 Florida Building revised General Notes on sheet A-1.1 Code Existing Buildings 8. R311.7.2 Headroom. The minimum Please see revised Section on sheet A-4.2 indicating headroom in all parts of the stairway shall compliance with the minimum headroom of 6'-8" not be less than 6 feet 8 inches(2032mm) 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 W W W.TRIO-DESIGN.NET 2 measured vertically from the slope line adjoining the tread nosing or from the floor surface of the landing or platform on that portion of the stairway 9. Provide note on sheet A-4.2 requiring shop Please see revised General Railing Notes on sheet A-4.2 drawings for the stairs and hand rail 10. Structural plans provided are incomplete. Please see revised Structural Plans referencing the Provide cross sections with details and location of cross sections. Structural Sections have been specifications for all structural members and moved to structural sheets S-4.0, S-4.1 and S-4.2 connectors. Provide cross section foundation to roof. See red markings on structural tans. 11. New structures built in whole or in part in V Structure reviewed to comply with 322.3 of FBC zones should comply with section 322.3 of the 2014 FBC Division: Structural Department COMMENTS RESPONSES 1. Provide signed and sealed by Florida Please see the attached signed and sealed Structural Architect or Engineer,structural Calculations calculations to include but not be limited to the following elements: A) Foundations—Pile caps& grade beams B) Concrete beams and concrete columns C) All bearing reinforced masonry walls D) Verify design of reinforced masonry wall to carry the point loads of the truss girder reactions falling on wall without the use of addition reinforcement at those locations. Check for both gravity and net wind uplift loading conditions. E) Concrete stairway F)- Second floors slab design G) Wind loads for all exterior doors and windows,show wind design pressures on elevations for each opening H) Design loads for all roof framing elements,show load reactions for each member for both wind uplift and gravity (DL + LL) reactions at supports 1) Framing elements and connections designs 1) Design of all ledger for roof joist and or roof truss connections and uplift anchorage...etc. K) Analysis for roof diaphragm loadings in both directions 3 2. Structural load calculations required to Please see the attached signed and sealed Structural comply with Florida Administrative code Calculations section 61G15-23. Original signature, date and seal are required on both sets. 3. Provide two copies of special inspector Please see the attached Special Inspector Forms form,fully executed for: A) Reinforced masonry per section 2122.4 of FBC 51' Edition(2014) Code B) Miami Dade County Administrative Code, Article II,Section 8-22 1) Pile Foundations 2) Soil Compaction 3) Prefab truss erection of trusses over 35 feet long or over 6 foot high Should you have any questions, do not hesitate to contact this office. Sincerely, Mike Stroh Project Manager t A REPLACEMENT COST REPORT OF A SINGLE FAMILY HOME ••• • LOCATED AT • 9301 N Bayshore Dr ...... . .. ...... Miami Shores,FL 33138 •••••• :....: .... . ..... ...... ... . ..... .. .. .. ...... . . . . ...... FOR Guy Kurlandski& Miami Shores Village BY APPRAISALFIRST REAL ESTATE APPRAISERS LLC 1444 Biscayne Boulevard, Suite 211 Miami, Florida 33132 r i AppraisalFirst Real Estate Appraisers LLC 1444 Biscayne Boulevard,Suite 211 Miami Beach,Florida 33166 Phone:305-470-2100 Far:305-381-8047 E-mail:residential Apappraisalfirst.net E-mail:commercialnappraisalfirst.net September 18, 2015 Mr Guy Kurlandski via email: gk@premonition.ai • M ••:Ari A ie�l'acement cost report related to providing a letter for the depreciated building value ...... :. . ee eee of a s44efiamily home located at 9301 N Bayshore Dr Miami Shores, FL 33138. .... Dear 1&Kurldit&ki: ..... . ... ...... ...... .. .. .. As requested Ixwwriting this report to estimate the reproduction or depreciated cost,based on the • •••• pees;lnIFonditic n J the property, for the above referenced subject building. Once again the costs :....: and depYeciate1bu>lding value are reflective of the current condition of the property. ••• • •• The replacement cost new estimates will be provided via the "Marshall Valuation Service", a nationally accepted construction cost reference guide. The cost estimate includes labor,materials, supervision, etc. The figures also include normal site preparation, and utility lines from lot line to building. Other soft costs such as professional fees,real estate taxes,financing fees and impact fees are not included. The depreciation is based on the current mostly renovated condition of the property,including a new kitchen,impact windows&doors,two new bathrooms,some flooring,and new flat tile roof.. Based on the current condition of the improvements,the physical depreciation based on the age/life method is 15%. This reproduction cost report is considered to be a restricted appraisal in accordance with Standards Rule 2-20 of the Uniform Standards of Professional Appraisal Practice(2014-2015)and the Code of Ethics of the Appraisal Institute and the guidelines according to (USPAP). This report is for the sole use of the intended user. The subject property consists of a, one-story, single family home that was built in 1955 and is of a good construction quality. The home includes an adjusted area(as per the Cert Of Occupancy dated 9/15/15)of 3129 square feet.The home had been in mostly very good condition on the effective date. Page 2 f , The home is situated on an 13,967 square foot, single-family zoned bayfront lot in Miami Shores Village. Appraiser: William K Griffith, SRA Cert Res RD 1480 Purpose of Assignment: The purpose of the report is to provide a reproduction/depreciated cost estimate of the subject dwelling. ' Intended Use of the Report: The client intends on using this report for renovation purposes Interest to be Appraised: This is a reproduction cost analysis of a home owned as a fee simple estate. Legal Description: BAY LURE PB 44/63 LOT 3 BLOCK 4 Miami-Dade Eounty, Florida •••••• ...... . .. ...... Scope of Work: The scope of work included: inspecting t1r sOject property; referencing the"Marshall Valuation Service",a notionally aM pt id • cost manual; and estimating an appropriate deprett1ton rata for the ••;•• ...... ... ..... improvements. • .• .. .. .. ...... Marshall Valuation Service: •••••• According to the"Marshall Valuation Service"the subject improvements are classified as•a Gass D-IV (Masonry Veneer) High Value Residence, with an estimated economic life of 60 years. In estimating the replacement cost new for the building,a designated cost via the"Marshall Valuation Service"will be applied. The depreciated building value will be based on the economic age-life method. A ratio of the buildings effective age to its total economic life is applied to the current replacement cost new of the improvement. This method is most effective in analyzing older buildings where the age of the long- lived and short-Lived items cannot be easily estimated. According to the "Marshall Valuation Service"the subject improvements have an economic life of 60 years. However,typical single family homes in Miami Shores have far exceeded their specified economic lives. The subject home is 60 years in age. A more practical economic life of 75 years is estimated. Page 3 S!/ 1 t Marshall Valuation Seivice: (Continued) Taking into account the condition of the home, which had some recent updating, including newer kitchen, baths and flooring, a remaining economic life equal to 85% of the estimated 75-year economic life, or 64 years will be applied. The following is a summary of the replacement cost new and depreciated value for the subject single family home. { I i Improvement Type High Value Residence { Section&Page 12/27 1 Building Structure Class D(Masonry Veneer) Type IV •••• ArmtCost Peer SF. $321.08 •' f1'd�tistiment 94ultipliers . 0000 . ••..: Heibi::: 1.00 0000 00000: 0 0 Currenf" 1.06 0::::o . 0000 •••:•• 000 Local" " 0.98 • . 0000.• 0 0 0:6066Xdjv t$d Dir't;ct Cott Per Square Foot $333.54 0 0••••0 VW1CM1 g Size/SR•• 3129 sf •• Replacement Cost New $1,043,647 Actual Age 60 years Effective Age 12 years Economic Life 75 years Depreciation Rate 15% (Eff.Age/Eco.Life) Physical Depreciation $156,547 (Cost New x Depreciation.Rate) Depreciated Building Cost $887,100 (Cost New-physical Depreciation) f t Page 4 I Based on the cost manual described herein the depreciated building value of the subject property, as of September 18,2015 is$885,000 (rounded).. If you have any questions or need further assistance please do not hesitate to call me at(305)470- 2149. Respectfully Submitted, r William K Griffith, SRA Cert Res RD 1480 bill@aupraisalfirst.net 0000.. 0000.. . . 0000.. .. 000000 0000.. 0000.. 0000 .0000. 0000 . 0000. . 0 0000.. ... . 0000. 000000 .. 0000.0 :60:0: 0 so . . 0 0 0000.. 0000.. • . :*Goo: 00 0 Page 5 i i 1 I •••••• ADDENDA . . ...... .. . ...... ..... . .... ..... . ... ...... ...... .. .. .. ...... . . . . n CERTIFICATION I Certify to the best of my knowledge and belief: The statements of fact contained in this report are true and correct. The reported analyses, opinions, and conclusions are limited only by the reported a assumptions and limiting conditions are my personal,impartial,and unbiased professional analyses,opinions, and conclusions. I have no present or prospective interest in the property that is the subject of this report and no personal interest with respect to the parties involved. I have performed no sei vices,as an appraiser or in any other capacity,regarding the property that is the subject of this report within the three-year period immediately preceding acceptance of this assignment. I have no bias with respect o the property that is the subject of this report or to the parties involved with this assignment. My engagement in this assignment was not contingent upon developing or reporting .. ... predetermined results. •••••• My compensation for completing this assignment is not contingent upon.1he..... . .'deve>e1xnent '• . . ...... or reporting of a predetermined value or direction in value that favors the r,4;g of the client, • the amount of the value opinion,the attainment of a stipulated result, oiblh&occulwnc&of ...... a subsequent event directly related to the intended use of this appraisal. •••• ••;•• My analyses,opinions, and conclusions were developed, and this repor Usbeen preparea*, in conformity with the Uniform Standards of Professional Appraisal PW"W,4 . •••,'• I have made apersonal inspection of the property that is the subject of phis report. ••000 ••••:• No one provided significant real property appraisal assistance to the Persau signing this ;....; .. . • ••• certification. O..e • As of the date of this appraisal William K Griffith, SRA has completed the continuing education program of the Appraisal Institute. William K Griffith,SRA September 18,2015 Cert Res RD 14890 Date ASSUMPTIONS AND LIMITING CONDITIONS The value conclusion and certification within this report are made expressly subject to the following assumptions and limiting conditions as well as any further reservations or conditions stated within the text of the report. 1) No responsibility is assumed for the legal description or for matters including legal or title considerations. Title to the property is assumed to be good and marketable. 1 2) Responsible ownership and competent property management are assumed. ! i 3) The information furnished by others is believed to be reliable. However, no warranty is given for its accuracy. 4) It is assumed that there are no hidden or unapparent conditions of the property, subsoil, or :...vtructures that render it more or less valuable. No responsibility is assumed for such 6:0609 tond4Us Or for arranging for engineering studies that may be required to discover them. • ••••, 5;: It is 4aEhwd that there is full compliance with all applicable federal, state, and local •••••. 3 • environmental regulations and laws unless non-compliance,is stated,defined,and considered 0000.. 000:00 ;n the ds'signment. E •1••. 00 • ••• •000 •• •• •• •. 6) • It is assuawd that all required licenses, certificates of occupancy, consents, or other •:•••• Jegislitive c r administrative authority from any local,state,or national government or private 0000. *0090: tntity.du organization have been or can be obtained or renewed for any use on which the 0 0 ;0 rental0survey contained in this report is based. 00 7) It is assumed that the utilization of the land and improvements is within the boundaries of property lines or the property described and that there is no encroachment or trespass unless noted in this report. 8) Possession of this report, or a copy thereof, does not carry with it the right of publication. It may not be used for any purpose by any person other than the party to whom it is addressed without the written consent of the appraiser, and in any event only with proper written - qualification and only in its entirety. ASSUMPTIONS AND LIMITING CONDITIONS (Continued) 9) The appraiser herein by reason of this assignment is not required to give further consultation,testimony,or be in attendance in court with reference to the property in question unless arrangements have been previously made. 10) Neither all nor any part of the contents of this report(especially any conclusions,the identity of the appraiser,or any reference to the MAI or SRA designations)shall be disseminated to the public through advertising,public relations,news,sales,or other media without the prior written consent and approval of the appraiser. 11) The existence of potentially hazardous material used in the construction or maintenance of the building and/or the existence of toxic waste which may or may not be present on or under the site was not observed during our inspection. However, we are not qualified to detect such substances. These substances, if they exist, could have a negative effect on the estimated value of the property. The user of this report is urged to retain an expert in giis field if desired. ...... 12) This assignment was not based on a requested minimum valuation,a sR*eci$ic valuatioA, or the approval of a loan. •••••• .... . ..... 13) The client intends on using this report for dwelling renovation purposes';'•; •••• ••••• .. .. •• ...... 14) The client understands, as per the engagement guidelines of this assigUmenL that all Ota •••„• related to estimating cost and depreciation is retained in the office file.- • . ...... r RESUME OF QUALIFICATIONS: William K Griffith,SRA GENERAL EDUCATION: Florida State University B.S. Degree 1980 PROFESSIONAL EDUCATION: APPRAISAL INSTITUTE FHA&The Appraisal Process 2014 USPAP Update 2014 Florida Appraisal Law 2014 USPAP Update 2012 Florida Appraisal Law 2012 The Uniform Appraisal Dataset 2011 The Real Estate Market 2011 2011 Residential Design&Functional Utility 2010 Reviewing Residential Appraisals&Using FNMA 2000 2010 Roles &Rules Of Supervisory&Registered Trainee Appraisers 2010 •:•••:v4arket Conditions Addendum/1004MC 2009 •••••• •Analyz%g Ilistressed Real Estate 2008 .' .' .':Co-ops&Condos 2008 •••••• •. •Small+ •seMotel Valuation 2008 • � :0064: OBusiness Practices&Ethics 2007 .•.•• 0 0 New =S-gmall Residential Income Property Appraisal 2007 0000• • •00 •00.00 •0•••• P'ROFESSIONAL•AFFILIATION: 0 0 0 SRA,:Mt0A jpraisal Institute ••0 0 0 .:0 0.;Natio$al Assbciation Of Realtors,Florida Association Of Realtors 0400. 'Miami rioapd of Realtors,Marathon/Lower Keys Board Of Realtors • ••• . • •• BOARD EXPERIENCE: Board Of Directors,South Florida Chapter Of The Appraisal Institute 2004-2006 LICENSES: Cert Res RD 1480(Florida),Real Estate Broker(Florida),Notary Public,Florida REAL ESTATE AND APPRAISAL EXPERIENCE: f Partner/Owner,AppraisalFirst, LLC 2011-Present Vice President/Residential Manager,AppraisalFirst, inc. 1987-2010 - President,Biscayne RE Group. 1997-Present President, Coast To Coast-RE Group. 2009-Present TYPES OF APPRAISAL SERVICES: Single Family Residential 2-4 Family Dwellings FHA REO Relocations New Construction Vacant Land Condominiums Multi-Family/Apt. High Value Dwellings Estates/Litigation Appraisal Review 3 Construction Draw Inspections Blueprint Review Cost Reports ! SERVICE AREA BY FLORIDA COUNTY: Miami-Dade,Broward,Monroe(Florida Keys),Palm Beach,St.Lucie,Martin Property Search Application - Miami-Dade County Page 1 of 1 OFFICE OF THE PROPERTY APPRAISER Summary Report Generated On:9/25/201,1 Property Information Folio: 11-3205-027-0560 Property Address: 9301 N BAYSHORE DR Owner GUY KURLANDSKI SELIN KURLANDSKI c �a Mailing Address 9301 N BAYSHORE DR t MIAMI SHORES,FL 33138 Primary Zone 1400 SGL FAMILY-3001-3250 SQ Primary Land Use 0101 RESIDENTIAL-SINGLE FAMILY:1 UNIT Beds/Baths 1 Half 3/3/0 Floors 1 Living Units 1 Actual Area 3,447 Sq.Ft r; 2015 Asrl'l�tdgraphy' Living Area 2,460 Sq.Ft „• 2QDft Adjusted Area 2,953 Sq.Ft . . ...... Taxable Value information 0000 00000 Lot Size 13,967.52 Sq.Ft "�'��! 0 0 '•`�13 Year Built 1955 Count • Assessment Information Exemption ValueX50,000 15O40wo 466469 Year 2015 2014 2013 Taxable Value $966,7.11 $158,672 fW9 W Land Value $1,647,785 $698,646 $698,646 School Board ' ' ' Building Value $310,065 $297,662 $297,662 Exemption Value $25,0001 $25,000 $25,000 XF Value $12,264 $12,364 $12,465 Taxable Value 1 $991,741 $983,672 $444,077 Market Value $1,970,114 $1,008,672 $1,008,773 City Assessed Value $1,016,741 $1,008,672 $469,077 Exemption Value $50,000 $50,000 $50,000 Taxable Value $966,741 $958,6721 $419,077 Benefits Information Regional Benefit Type 2015 2014 2013 Exemption Value $50,000 $50,000 $50,000 Save Our Homes Assessment Taxable Value 1 $966,741 $958,672 $419,077 Cap Reduction $953,373 $539,696 Homestead Exemption $25,000 $25,000 $25,000 Sales Information Second Previous Sale Price OR Book-Page Qualification Description Exemption $25,000 $25,000 $25,000 Homestead 02/25/2013 1 $1,075,000 28519-4932 1 Qual by exam of deed Note:Not all benefits are applicable to all Taxable Values(i.e.County, i School Board,City,Regional). i Short Legal Description r 55342 h BAY LURE PB 44-63 LOT 3 BILK 4 LOT SIZE 83.140 X 168 1 The Office of the Property Appraiser is continually editing and updating the tax roil,This website may not reflect the most current information on record.The Property Appraiser and Miami-Dade County assumes no liability,see full disclaimer and User Agreement at htto:/twww.miamidade.aov/infoldisclaimer.aso i http://www.miamidade.gov/propertysearch/ 9/25/2015 CALCULATOR METHOD SECTION 12 PAGE 27 August 2014 ' HIGH-VALUE RESIDENCES CLASS TYPE EXTERIOR WALLS INTERIOR FINISH LIGHTING AND *HEAT COST PLUMBING Sq. M. Cu. Ft. Sq. Ft. VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best clay,slate parquet,matched stones and woods hardware throughout H.V.A.C. $4,914.30 $57.07 $456.55 V Best masonry,much fine trim and Coffered ceilings,site-built cabinetryHigh-quality fixtures,structured wiring, Complete , fenestration niches,many extras high amps,fine hardware H.V.A.C. 4,123.37 47.88 383.07 IV Fine brick,cut stone,heavy roof,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete Cmetal,tile,some artglass custom carpet,parquet kitchen or food prep.area HN.A.C. 3,460.95 40.19 321.53 III Face brick,stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems H.V.A.C. 2,905.96 33.75 269.97 II Brick or stone,slate or metal,heavy Plaster,some ornament,tile,average Custom fixtures,electrical and Complete structure,solarium custom carpet,hardwoods plumbing,home automation H.V.A.C. 2,440.09 28.34 226.69 I Good brick,stone trim,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete shakes or metal on good structure vinyls,terrazzo,hardwoods bath per bedroom H.V.A.C. 2,049.47 23.80 190.40 VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best day,slate parquet,matched stones and woods hardware throughout H.VA.C. 4,931.10 57.26 458.11 V Best masonry veneer,much fine trim Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete and fenestration niches,many extras high amps,fine hardware H,V,A_C, 4,127.46 47.93 383.45 DIV Fine masonry veneer,trims,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete metal,life,some artglass custom carpet,parquet kitchen or food preparation area H.V.A.C. 3,456.11 40.14 321.08 MASONRY VENEER III Face brick veneer,stone trim,slate or Plaster,good detail,custom ceiling,wall Some special custom fixtures electrical Complete tile,some custom sash and floor finishes and plumbing,integrated 2,894.98 33.62 268.95systems H.V.A.C. II Brick or stone veneer,slate,metal, Plaster,some ornament,tile,average Custom fixtures,electrical and Complete heavy structure,solarium custom carpet,hardwoods plumbing,home automation HN.A.C. 2,425.13 28.16 225.30 Double walls,good veneer,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete good shakes or metal vinyls,terrazzo,hardwoods bath per bedroom H.V.A.C. 2,032.03 23.60 188.78 A Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best day,slate parquet,matched stones and woods hardware throughout H.V.A.C. 4,859.19 56.43 451.43 V Best sidings,EIFS,much fine trim and Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete fenestration niches,many extras high amps,fine hardware H.VAA.C. 4,066.53 47.22 377.79 IV Fine siding,stucco,marble trim,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete Dmetal,tile,some artglass custom carpet,parquet kitchen or food preparation area H.V.A.C. 3,404.33 39.53 316.27 III Siding,brick or stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems H.V.A.C. 2,851.06 33.11 264.87 II Half timber and stone trim,slate, Plaster,some ornament,file,average Custom fixtures,electrical and Complete metal,heavy structure,solarium custom carpet,hardwoods plumbing,home automation HN.A.C. 2,387.99 27.73 221.85 I Double walls,stone trim,skylights, Plaster of best II,pgnelirW,gpstore• •home special fixtures,more than one Complete shakes or metal on good structure vinyls,terrazzo,JiarillwaiDdyj • • • bath per bedroomH.VA C. 2,000.60 23.23 185.86 Fireplace,balconies and porches and built-in appliances are not included.See Pa g @3 fop g1rage Vtts.IRe base wall height is 10 feet(3.05 meters),excluding gables.Add or deduct 3%for each foot (.305 meter)of deviation. For small residential elevators and fire sprinkler : syrterZs, ee mote*on Page 38 and 39.See Page 26 for basement costs. "HIGH-VALUE HEATING,VENTILATING AND AIR CONDITIONING COMPLETE SQUARE METER COSTS SQUARE FOOT COSTS H.V.A.C. MILD MODERATE EXTREME MILD MODERATE EXTREME Costs for high-value mechanical items are listed separately from those'F(V%t*?buildint:1h tgis •WWE • CLIMATE CLIMATE CLIMATE CLIMATE CLIMATE CLIMATE section because of the special requirements. Costs listed to the riqht ark jav%ragj� l?le • :VI ••• $130.05 $175.02 $235.79 $12.08 $16.26 $21.91 moderate climate cost is included in the base cost in the tables.If a Cu"f000 cest is d, • ••V • 114.85 156.79 213.91 10.67 14.57 19.87 • g• •IV ••• 101.49 140.38 193.85 9.43 13.04 18.01 one-tenth (1/10)the difference shown,to adjust the base cubic foot cos. For cooling only, use III 90.55 126.40 176.84 8.41 11.74 16.43 70%to 80%of the costs listed.For heating only,use 60%to 70%.For ground-loop heat source II 80.22 113.64 160.43 7.45 10.56 14.90 units,add$3.86 to$5.37 per square foot($41.55 to$57.80 per square miter). • ••. . • • • 400 71.10 102.09 146.45 6.61 9.48 13.61 MARSHALL YALUATIONSERYICE The data hZIuVetlon t1Jis pte:.etfi p%�so14e after update delivery,scheduled for August 2016. C 2014 CoreLogic®,Inc.and it licensors,all rights reserved. Any reprinting distribution,c"tiol gf de1yWive Wyp ,pnd/oraubl c&*plays is strictly prohibited 812014 DRAINAGE REPORT FOR KURLANDS RESIDENCE 9301 N. BAYSHORE DRIVE Prepared by: JJJIERRA IL ENOIMEE IN Florida Certificate of Authorization No: 27209 4011 West Flagler Street, Ste 404 Miami, Florida 33126 March 1, 2016 Table of Contents • EXECUTIVE SUMMARY PFZC��,,,,,,N�a • PROJECT DETAILED INFORMATION DESCRIPTION ' �•� '''• '••..0 • SOIL STORAGE CAPACITY CALCULATIONS ;' S 0- • TOTAL VOLUME OF RUNOFF GENERATED • RETENTION VOLUME PROVIDED IN SWALES s `ST 9�' •' • DRAINAGE MAP � G1 li�l %#tell 161101100% EXECUTIVE SUMMARY The proposed project consists of the remodeling and addition to the existing residence. Because this is an existing site, we are proposing to create three new retention areas that are capable to retain the entire runoff volume that is generated by a one inch intensity storm. The calculations follow the methodology recommended by the SFWMD in their publication "Management and Storage of Surface Waters, Permit Information Manual, Volume 4. When using this methodology, we first calculate the site soil storage capacity, then we calculate the volume of runoff generated by the storm. Next we size the retention areas to provided a total volume that is bigger than the runoff generated by the storm. By doing this, we can show that we will contain on site, and within the retention areas, the entire runoff volume generated during the storm. r J& ERRA CIVIL ENGINEERING Date: 3/1/2016 Document: Residential Drainage Calculation Project Manager: Project Name: 9301 North Bayshore Drive summary Definitions Project Comments Information One inch 1" of rainfall 1.00 5 Soil storage capacity in A Site total area(sf) 13,932 Pery Pervious area-grass, ravel...- sf Imp Im ervious area-roof,pavement,walkways,decks, R Run off depth in V Volume of runoff cubic feet WE Compacted water storage in AEPA Average elevation of Pervious Areas ft 4.50 HGWE High ground water elevation ft 1.67 DW Distance between Avg Elevation of Pervious Areas and the 2 83 AEPA-HGWE=Depth to High Ground Water Elevation Water table-DW Project detailed information: Impervious areas Description Pervious areas Description IMP-1 6,769 bldg,driveway& Per-1 6,423 green area(Average) decks(Average) Imp_2 Per-2 740 pool areas Imp_3 Per 3 Imp 4 Per 4 Tot Im = 6769 Tot Per= 7163 Soil Storage Capacity Calculations(S) Depth to WE Compacted Water Table Water Storage(in) 1 0.45 S= Pervious Area *WE 2 1.88 Site Total Area 3 4.95 4 8.18 S= 7,163 4.43 13,932 WE= 4.43 5= 2.28 Runoff Depth Calculation( R) R= (I-0.2*S)^*2 .1= 0.11 ::::]in (I+0.8*S) Volumen of Runoff(V) NOTE:The volume of runoff generated during a 1-inch intensity storm(V)must be contained within the property boundaries V= A* R/12 V= 1221 Cubic feet Volumen of retention provided NOTE:The retention volumen provided must be larger than retention volumen generated.Retention volumen provided on swales, retentions areas,drains within property,etc. Volumen of swales Retention A1(Ft^2) Ao(Ft^2) A average(Ft) h(ft) Volumen Ft^3 1 117 57 87.00 0.5 44 2 687 207 226.00 0.5 113 3 244 108 176.00 0.5 88 0.00 0 Total 245 Volumen of runoff < Volumen of Retention Conclusion Volume provided the by retention areas(cf)= 245 Volume of runoff(cf)= 122 _ _ ;The volume provided in the retention areas(245 cf) is bigger than the runoff volume generated by- i ithe 1 inch intensity storm (122 cf). Therefore the entire runoff volume will be contained within the I property. I DRA NAGE MAP TOTAL IMPERVIOUS AREA 6,769 SF 13,932 SF TOTAL SITE AREA #1 Ret Area = 117 sf #2 Ret Area = 687 sf Area = 57 sf Area = 207 sf HOUSE AREA 4,149 sf PAved Areas = 971 sf g r= ®® a W a 0 PE88lE AREA 154 SF a #3 Ret Area = 244 sf Area = 108 sf TOTAL PERVIOUS AREA 7,163 SF USA Foundation Flood AVents RECOMMENDED ► ► • N INSTRUCTIONS AND ► FLOOD ONLY - POWDER COATED & STAINLESS STEEL USA FLOOD AIR01 0,11 �ENTS' MODELS: FOAL& FO-316 Save Money...Save Time RECOMMENDED INSTALLATION PROCEDURE 1.Provide a clean,square and level rough opening of about 8"x 16"(figures 2,3 &4)for each vent with the bottom of the opening no more than 12"above the outside finished grade. 2.Unhook the vent door by pushing lower section of door into the frame.Door will unhook once it is 90 degrees perpendicular to the frame. 3.Position the vent frame in the opening with the W"channel at the bottom.Ensure that the frame is square and level.Apply a small bead of good quality masonry caulk on the backside of the vent flange(figures 3 and 4).The&WR should Bold the vent ij%•••• place while you proceed to Step 4.Clear caulk is recommended for best results. ••••.. •. 4.Block wall/CMU installation: • ...• :.0.. • Attach vent frame to block wall using concrete fasteners.Holes are provided in the flange(figures 3&• A4.• ••.:, :••' ; 5.Reinstall the door b reversing the procedure in"Ste 2".Be sure to reposition the pressure relief• 06*iy��bber stA fora the •••• Y 9 p p p P .�A. P • ..:.. .. bottom of the door in the frame channel. :0...• ....• . • . . 6.For final inspection,check that the door is not binding in the frame.Test to see that it swings in a.bidirectional M�r n�e�(figurg ). • • • • • DETAIL SPECIFICATIONS •• • •• ... :•...: • Material: 18 Gauge(.048"thick)316 stainless steel and.050"5052-H32 aluminum(vent frame). • 14 Gauge(.074"thick)316 stainless steel and.080"5052-H32 aluminum(vent door). • Operation:Operation of vent is based on hydrostatic pressure(see Certificate of Compliance). • Hydrostatic Relief:Each vent provides 263 sq.ft.of hydrostatic relief. • Requirements:A minimum of two bi-directional vents are required for enclosed flood exposed area and should be installed on opposite or adjacent walls. NOTES •Consult with your local code official for compliance. •Use clear caulk for best results. DESIGNED TO MEETTHE REQUIREMENTS FOR ENGINEERED OPENINGS AS SET FORTH BY:FEMA,NFIP,ICC&ASCE SUPPORTIVE DOCUMENTS,TB 1-08,44CFR 60.3(0(5),ASCE 24-98,THE ICC-ES AC364 2014 All Rights Reserved,USA Flood Air Vents,LTD. www.usafloodairvents.com 56 West Main Street, Kings Park,NY 11754 800-USA-1993 (800-872-1993)•631-269-1872 FLOOD ONLY POWDER COATED & STAINLESS STEEL USA FOUNDATION FLOOD AIR VENTS 4 MODELS: FOAL& FO-316 Save Money.Save Time FIGURE 1 FIGURE 2- ROUGH OPENING DIAGRAM y - - - 15 7V - 16" 15 315" I ----- ------- -- ---------------�- - - - - - - - - 8" 10' 7 3S 7 1516' j I_ _ .• 000 • •• • • • • •••• • .• . • E `` • 000.± `•••• •%••FIG011 3- BLbE�1�1NALL INSTALLATION FIGURE 4- BLOCK WALL INSTALLATION .. ...... ...... `• APPLY BEAD OF AUI AROUND • INSj tL FLAN.GES o • • • •• • EXTERIOR INTERIOR au BLOCK WAIL • •••••ATTACH•TOCMU18LOCK WALL GSING CONGf2ET€FASTENERS }`" THIR THE•HOLES PROVIDED IN a --_-_•_- APPLY BEAD OF CAULK ".. ' THE FLANGE AROUND INSIDE OF FLANGE j ATTACH TO CMUIBL.DCK WALL �'`•*>.,z USING CONCRETE FASTENERS ' ` THW THE HOLES PROVIDED N THF.FI ANGF. Ggrj; 12, - A7J IF GROUND LEVEL CM BLOCK EEIIEpv IIE:IE IIE:I WALL SIIIBS.IIIIQ7IQMIIU NOTE:Clear caulk is recommended for best results. AVAILABLE COLORS FOR POWDER COATING Grey White - Black a, 56 West Main Street, Kings Park, NY 11754 800-USA-1993 (800-872-1993)•631-269-1872 AISO"A" - Certification of Engineered Flood Openings Fo„No.TbHri000NRVE�,S In accordance with NFIP, FEMA Technical Bulletin 1-08 and ASCE/SE124-14 Certification Statement I hereby certify that the flood vents manufactured by USA Foundation Flood Air Vents(Model No's FO-316,FA-316,FOAL,FAAL,RFPC and RFSS)are designed in accordance with the requirements of the 2011 NFIP"Flood Insurance Manual"to provide automatic equalization of hydrostatic flood loads on exterior walls by allowing the automatic entry and exit of floodwaters during floods up to and including the base 100-year flood. The flood vents must be installed and sized properly as set forth by the requirements below. This certification follows the design requirements and specifications that are established in FEMA Technical Bulletin 1-08 and ASCE/SEI 24-14. Design Characteristics I hereby certify that I have measured the flood vent models listed below. I have also calculated the maximum total enclosed area that can be served by each individual model based on the net area of the opening using the equation taken from ASCE/SEI 24-14,Section 2.6.2.2 and the following design assumptions listed below. Design Assumptions: Area of Engineered Openings per ASCE 24,Section 2.6.2.2 1. The rates of rise and fall have been assumed A o =(0.0333)[1/c]R(A e) -> Ae=Ao/[(0.0333)[1/c]R] to be 5 feet per hour. Where: 2. The maximum difference between the exterior and interior floodwater levels have been A e = Total Net Area of Openings Required(int) assumed to be 1 foot during base flood 0.033= Coefficient Corresponding to a Factor of Safety of 5.0(in 2•hr/ft3) conditions. 3. A factor of safety of 5 has been used in the c = Opening Coefficient(Non-Dimensional;see ASCE 24,Table 2-2) design. R= Worst Case Rate of Rise and Fall(ft/hr) A e = Total Enclosed Area(ft) Maximum Area Coverage in Square Feet per Vent for each Model Model Height Width A. Constant c R A, (in.) (in.) (in`) (in'-hr/ft) (ft/hr) (W) FO-316 7.00 15.50 108.50 0.0330 0.400 5 263 FA-316 7.00 15.50 108.50 0.0330 0.400 5 263 FOAL-W 7.00 15.50 108.50 0.0330 0.400 5 263 FOAL-B 7.00 15.50 108.50 0.0330 0.400 5 263 FOAL-G 7.00 15.50 108.50 0.0330 0.400 5 263 FAAL-W 7.00 15.50 108.50 0.0330 0.400 5 263 FAAL-B 7.00 15.50 108.50 0.0330 0.400 5 263 FAAL-G 7.00 15.50 108.50 0.0330 0.400 5 263 RFPC 1 7.00 1 13.75 1 96.25 1 0.0330 1 0.398 1 5 1 232 RFSS 1 7.00 1 13.75 1 96.25 1 0.0330 1 0.398 1 5 232 *Note: (A J is the maximum total enclosed area that can be served for each individual model based on the net area of the opening(A J Limitations and Installation Requirements This certification will be voided in it's entirety if the following installation requirements and limitations are not enforced. USA Foundation Flood Air Vents and Conn Engineering Consultants,Inc.do not recommend or authorize any modifications to the flood vents and will not be held liable for improper installation or modification of the flood vents. FEMA/NFIP Limitations and Installation Requirements: 1. A minimum of two openings having a total net area of not less than one square inch for every square foot of enclosed area subject to flooding shall be provided. 2. The bottom of all openings shall be no higher than one foot above grade that is immediately under each opening. 3. Openings may be equipped with screens,louvers,valves or other coverings or devices provided that they permit the automatic entry and exit of floodwaters. 4. It is recommended that openings be reasonably distributed around the perimeter of the enclosed area unless there is clear justification for putting all openings on just one or two sides(such as in townhouses or buildings set into sloping sites). 5. Where analysis indicates rates of rise and fall greater than 5 feet per hour,the total enclosed area shall be reduced accordingly. Design Professional Professional Engineering Seal Name/Title: Jason M.Conn,P.E.President,Conn Engineering Consultants,Inc. Address: 107 N.Bridge St.,Linden,MI 48451 License Type: Professional Engineer tilt � l State: Florida `� cJON.M . ��,, License Number: 62755 Installation Address * No 2755 Customer and Installation Address: yt 9301 North Bayshore Drive -9 Miami Shores,FL 33138 'W. STATE OF .:�41/ •. Model Installed 'Si,;0NA� Model Number: FO.316 Maximum total enclosed area that can be served for EACH individual vent: 263 Square Feet Certificatinn Date-3/10/2016 �(j c DYNATECH ENGINEERING CORP. �w .�/ WWW.DYI�ATECHENCiINEERINC3.COM Miami, January 7, 2016 Mr. Guy Kurlandski 9301 Bayshore Drive Miami Shores, FL 33138 Re: Proposed Structures @ 9301 Bayshore Drive Miami Shores, FL 33138 Dear Mr. Kurlandski: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on January 23,2013,at the above referenced project.The purpose of our investigation was to help determine subsoil conditions relative to foundation design of the proposed structures. A total of(3)standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 3 5'below existing ground surface at the locations shown on the attached sketch. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site (refer to field boring logs for exact locations and soil description, average depths are approximate and will vary in the field): Average Depth From To Description 0'-0" 0'-6" Topsoil and grass 0'-6" 3'-0" Tan sand 3'-0" 4'-0" Tan sand w/rock fragments 4'-0" 6'-0" Gray silt 6'-0" 11'-0" Brown silt w/peat 11'-0" 13'-0" Tan sand w/rock fragments 13'-0" 28'-0" Tan sandy limerock 28'-0" 31'-0" Tan medium sand 31'-0" 35'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 5'-6"below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level.Dewatering for pile caps is expected. 1 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM E� Re: 9301 Bayshore Drive, Miami Shores, FL. Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed structures and slabs without detrimental settlement. Based on the Florida Building Code FBC 2014;deep foundation systems shall consist of one of the following alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Pile Foundation Pile Depth Size in Tons in Tons Lateral Capacity B.E.L.S. Compression Tension in Tons Pin Piles/push piers 25' or Refusal 4 Inches 5 Tons 1 Ton N/A Helical Piles 25' or Refusal 3 Inches 8 Tons 4 Tons N/A Auger Cast Piles 25' BELS 12 Inches 25 Tons 12 Tons 1 Ton Auger Cast Piles 25' BELS 14 Inches 35 Tons 17 Tons 2 Tons B.E.L.S.: Below Existing Land Surface. For computer structural modeling of the building foundation system initial vertical spring constants of 500 Kpi for compression and 250 Kpi for tension may be used. The vertical spring constant values is the work pile load divided by estimated pile settlement and is based on our experience and review of available pile load tests data and settlement estimates in similar subsurface conditions and shall be refined as the structural model is developed. Helical piles bearing capacity is a proprietary product dependent on manufacturer shaft type, size, and steel strength as well as helix size,numbers,spacing,depth,soil profile and installation torque. Therefore,the helical pile specialty foundation contractors and his engineer shall submit signed and sealed shop drawings of the proposed helical piles to the building department.The above depths are minimum depth required unless authorized by the geotechnical engineer.Predrilling may be required to achieve design depths. Estimated Lateral Load for a pile Top Deflection of 1/4 inch. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 2 inches per foot (Horizontal, Vertical). However, care should be taken not to overlap adjacent piles. In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented(ie: predrilling,jetting,hydraulic push, etc...). The minimum center to center of piles or adjacent piles shall be not less than twice the average diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches to avoid load capacity reduction caused by group effect. Piles shall be driven with a variation of not more than 1/4"per foot from vertical,and within 3 inches of the specified plan location. The installation of adjacent piles (located within 6' o.c. of each other) on the same working day is not recommended. We recommend that adjacent piles not be installed until the initial grouted pile has set overnight. The grout used in the pile installation shall develop a minimum compressive strength of 5000 PSI at 28 days. Large grout volumes,possibly twice(or more)of the theoretical pile volume,are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. 2 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM `/ Eq Re:' 9301 Bayshore Drive, Miami Shores, FL. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length,we recommend a single No.7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 130 pcf. Submerged: 70 Pcf. - Angle of internal friction: 30 - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30 for steel piles,20 for concrete or brick walls; 150 uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in its entirely and replaced with compacted washed gravel such as pea rock or# 57 stone. Fasten utility lines to underside of structural slabs to limit settlements. Excavations shall not extend within 1 foot of the angle of repose next to existing footings or structures,unless underpinned.All excavation shoring must be designed and inspected by a Florida licensed professional engineer. All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration/ dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction;outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water,sewer,plumbing,sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However,we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is 1/2 to 1 inches. Due to the granular nature of the subsurface materials,the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...)this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 3 / 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ EC Re: 9301 Bayshore Drive, Miami Shores, FL. This report was prepared in compliance with the 2014 Florida Building Code. Site elevations were not provided to us for the test locations.Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work,the reported depths must be adjusted to represent proper depths. The boring log(s)attached present(s)a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log(s)is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands and accepts that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize themselves with site conditions prior to bidding.For Environmental due diligence;a Phase I and/or Phase II Environmental Site Assessments is recommended.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users,and use or re-use of this document or the findings,conclusions,or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation.All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam Naamani, P. E. ��X! Ifl`'° DYNATECH ENGINEERING CORP. �� P� g �%CENS�'gq�'`.o Florida Reg. No. 39584 Special Inspector No. 757 '0.39584 Certificate of Authorization No.: CA 5491 — STATE OF •��` ':c�OR10P•' o'?' 4 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM `/ EC TEST BORING REPORT DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : MR. GUY KURLANDSKI DATE: January 23, 2013 PROJECT : Proposed Structures @ HOLE NO.: B-1 ADDRESS : 9301 Bayshore Drive, Miami Shores, FL. DRILLER: AS LOCATION : See attached plan SAMPLE HAMMER DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON 'IN" SAMPLER 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 50'-6"to 1'-0" BROWN FINE SAND 6 2 1 1 8 1'-0"to 3'-6" TAN MEDIUM SAND 8 2 1 1 0 3'-6"to 4'-0" BROWN MEDIUM SAND W/ROCK 10 2 1 1 11 FRAGMENTS 12 1 1 3 12 2 2 13 4'-0"to 6'-0" GRAY SILT 14 4 5 13 14 8 7 15 6'-0"to 11'-0" BROWN SILT W/PEAT TRACES 16 12 11 21 16 10 8 17 11'-0" to 12'-0" TAN MEDIUM SAND SLIGHTLY SILTY 18 10 9 16 18 7 8 19 12'-0" to 13'-0" 20 20 TAN MEDIUM SAND W/ROCK FRAGMENTS 21 22 13'-0" to 15'-0" TAN SANDY LIMEROCK 22 23 24 24 15'-0"to 28'-0" TAN VERY SANDY LIMEROCK 25 26 10 9 20 26 28'-0"to 31'-0" TAN MEDIUM SAND 11 8 27 "28 28 29 31'-0"to 34'-0TAN MEDIUM SAND W/ROCK FRAGMENTS 30 30 34'-0"to 35'-0" TAN SANDY LIMEROCK 31 3 32 2 33 34 34 11 8 15 35 7 9 36 36 28 35 37 38 38 Water Level: 5'-6" Below Surface As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property ofclients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H..:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 5 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ Eq' DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : MR. GUY KURLANDSKI DATE: January 23, 2013 PROJECT : Proposed Structures @ HOLE NO.: B-2 ADDRESS : 9301 Bayshore Drive, Miami Shores,FL. DRILLER: AS LOCATION : See attached plan SAMPLE HAMMER DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N" SAMPLER i 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to 1'-0" BROWN FINE SAND 6 1 1 2 6 1 1 1 3 V-0"to 3'-0" TAN MEDIUM SAND 8 1 1 2 8 1 1 U 2 3'-0"to 4'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 10 1 1 it 12 1 1 3 12 4'-0"to 6'-0" GRAY SILT 2 2 13 14 4 6 14 14 6'-0"to I V-0" BROWN SILT W/PEAT TRACES 8 10 15 16 10 9 17 16 11'-0"to 12'-0" TAN MEDIUM SAND SLIGHTLY SILTY 1 8 9 17 18 10 12 21 18 12'-0"to 13'-0" 9 10 19 TAN MEDIUM SAND W/ROCK FRAGMENTS 20 20 21 13'-0"to 16'-0" TAN SANDY LIMEROCK 22 22 23 16'-0"to 28'-0" TAN VERY SANDY LIMEROCK 24 24 25 28'-0"to 31'-0" TAN MEDIUM SAND 26 12 10 19 26 9 9 27 31'-0"to 33'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 28 28 29 33'-0"to 35 -0 30 30 ' TAN SANDY LIMEROCK 31 32 32 33 34 34 8 9 17 5 8 11 3 35 36 28 29 37 38 38 Water Level: $'-6" Below Surface As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H..:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 6 / 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ EC PERCOLATION TEST DEC DYNATECH CORP. a W W W.DYNATECHENGINEERING.COM Miami, January 7, 2016 Mr. Guy Kurlandski 9301 Bayshore Drive Miami Shores, FL 33138 Re: Proposed Structures @ 9301 Bayshore Drive Miami Shores, FL 33138 Dear Mr. Kurlandski: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Percolation Test on January 23, 2013 at the above referenced project. The purpose of our investigation was to help determine the hydraulic conductivity for drainage design. The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. In the event the test location is changed or the soil removed and replaced; the test will need to be re-evaluated. Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 5'-6" below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. In case of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be made by the structural engineer, the civil engineer, and site contractor to protect all footings from future erosion, undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. Re: 9301 Bayshore Drive, Miami Shores, FL This report was prepared in compliance with the 2014 Florida Building Code. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling.. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands and accepts that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re-use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam aamani, P. E. DYNATECH ENGINEERING CORP. �a�� ,+ D �. Florida Reg. .No39584 `'� N'a9 ; Special Inspector No. 757 _ �co Certificate of Authorization No.: CA 5491 tio.395 84 ,a JTATE OF L p?r FCOR0, 0". DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FLORIDA 33014 (305)828-7499 PERCOLATION TEST ACCORDING TO S.F.W.M.D. D.O.T. STANDARD TEST DATE : January 23,2013 CLIENT : MR. GUY KURLANDSKI PROJECT Existing Residence @ PROJECT LOCATION 9301 Bayshore Drive, Miami Shores, FL. LOCATION OF TEST SAS DIAMETER OF HOLE 7" TEST NO. P-1 TEST DEPTH (feet) 0-10' AVERAGE FLOW (GPM) 2.7 -4 AVERAGE K(CFS/Sq. Ft-Ft Head) 1.06x10 * The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. e Water Table 5'-6" Below existing ground surface. SUBSURFACE INVESTIGATION Depth Below Ground Surface Soil Description 0'-0" to 0'-6" Topsoil and grass 0'-6" to 2'-0" Brown medium sand 2'-0" to 3'-6" Tan medium sand 3'-6" to 4'-0" Brown medium sand w/rock fragments 4'-0" to 6'-0" Gray silt 6'-0" to 11'-0" Brown silt w/peat traces 11'-0" to 12'-0" Tan medium sand slightly silty 12'-0" to 13'-0" Tan medium sand w/rock fragments 13'-0" to 15'-0" "o ZTARs� imerock caP. '92 Res ectfully submitted, wO. 39584 Field Tech: A.S. .° -Ar OF ;W Wissam Naamani,P.E. ?��..�•�u��pP,-G`•�41 DYNATECH ENGINEERING CORP. 'ONAL ,, Florida Reg. No. 39584 Certificate of Authorization-No.: CA 5491 *As a mutual protection to the clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. SITE PLAN V(]Id0-I3 `S360HS IVIVIW ^ ; 3AI�G 360HS ),V8 1026 W k, l.a 30N3GIS38 INSONV�dn>1 �JNINO9 m dl ib 1' -----------------------______ I I I i I I m I - R ' z al a I 1 - VI 1 „^ Z: m � W”. ' i I z Jo < -- -- - I W^ I :W I I W W ____ _ _____ J _ Q V) S z l� "N" •nN" " Aptcr wu n r^ r /mays } N N Nuri I tet' F- ip a m Y trial sa o sga'�- Y U �� m N �I OJZ FARM A M '913.A 111d.4919, s � w 4 ��$�� I � III I I a=� A �,—• �� I W� Am ul9 8i3 ; i '" iii 1 I W 4 WSJ w�i `<3`14 2IP 3a:Ils W £ za I = s�5z Qo INV an g 2g:! W wb� I II iQ<z _ _ _ _,M1111viB H35 W� Q ��1 0 V� _ w ws�� Hot W =gym GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s)has been demolished and proposed new building staked out. As a mutual protection to clients,the public and ourselves, all reports are submitted as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Particle Size Relative Density and Consistency Boulders > 12 in. Cone Penetration Standard'' Cobble 3 in.to 1 in. Tests Penetration Relative Gravel 4.76 mm to Sin. (K2/cm 3 lows/ft. Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0-16 0-4, Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm 81-120 21-30 Very Firm Modifiers Over 120 31-50 Dense 5%- 10 % Slightly Silty or Clayey 10%.- 30% Silty or Clayey Silts & 0-3 0-2 Very Loose 30% - 50% Very Silty or Very Clayey Clay 4-9 3-4 Soft 0%- 5% Slightly Trace 10-17 5-8 Firm 6%- 10% Trace 18-31 9-15 Stiff 11% - 20% Little 32-60 16-30 Very Stiff 21% - 35% Some Over 60 31-50 Hard > 35% And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) } M IAM I•DsADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) ivww.miamidade.aov/economy E.S.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 (1n 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"3000" Aluminum Outswing French Doors w/wo Sidelites . 0000.. APPROVAL DOCUMENT:Drawing No.W04-51 Rev I,titled"series-3000 Alum Ou(swipg.French Doors •••• • (LMI)",sheets 1,2,2.1,2.2 through 6&6.1 of 7,prepared by Al-Farooq Corporation,date$'06-10-04 3fid lfst •. revised on AUG 27,2015,signed and sealed by Javad Ahmad,P.E.,bearing the Miami-Daae Uounty eroduct Control Revision stamp with the Notice of Acceptance number and expiration date by the 11 W** Dade Co; ty •••• Product Control Section. '0000' :60000 •• •• MISSILE IMPACT RATING: Large and Small Missile Impact ••;••; 0009 ;00 00 •• ••• 00 000009 Limitations: 1.Lower Design Pressures(DP)of Doors,Sidelites,hardware,glass and threshold(sill)+10"!ts shall control. 2. See sheets for doors,2.1 for single sidelite and sheet 2.2 for doors with sidelites options with in teste6fra;e area•6060 3.The Water Rating+DP with STD sill=+70 PSF(X&XX)and Hi-Rise sill=+90 PSF TM)$nd+14 uvn �•••• 4.The frame are of alternate size must not exceed 97.58 fe,nor panel tested area and max.Panel heig1k.' ; LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,Barranquilla,Columbia, 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 revises NOA 914-0722.13 and 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. NOA No. 15-0611.10 MIAMFDADECOUNTY Expiration Date: September 16,2019 Approval Date: September 03,2015 ��\,� Page 1 E.S.Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections(Submitted under file referenced below) 2. Drawing No.W04-51 Rev I,titled"series-3000 Alum Outswing French Doors(LMI)", sheets 1, 2,2.1,2.2 through 6&6.1 of 7,prepared by AI-Farooq Corporation,dated 06-10-04 and last r revised on AUG 27,2015,signed and sealed by Javad Ahmad,P.E. B. TESTS(submitted under files#14-0722.13/#12-0308.40/9 09-1217.03) 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(see sheet 2) 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 drawing and installation diagram of aluminum outswing French door w/ Sidelites,prepared by Fenestration Testing Laboratory,Inc.,No. FTL-5938,dated 10/01/09, signed and sealed by Julio E. Gonzales,P.E.Note: This test report has been revised,reviewed, signed and sealed on 03/29/10 by Jorge A. Causo,P.E. 2. Additional Test Reports: Test reports issued by Fenestration Testing Laboratory,Inc Test report No(s)FTL-3947&FTL-3955 per TAS 201,202&202-94,dated 02/04/04,both signed and sealed by Edmundo J.Largaespada,P.E. and test report No.FTL-5164 per TAS •••••• •••; 201/ 03-J4,issued by Fenestration Testing Laboratory, Inc,dated 08/01/07,signed &sealed •. .. by Caflos S. Roinda,P. E. (Submitted under file#09-0825.04). C. •"•C'ALCM4DONS ••••; 1.. AneW.verification calculations and structural analysis complying with FBC-2014(Stn ..... Editien);prepared by Al Farooq Corporation,dated 06/01/15 signed and sealed by Javad •""' 2. Glazin*g complies w/ASTMS-1300-02,-04&-09 .... *00 D. QUALM(ASSURANCE • •• of.: Miatrt Dvoe Department of Regulatory and Economic Resources(RER). E. •:14ATEMA CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.1.1 issued to Kuraray America, Inc. (former E.I.DuPont DeNemours&Co.,Inc.)for the"Sentry GIass B Interlayer", expiring on 07/4/17. 2. Notice of Acceptance No. 14-0916.10 issued to Kuraray America,Inc. (former E.I. DuPont DeNemours& Co.,Inc.) for"Kuraray Butacite PVB Interlayer",expiring on 12/11/16 F. STATEMENTS 1. Statement letter of conformance to FBC 2014(5th Edition)and letter of no financial interest, prepared by Al Farooq Corporation, dated 05/29/15, signed and sealed by Javad Ahmad,P.E. 2. Lab compliance as part of the above referenced test report. G. OTHER 1. This NOA revises NOA# 12-0308.40,expiring September 16,2019. 2. Test proposal No(s)#09-0225 dated 06/17/09,#06-0411 dated 07/31/07 &02/06/06 approved by BCCO. 3 Distribution agreement between Energia Solar, S.A.-ES Windows and ES Windows,LLC, dtd 08/03/15, signed by Ms. Carla Garcia(MGR)and Andres Chamorro (Gen. MGR)respectivell. sIshaq f Chanda,P.E. Product Control Examiner - NOA No.15-0611.10 Expiration Date: September 16,2019 w Approval Date: September 03,2015 E-1 - 146 3/8'MAX. 76'MAX. OVERALL FRAME WIDTH FRAME WIDTH 11 h (4)ANCHORS 35 3/16" 76" MAX. 35 3/16 73' AT MTG.STILES—, — (4)ANCFi0R3 Z AND MULLION ENDS SIDEUTE WIDTH DOOR FRAME WIDTH SIDEUTE WIDTH AT MTG. STILES ODOR OPNG. WIDTH 3' S. 3' 6" 3" 6' 3' PIVOT HINGES O J 6•MAX 3. SURFACE APPLIED 6•MAX. P HEAD/SILL _ FALSE MUNIINS HEAD SILL SEE SHEET 2 I A ', C MAY BE USED / C - FOR CAPACITY QQ 0 CORNERS CORNERS `�I 1 �� 77 7" 1 o USHLX ___*___ __ 4001_ FL)1SH ___.u_ _ __ u_ _ I FLbSH ---TI - ---,r---- BOLT\ --TI - --1r- - I Bom 00 S ii 1i)l/ \ it lI/ I \ g LOCK 6PTIONS a I I I I \ II W II I SEE SHEET 2 =====1F==== --f=aF===== LOCK OPTIONSFOR CAPAOqY U / u SEE SHEET 2 O n J l:•ii FOR C#PACITY\ I�� // 31PDINT K S om O1 rn Io ro n N I1 I I m l�, J n 1 ci o ii \IiFLusH / ii 1 1 `� I FL SH i I1 Ji I zi ryj Li FLUSH ii ii \ I / N n DOLT �.; M 1 ACTIVE INACTIVE ACTIVE INACTIVE`` g 3z18 I � 12• 12 �m� R` � 29 5/18' 28 3/18' • 29 5/16" � BUTT HINGES 28 3/16' • 1/j D.l.OPG. D.L.OPG. SILLO D.L OPG to $ SEE SHEET 2 D.L.OPG. SILL • $ ME FOR CAPACITY pRomCraVpEp 33 s/18' 36 13/16• 33 5/18• rconormswuhdwPYd6 O PANEL WIDTH LEAF WIDTH OXXO ) PANEL WIDTH Aftq�Mc146'IS^6«•/V XX ) LACK OPTION #1 /tCK OPTION #2 MAX. FRAME AREA NOT TO EXCEED 97.58 SQ. FT. PER FBC 2014 TYPICAL ELEVATIONS CwkH TESTED UNITS FLUSH BOLTS ARE CONCEALED ON INACTIVE LEAF `o HE a. AND EXPOSED ON ACTIVE LEAF 8 SEE DETAIL G ON SHEET 5. SERIES-3000 ALUM OUTSWING FRENCH DOOR m •3gO APPROVAL APPLIES TO SINGLE (X)AND DOUBLE (XX) LEAF DOORS WITH OR WITHOUT SIDEUTES. - DOOR LEAF WIDTH (X) - FRAME WIDTH - 2.8125' DOOR LEAF WIDTH (XX) - (FRAME WIDTH - 2.375")/2 SIDE LITES CAN BE ON ONE OR BOTH SIDES OF DOOR. HEIGHT _ INSTRUCTIONS CH:JRTS AS•F04WO • ••• • ••• gDpLITE PANEL WIDTH HEIGHT - =R SIDELITE WIDTH 2_500875' °g THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE �• � � - - • > REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY • 0 00. a n z HURRICANE ZONE(HVHZ). STEP 1 DETERMINE WSICN D AD E R 0 THESE PRODUCTS ARE RATED FOR URGE & SMALL MISSILE IMPACT. ON WIND iIELOG➢',•BJtOG. 1 T, D 20 WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER USING APPLICABLE ASCE 7 STANDARD. SHUTTERS ARE NOT REOUIREO. Y q LOADS TO THE STRUCTURE. STEP 2 FOR SINGLE(X)AND DOUBLE(XX) DOOR CAPACITIES Engr.4AVAD AHMAD ANCHORS SHALL BE AS LISTED,SPACED AS SHOWN ON DETAILS,ANCHORS SEE SHEET 2 IAU �' Y USE OWER V FROM G S, HINGES.LOCK AND ! EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ••• ••• ••••SILL EL USED.ANCHORING OR IS APG CONDITIONS NOT SHOWN IN THESE DETAILS ARE STEP 3 FOR SDELITE}MIEL(0)CAPA61tt SE SHEET 2.1•NOT PART OF THIS APPROVAL. •• • • • • •• •A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. STEPFOR SISEUTE Sa1BINATION WITH DCK;.PR SIOE:TESSE MW11ON CAPACITY CWWr*ON SYEET 2.2.CAOMEIALS O INCLUDING BUT NOT CONTACT WITH OTHER MITED TO DISSIMILAR MATERIALSS SHALMETAL LWS, THAT ME THE �IF.�aS TND FEST VALUE RESULTING FROM STEPS 2,3 2015 W04-51 REQUIREMENTS OF THE FLORIDA BLDG. CODE. AND 4 SMALL APPLY TO ENTIRE SYSTEM. sheet�of 7 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . FRAME WIDTH. DOORS • •• • •• • • •• DESIGN LO D dAPACjTY -PSR(GiAS3 AND HARDWARE OPTIONS) GLASS TYPES • • • • HINqE2 LOCKS Z 3 / 0 d // K FRAME HEIGHT FRAME WIDTH A', 'B' & 'D' 'C' & 'E' 'R' OPTION '1' OPTION '2' OPTION '1' OPTION '2' INCHES INCHES EM.(+) IM. (-) EXT.(+) IM.(-) E%T.(+) Mi. (-) W.(+) IM.(-) EXT. (+) IM. (-) EXT.(+) IM.(-) EXT. (+) IM.(-) IL N al {� 95-3/4 37-1/2 70.0 80.0 90.0 90.0 100.0 120.0 90.0 90.0 1100.0 120.0 70.0 80.0 100.0 120.0 ° b v \ 39-5/8 - - 90.0 90.0 '170Z .0 .0• 1•1DO.0 120.0 70.0 80.0 100.0 1 120.0 \ NOTE: • • • • • • • • 0 °r L0VST•VACUE•SELECTEU FR*OM*OPT184 WILL APPLY, d LOCK OPTION 1 & 2 0 uyyy�� Q FRAME WIDTH 0:G G C 'XX' DOORS DESIGN LOAD CAPACITY - PSF GLASS AND HARDWARE OPTIONS Q d / \ GLASS TYPES HINGES LOCKS 0 FRAME HEIGHT FRAME WIDTH 'D' / I- / \ , 'C' & 'E' 'F' OPTION '1' OPTION '2' OPTION '1' OPTION '2' � \ /ii. i.\ INCHES INCHES EXT.(+) IHT.(-) ETR.(+) INT. (-) EXT.(+) IM.(-) EM. (+) INT.(-) EXT.(+) INT. (-) EXT.(+) INT.(-) EXT. (+) RIT.(-} a '!,S 95-3/4 71-3/4 70.0 80.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 70.0 80.0 90.0 90A I� / 76 - - 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 70.0 80.0 90.0 90.0 \ / HINGES* LOCKING-HA OTAH-E WATER INFILTRATION LIMITATIONS: 0 \ / OPTION 11: ACTIVE 1 cmc• WHERE WATER INFILTRATION RESISTANCE IS REQUIRED T U v LIMIT EXTERIOR LOADS FOR ALL CASES AS FOLLOWS t, THREE PIECE ALUM BUTT HINGE BY 'E.S.WINDOWS' OPTION al: STO. SILL +70.0 PSF(X&%%DOORS) 1@ �W LOCK OPTION 1 &2 (3) HINGES PER LEAF AT 11"FROM TOP&BOTTOM sm.SI SILL = +90.0 PSF(XX DOORS) - FASTENED AND AT ITOPDOOR FRAME AND LEAF WITH AN AT R45'FROM FACE U BOTNT TOM. KEY OPERATED ON D BOLT LOCK BY LE' +100.0 PSF(X DOORS) /10 X 1"FH SMS EXTERIOR AND THUMB TURN ON INTERIOR o)M jl (6) SCREWS AT FRAME, (5)SCREWS AT LEAF FASTENED TO ACTIVE LEAF LOCK STILE WITH (2) 1/4-28 X 2-1/2"ON MS OPTION 412: LEVER TYPE METALLIC HANDLE AT 37"FROM 1500 2.000 FACE MOUNT2 WING PNMT HINGE BBOTTOM, FASTENED TO ACTIVE LEAF LOCK STILE Y'MASTER ACCESSORIES' I WITH EXTRUDED ALUMINUM BASE, DIE CAST ALUMINUM WITH(2).#8-32 X 1-3/4'PM MS. J-1 V)N tn BRUSHES AND SCREWS EL PIVOTS AND GALV.STEEL CONCEALED FLUSH BOLTS BY'SULLIVAN&ASSOC.' W n (2) HINGES PER LEAF AT 12"FROM TOP& BOTTOM STD. SILT. HI-RISE SILL FF MANUALLY OPERATED LEVERS MOlX11E0 ON STILE O ASTENED TO DOOR FRAME AND LEAF WITH FACE.LOCATED AT 12"FROM TOP AND BOTTOM 5/16-24 X 1"FM MS(2)PER WING FASTENED TO LOCK STILE WITH /8 X 3/4'FH SMS (2)SCREWS PER BOLT D.L. OPENINGS: OPTION 42- D.L.O. HEIGHT m LEAF HEIGHT - 8.1875" (STO. BOT. RAIL). FROM POINT LOCKOM SYSTEM BY INTERLOCK'AT 39' `08 p R D.L.O. HEIGHT = LEAF HEIGHT - 11.9375" (HI RISE BOT. RAIL) HANDLE ACTIVATES DEAD BOLT AND SHOOT BOLTS PROOK r Rew"IED $6 R D.L.O. WIDTH = LEAF WIDTH - 8.625" ENGAGING AT HEAD AND SILL rA•Lw/I oft Qe FInrMA u s KEY OPERATED ON EXTERIOR AND THUMB TURN ON bWdkg Co& INTERIOR AttepTA•re No (/j•�U H WIDTHS: FASTENED TO ACTIVE LEAF LOCK STILE WITH Ll•Iorlll•Dalel FRAME WIDTH LEAF WIDTH DAYUTE OPG. (2)J8-32 X 2"ON MS I44. 31-1/2' 28-11/16' 20-1/18" I `pNM- p•' 37-1/2' 34-11/18' 26-1/18' INACTIVE LEAF(FOR USE WITH OPTIONS 1 &2) a•�ra 8 39-5/8' 38-13/16' 28-3/16' NOTE: CONCEALED FLUSH BOLTS BY'SULLIVAN &ASSOC.' u •.u x_ DOOR WIDTH AND HEIGHT MUST MANUALLY OPERATED LEVERS MOUNTED ON -- 59-3/4'_ 281111/16' 2D-1/16 COMPLY WITH EGRESS REQUIREMENTS INSIDE FACE OF LEAF STILE LOCATED AT 71-3/4' 34-11/18' 26-1/18' I2'FROM TOP AND BOTTOM Q PER FIBC WHERE REQUIRED. FASTENED TO LOCK STILE WITH 76' 38-13/16' 28-3/18' Engr.JAVAD AIBMO 9 /8%3/4'FH SMS(2)PER BOLT CIVILi FLA.PE 0592 g CAN, 9 HEIGHTS: OAYLITE OPG. $ 8 STANDARD LB-PROFILE NOTE: FRAME HEIGHT LEAF HEIGHT BOTTOM RAIL BOTTOM RAL GLASS CAPACITIES ON THIS SHEET ARE drawing no. 82-1/2' 80' 71-13 16 1 68-1/16' BASED ON ASTM E1300-09 (3 SEC. GUSTS) 95-3/4' 93-1/4' 85-1/16' 81-5/18' AND FLORIDA BUILDING COMMISSION W04-51 DECLARATORY STATEMENT DCA05-DEC-219 sheet 2 of 7 � I L ' STATIONARY PANEL (0) OR SIDELITES I1 FRAM A DESIGN LOAD CAPACITY - PSF L � CLASS TYPHS d FRAME HEIGHT FRAME WIDTH ,'t!•,'D' ,'E' 'P' WATER INFILTRATION LIMITATIONS: Z 9 FT./IN. INCHES EXT.(+) INr.(-) EXT.(+) INT.(-) EXT.(+) INF.(-) 0 E E 33 70.0 80.0 90.0 90.0 90.0 ZO WHERE WATER INFILTRATION RESISTANCES REQUIRED 2 OMIT EXTERIOR LOADS FOR ALL CASES AS FOLLOWS 36 70.0 80.0 87.0 87.0 87.0 87.0 $10. SILL +70.0 PSF I n 6/10-1/2 HI-RISE SILL- +90.0 PSF C w 39 70.0 80.0 00.3 80.3 80.3 80.3 v 42 70.0 74.6 74.6 74.6 74.6 74.6 9 000 33 70.0 80.0 90.0 90.0 90.0 90.0 0�C ,•4 7/0 36 70.0 80.0 87.0 87.0 87.0 87.0 0 7 39 70.0 BOA 80.3 80.3 80.3 80.0 et 8/0 33 70.0 80.0 87.6 87.6 90.0 90.0 STD, SILL HI-RISE 311.1 (0) 36 70.0 80.0 1 87.0 87.0 87.0 87.0 8 I; D.L. OPENINGS: I+2 M�+ D.L.O. HEIGHT = LEAF HEIGHT - 8.1875" (STD. BOT. RAIL) D.L.O. HEIGHT = LEAF HEIGHT - 11.9375" (HI RISE BOT. RAIL) Q f r D.L.O. WIDTH - PANEL WIDTH - 4.100' O 0 � n 3/16"H.S. CLASS 3/16"H.S.GLASS 1/8'H.S.GLASS 45,12 " 090"Interlayer 090'Interloyer 090' IMerlayer Interlayer X SenlryGloe j titPVB Butocils PVB B ` U By'Kuroroy Americo, Inc.' Americo, Inc.' By'Kum-Americo, Inc.' America. Inc.' J 3/16"H.S.GLASS USS 1/8'H.S.GLASS "H.S. CLASS 'J W SILICONE SILICONESILICONE N DOW CORNING 795 NE DOW CORNING 795DOW CORNING 795 d n ORNING 795 Q,•M '^ i z N h Ip-v Ln LO W M f O GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'C' GLASS TYPE 'D' PAODUCfREV18/D `tea •N•W Aortia o 8 R>r SSRC 1/8'H.S. CLASS 1/4"H.S.GLASS sAe��Ic-FLtU,� .090"Interloyer .090'Interlayer -Senbwas SentryGlae IM.- By ( ., •8 8 'Kuroroy America. Inc.' By'Kumray Americo, Inc.' A0I►-M cswr1M 1/8'H.S.GLASS 1/8"H.S.CUSS a e SILICONE SILICONE • • • • • • • • • •°y �S 8 DOW CORNING 795 �,r DOW CORNING 795 • • • • • • • 0141-11 8 W • •• .0: • • ••• • c 2 2 • • • • • • • • • _- 5 3 � •• ••• •• • • • •• 31 q i n � Engr:JAVAO AMMAD FIA.PE 70592 i • i NOTE: 5 o • • • •• GLASS (i4PAGITIES 011 THIS SHEET ARE 900 • ••• BBAAl�Et ON AST III El SM-09 (3 SEC. GUSTS) AU 2015 drawing no. ' GLASS TYPE 'E' GLASS TYPE 'PAND FLORIDA BUILDIAG COMMISSION GLAZING OPTION S DECLARATORY STATEMENT DCA05-DEC-219 W04-51 sheet 2.1 of 7 • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . OVERALL FRAME W. OVERALL FRAME WIDTH OVERALL FRAME WIDTH OVERALL FRAME WIDTH MULLION •• A ••• • • V DESIGN LOAD CAPACITY - PSP N DOOR TO SIDELITE TO • • • •M. ,N, SIDELTTE MULLION SIDELTTE MULL J / J LO, J / l \ QSIDEUTE WIDTH FRAME HEIGHT UNREIN►ORCED REINFORCED REINFORCEDFWINCHES FT./IN. EXT(+)/INT(-) EXT(+)/INT(-) ExT(+)/INT(-) Ofr .%24 80.0 80.0 90.0 w E27 80.0 80.0 90.0 \ •30 80.0 80.0 90.0 \ • •33 6/10-1/2 80.0 80.0 90.0 D e • 111 D \ B D • W 36 80.0 80.0 87.0L - 39 80.0 _ 80.0 80.3 DOOR DOOR DOOR DOOR DOOR LFrME SIDELITE SIDELRE.J. FRAME SIOEUTE F"BANE SIDEIRE SIDELRE FRAME SDELITE FRAME42 74.8 74.6 74.6 TH WIDTH WIDTH WIDTH WIDTH WIDTH WIDTH WIDTH WIDTH WIDTH WIDTH $#Q 24 80.0 Bob 90.0 27 80.0 80.0 90.0 S ox;(oxo) (OO) (xDX) LL i 30 7/0 80.0 8010 90.0 1 ( ) Q 33 8010 80.0 90.0 OVERALL FRAME WIDTH OVERALL FRAME DTH OVERALL FRAME WIDTH 38 80.0 80.0 87.0 A C A C A C 39 80.0 80.0 80.3 a i n 1 B 78.9 80.0 90.0 21 74.8 80.0 90.0F- E F /0 \ J F /G \ E F // G\ I e 24 71.1 80.0 90.0 \ E M 27 8/0 67.9 80.0 90.0 i %i 30 65.0 80.0 33 62.4 78.9 38 60.1 76.0 D \ / 8 0 M n Lff oQ Cl WISIDDTH DOOR WIDTH FRAME I_SIDEWM HE I DOCWIDTH FRAME I SWIDTHE SWIDTH IDEUTEI Slim DOORDTH 95 3 Z[i 8 C XDX) (OXXO) xx .?��5ji V! m J UNREINFORCED REINFORCED REINFORCED ( ) '^ Li M DOOR M SIDELITE MULLION MDELITE TO SIDELITE MULLION NOTE: FOR DOORS CAPACITY SEE SHEET 2 FOR SIDELITE CAPACITIES SEE SHEET 2.1. FRODwralvISiD o $ FOR SIDEUTE MULLION CAPACITY SEE CHART ABOVE LOWER VALUES FROM DOORS, SIOELITEOR MULLION CHART WILL APPLY TO ENTIRE SYSTEM Deft r u x SIDELITE WIDTH 39 5/8'MAX. SIDEUTE WIDTH SIDEUTE WIDTH 39 5/8'MAX. SINGLE(x)DOOR WIDTH SINGLE(X)DDDR WIDTH En9r.JAVAO AIBAAO � _c FLCA.N 170592 a 0 0 D a s 7 2015 drawing no. SIDEUrE WIDTH 76'MAX. W04-51 DOUBLE XX DOOR DTH shost2.2oT 7 L TYPICAL ANCHORS U 3. SEE ELEVATIONS I:! EDGE 01ST. TYPICAL ANCHORS FOR SPACING 1BY N SEE ELEVATIONS WOOD BUCK FOR SPACING EDGE 1n' 28 21 1 0 21 d n SNAPPED g - (Qq 15 22 t3 N PLACE 15 J4 13 9 •Q O.3^g © THROW BOLT PENETRATION � 32 T Z X9$1 ,LSI O 31 31 J OPTIONAL RIM 1 G E cf °w • 0 w i Q a a s Z3Jm BA W W W W O SG W y 31 20 28 3O 2 25 5 THR.8OLT 3 1 "MIN 8 P*0DM t RCNIM ° PENETRATION •'M Me F(erii N PPIAPED CE 15 (.> INTO SILL 15AKMIMM � • • c u� • • • O 21 2 O 21 - - kL • 3 • •S • HI-PROFILE HOTrObLRAIL • c °z ILI • • • • • 34 APPLICABLE TO STATIONARY bbw PAW C.Y(N 0 14 14 •• • • i •• AND OPERABLE UNITS :- ,..,.:::.:-.. MAD T ,., E,pr.JAVAD AHMAD 9 • HI-RISE FRAMR SILL CIVIL 33 •' •: < .•.°. �. .. ': APPLICABLE TO STATIONARY FLA PE/ 592 n . •, a •" • v' � ••! ••• ••♦IND OPERABLE UNITS CAN.3 . v CHGRS TYPICAL ANCHORS 3/18'X 1-1/2'• • SEETYPEC LW F0IJ SPACING •• • ,$ ' 3/18-X 1-1/2' SEE ELEV. FOR SPACING WEEP SLOT •• • • • • • • • WEEP SLOT 2/SILL AT XX DOORS • • • •. • • •. G 201.x1 dr°wtng °. 1/SILL AT SIDE ES i/SILL AT X DOORS •.• • 000 • • • W04-51 EDGE DIST. EDGE DIST. GTATI(TNARY L7NITS UPERARL.E L1NITc sheet Sof 7 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • . .. .. . . 0:0 .. .. . . . . . . . . . . ... . . . . ... . . EDGE DIST. TYPICAL ANCHORS u SEE ELEVATIONS TMPD ANOMdR! • ••• • • • � FOR SPACING w SEE ELEVATIONS• •• • •• • • •• FOR SPACING.• • • • • • •• • pp EDGE DIST. j • • • • • Z 3 METAL • •.• MIAMI-gp.DE•C,IYifY APP•OWE• ••• Q F STRUCTURE MUU.ION R MUWON ANCHORS r b Z SEE SEPARATE NOA I" 03 I EDGE DIST. e� 6 0 •• •• Z 4C U • • fff�iii/ �(j �s I Q • • •• • • • • c� a WOOD BUCKS AND METAL STRUCTURE NOT 8Y E.S. WINDOWS 9U, TYP ^ N N N Dim¢ MUST SUSTAIN LOADS IMPOSED 13Y GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. SEE ELEV.I FOR SPCAL ACING Z TYPICAL ANCHORS: SEE ELEV. FOR SPACING b 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 (HEAD/JAMBS) THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONCRETE (HEAD) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) V DIRECTLY INTO CONC. OR MASONRY z 1-1/4" MIN: EMBED INTO CONCRETE (HEAD/SILL) N - 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") $ 3 z o INTO METAL STRUCTURESI O S g STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) W n ALUMINUM : 1/8"THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) O TYPICAL EDGE DISTANCE �^ INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN, INTO METAL STRUCTURE = 3/4" MIN. o Q g WOOD AT HEAD OR JAMBS SG - 0.55 MIN. j� P CONCRETE AT HEAD. SILL OR JAMBS Pe - 3000 PSI MN. C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm - 2000 PSI MIN. °�1�9 fig] I SEALANTS: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH S o WHITE/ALUMINUM COLORED SILICONE. LL - PRODl1Cf REV03fb q •� Engr:JAVAD ANMAD p y3.N►MFNrM� 9 CML 33 FLA.P 70502 2al %.bCN538 �' a drawing no. 2 7 201. W04-51 sheet 4ot 7 � r 4 08 1/4' 110 X 3/4'SMS O CONCEALED FLUSH BOLTS F n•6 U SHIT/ 2 O 8'IRON ENDS AT f0I FROM EACH ENO 11 CONCEALED FLUSfi DOLTS O & 14 O.C.MAX. WITH LEVERS ON STILE FACE © 12 AT 10'FROM EACH EPA 4 6 WITH LEVERS ON INSIDE FACE O u 13 S '• 13 ACTNE LEAF 1N-ACTIVE LEAP (� €i ry (FLUSH BOLTS AT ACTIVE AND MACTIVE LEAFS 11 MUST BE ENGAGED DURING PERIODS LL 2 a;•: I I OF HURRICANE WARNING) _..:, 21 25 29 21 24 3 's 17 7 8 2 v n LOCK OPTION /1 D.L.OPG. D.L.OPG. ctam_� ii SDEUTE PANEL WIDTH LEAF WIDTH � J J � OVERALL FRAME WIDTH EXTERIOR o y m TYPICAL ANCHORS OPTIONAL REINFORCING s Q SEE ELEV. SEE SHEET 2.2 FOR CAPACITY OXXO �y o FOR SPACING96'X 2-X.96'X 1/8' Z 3 FULL LENGTH STL CHANNEL 54� (STEEL TO BE PAINTED OR PLATED) G CONCEALED FLUSH BOLTS vi LO 0 3 POINT LOCK SYSTEM O 12 ul AT 10'FROM EACH END W M WITH LEVERS ON INSIDE FACE O 1N-ACnVE LEAF cg�R� PReO..DD�yC�fREM= �-i' --I%��1 wwvtoe. FwFbdr cX� wFlFrlw Doe !211 Z7F4- ACTIVE LEAF 2 IN-ACTIVE LLAP K ` � `- 009 0 a N ry R w • • • • • • • • LOCK OPTION /2 v' o$'� • •• :00 • • ••• • a„v • • • • • • • • • c - •• ••• •• • • • •• Engr:JAVAO AHAAD ,I g • ••• • ••• ••• ••• FUCAAPN 353EQ0522 8 • •• • •• • • •• drawing no. ••• • ••• • • • W04-51 lAU2015 sheet 5of 7-)l • • • • • • • • • • • •• •• 0.9 • •• •• ••• • • ••• • • ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . TYPICAL ANCHORS •.• • •.• • • �� SEE ELEV. • •• • •• 000 •• of FOR SPACING 1BY •. • . • • • . •1/4'AIA%. 3d1 WOOD BUCK • • • • • • • SMM Z 1/4'MAX. 1/4"MAX. •.• ••• • ••• ••. •• O -i SHIM SPACE SHIM O O T ,j 5 2 26 8 2 WOOD B 13 •• 000 Ig,� • • • OR RE • • • • • 06 a 34 0 9.�� s - o �°3a�oa W a Q i,,i 8 TYPICAL ANCHORS O 777, 17 7 SEE ELEV. FOR SPACING - TYPICAL ANCHORS D.L.P.. m SEE ELEV. H m METAL FOR SPACING LEAF WIDTFI STRUCTURE O 39-5/8"MAX. FRAME WIDTH J EXTERIOR LOCK OPT10N 1 OR 2 J¢w ( X ) OPTION 1 SHOWN 4 22 OPTIONAL TRIM 0 M His Iri In _a r1 W M F 0 ( 0-0 ) OPTIONAL REINFORCING SIDELITE TO SIDEUTE SEE SHEET 2.2 FOR CAPACITY y 96"X 2'% 96"X 1/8" 2 et G FULL LENGTH STL CHANNEL i5 (STEEL TO BE PAINTED OR PIANO) T(D O ' 4 ACTIVE LEAP Ii�1rt�1�t�19Adti5 vii F s 31M1•r� � �9 eat 11 2 nt- �•�Is' Engr.JAVAO AHMAD 19 4 21 CML 3i 8 FLA.PE/70392 C.A.N.3338 ( X-0 ) a LOCK OPTION 1 OR 2 drawing no. OPTION 1 SHOWN W04-51 qUG015 aheet5,�o1 7 i r r ITEM f PART i QUANTITY DESCRIPTION MATERIAL MANP./SUPPLIER/REMARKS U 1 ES3001-1 1 FRAME HEAD 6083-T8 - N 2 ES3001-2 2 DOOR FRAME JAMB 6063-T6 �pg 3 ES3002-1 i FRAME SILL(STANDARD) 6063-T5 - Z • 3 3A ES3025 1 FRAME SILL(HI-RISE) 6063-T5 - 4 ES3003-1 AS REDO. SIDELITE ADAPTER 6063-T6 - F d 5 ES3004 AS READ. SHEAR PLATE O ANCHOR LOCATIONS 6063-T6 3"LONG g 0- 6 6 ES3005-1 2/LEAF TOP AND BOTTOM RAIL 6063-T5 - v SA M024 2/LEAF HI-PROFILE BOTTOM RAIL 6063-T5 - a 7 ES3006-1 1/LEAF DOOR LEAF JAMB - HINGE SIDE 6063-T5 - 8 ES3007-1 1/LEAF DOOR LEAF - LOCK SIDE 6063-T6 - L7 0 aq 9 ES3007-2 1/LEAF DOOR LEAF- KEEPER SIDE 6063-TB - L4 10 ES3008-1 AS READ. SIDELITE STILE 6063-T5 - a ppa 11 FB-1202-914 2/LEAF CONCEALED FLUSH BOLT STEEL SULLIVAN h ASSOCIATES 12 FB-1202-014 2/LEAF CONCEALED FLUSH BOLT STEEL SULLIVAN h ASSOCIATES 4= ; 13 ES3011 AS REOD. JAMB TRIM 6063-T5 OPTIONAL 14 E53012 1 SILL COVER 8083-TB - 15 ES3013 2/LEAF WEATHERSTRIP ADAPTER 6063-T5 - 16 ES3014-1 4/PANEL PANEL CLAMP 6063-TO - 17 ES3003-3 3/LEAF HINGE ASSEMBLY 6063-TO SEE SHEET 2 17A - 2/LEAF PIVOT HINGES - SEE SHEET 2 gg I 19 - - DOOR LOCK (SAVANNAH 2O1SL) - YALE K e 20 - - DEAD BOLT LOCK (PREMIER) - YALE 2� 21 W2232ING AS REDO. FIN-SEAL PILE W'STRIPPING - ULTRAFAB 22 ES3020 AS REDD. BULB WEATHERSTRIPPING VINYL AT SIDELITE PANELS UJ w 23 - 1/HINGE HINGE REINFORCING BAR ALUMINUM 1-1/4"7(1/8'X4-1/4"LONG J 24 - AS RE00. HINGE REINFORCING BAR ALUMINUM 1/8"THK.X 7-7/8"LONG Vl 25 - 2/LEAF 3/8'DIA.THREADED ROD W/NUTS STEEL - a'^ 26 - AS REOD. FRAME ASSY.SCREWS - O d M /10 PAN HEAD SMS 27 - AS REDD. MULLION REINFORCING CHANNEL A36 STEEL - c Z 3 28 ES4014 AS REQD. BOTTOM RAIL GLASS STOP NEOPRENE - c 3 Z 4`y� 29 ES4019 AS REQO. PANEL SILICONE STOP NEOPRENE - 6 0 g A 30 - AS REOD. 3/8"DIA X 1/8"HT, BLIMPER SILICONE FRANK LOWE RUBBER CO. lyj Ln 31 ES4013 AS REOD. WEDGE GASKET EPDM DUROMETER 73(3 SHORE A 32 ES3022 2/ STILE FLUSH BOLT BRACKET 6063-T5 - III O 33 - 2/BKT. BRACKET INSTALLATION SCRUMS _ - /10 X 1'fH SA15 34 Q/LON AS REOD. DOOR PANEL W'STRIPPNG - SCHLEGEL I gg eaw p,5 as war f -�•a4Rr�ra .. •• ••• • • • • • •• , •;NA'" • • • • • • • • • �•..�- � X09 • •• • • • • ••• • �.u z so go: go: fee go Ergr.JAVAO AHMAD d_ •1 g CML 3T • ••• • ••• FLA PE 70592 • • • ••• ••• SCAM. 536 . • • • • g 4i • •• • •• • • •• drawing no. CeGlo 15 W04-51 Sheet Bof 7 • • • • • • • • • • • •• •• • • • •• •• ••• • • 0 ••• 0 0 Or. . . . . . . . . . 0:0 ... . . . . ... . . Ir--4.000-1- 2.125 �I I1.779 361 p- •• • ••• • t • �� .375 • •• • • •• a� a .1-7 225 .105 2.250 .6661• + • • • • • gg 1.500 • • • • • Z i • • • • • • 0.3, 000 . ... ... ... F zd al .078" f�t 31 WEDGE GASKET (SCALE 1:1) + 68s O U M-2.016 L-2.12i. ••• •• • • • t• !SL . . . . . . . . n' • (D(D FRAME HEAD/JAMB3.350 •• • • • • ••• • (N 091.608 1-.076 1n411 • • • • • • • ••• L 060 __ .395 2' 1.500 ® 1 1 ••• • • • • • O Q Q OM6 1 6& O .J88 2.674 ® I e6 5/16•DIA. ® 91 15 WEATHERSTRIP ADAPTER QS SHEAR PLATE STEEL Pel ® 43 -y m 3.375 r--1.750 11.000 i e .800a.045 n .078 Fe 4.000 3.500 2 1U 13 JAMB TRIM (OPTIONAL) L .913 � w � 1.112 Q 3 PIECE HINGE �) a n F�.590 SO C M n © TOP/BOTTOM RAIL .960 t" p .250 1.531 O Z 3 4^ ARS 3 z 2.674 .125 2.000 N N wMm ole 795 16 PANEL CLAMP r ---� T .750 2.000 MULLION L3.31 50 913 @ REINF. CHANNEL 2.163 ,fAODI�f plvL9�p .590 .490 1.145 Q SIDELITE ADAPTER 1.750 •621 .913 ArMn9 ��•10 0 ° 1.145 L- 1.500 Ll .563 l " • g .094 _f. C11MM .062 - 5 .078 .927 I 10 SIDE LITE STILE ��4�� • ° cuN - 14 SILL COVER 7 250 Q FRAME SILL (STD.) °c g g 4.625 7.750 4.0D0-�( .094 .913 1.954 ----- L L11.4 .062 Engr.:JAVAD AMDAD •1 0 .490 CML 1.984 .59 F JAPE VCAND63 692 1.750 .590 2.000 y $ 8 .563 S .09,-jI 4'�� drmring no. 913 F- {--1.75041 4.000- IG 7 2015 W04-51 Q HINGE STILE ®Q LOCK STILE/KEEPER STILE HI-PROFILE BOTTOM RAIL Q FRAME SILL (HI-RISE) sheet 8,Jof 7 r r . 1 r f f f a � 1 01 Polopoll � a e�1' yj U 16 �ry 4 SIDELITE ADAPTER TOP CORNER 25 25 N FRAME TOP CORNER Q 1 vi rwn z_3 Ljn ;� _} _ • STATIONARY PANEL OR DOOR LEAF CORNER SIDELITE CORNER •' Cti t _. , t F i � w. yj fix+ nouucrReviaco cob • • • y Aenri•F•Ne IC-OCII•I / - Eng,:JOWAD MMMCML S • FLA••• • ••• PE 70502 n • • • • • CAM.�76 7y[ •ee • • • Y $ ••• • ••• • • 7 2015 droning no. FRAME BOTTOM CORNER W04-51 SIDELITF ADAPTER BOTTOM COBBLE sheel7of 7 • • • • • • • • • • ••• • • • ••• • • TRIO DESIGN CONSULTANTS, LLC•C.O.A. # 27578 APPROVED ] NOT APPROVED [ ] APPROVED AS NOTED [ ] REV] &RES7�w REQ E t SIGNAT R • •• DATE •••••• •• • feview Is for ai With rhe design concept • • • •••••• and Contract documents. or cmvrmb stall not be Conked •••••• •••• as reileving rhe Contractor hOm Cont kx"With the • • •i•••i • • and speCUiCcapons. nor deporhm Hlerefrom.The Contractor omins ••••s • sees feq)onsibie for details and occmicy,for Confirming and Comelat V 040:0 ••i•a a••• o••o••01 quantities and dMensbrd.fdr selecting fobrl=Mm procesW •••••• •a •• ••h o SaIfrarMlBt of assembly and br periprnktg his wok Uel • • a•a•aa ••••0• • • • • • • • •0006• a a • 0 00 a l MIAM1•QADE MIAMI-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidRdLgov/economy ES Windows,LLC 3550 NW 49 Street Miami,FL 33142 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 AEJ(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 115000"Outswing Aluminum Casement Window—L.M.I. APPROVAL DOCUMENT: Drawing No. W08-08, titled "S-5000" Alum OptsVttlg Cas'bment Wdw. (L.M.I.)", sheets 1 through 10 of 10,dated 01/23/08,with revision E dated 05/06/1 S,'prepared b- CtouAf-Faroog..:: Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami-Dade nt. ucty ProdControl ..... Revision stamp with the Notice of Acceptance number and expiration date by #V.Miami-Pade:Count3t..... Product Control Section. " ..... MISSILE IMPACT RATING:Large and Small Missile Impact Resistant ••;••; ••• ""' . .. LABELING: Each unit shall bear a permanent label with the manufacturer's na .g..of.�lpgo, Barrgnquilla, Colombia S.A., model/series, and following statement: "Miami-Dade County Pr4dudt Control Approved"r...:. unless otherwise noted herein. • RENEWAL of this NOA shall be considered after a renewal application has been Bled'and th+:tre2'as been no change in the applicable building code negatively affecting the performance of this product. TERMINATION oaft f this NOA wilt occur er 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 td 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#12-0820.06 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No.15-0129.05 MIAWDADE COUNTY Expiration Date: Apri103,2018 , �14l1� Approval Date: May 14,2015 Page 1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 11-0419.01) 2. Drawing No. W08-08, titled "S-5100 Alum Outswing Casement Wdw. (L.M.I.)", sheets 1 through 10 of 10, dated 01/23/08, with revision E dated 05/06/15,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, Type`B"Window, Grade 10,per FBC 2411 3.2.1,TAS 202-94 and per ASTM F 588-07 _ along with marked-up drawings and installation diagram of series 5000 outswing aluminum casement window,prepared by Fenestration Testing Laboratory, Inc., Test • •• Reports No. FTL-6294 and FTL-6295, dated 02/25/11 and 03/16/11 respectively, ••bot} signed and sealed by Marlin D. Brinson,P.E. •: (Submitted under NOA No. 11-0419.01) 2. •0.qj.. .. *t reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 • 0 0 0 0 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 0000 0000.. 0 3)Water Resistance Test,per FBC,TAS 202-94 0000. . :00:0411 4)Large Missile Impact Test per FBC,TAS 201-94 0000.. .. '• 005)Cyclic Wind Pressure Loading per FBC,TAS 203-94 •• • 0000.. • ; 6)Forced Entry Test,Type`B" Window, Grade 10,per FBC 2411 0000.. 3.2.1,TAS 202-94 and per ASTM F 588--04 0000.. ;•; •0 aping with marked—up drawings and installation diagram of series 5000 outswing .. aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No.FTL-5336, dated 11/16/07,signed and sealed by Carlos S.Rionda,P.E. (Submitted under NOA No.08-0204.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-51n •- Edition (2014), dated 10/27/14,prepared by Al-Farooq Corporation,signed and sealed by Javad Ahmad,P.E. _ 2. Glazing complies with ASTM E1300-09 Al Manu Pez, E. Product Control xami er NOA No. 1 .05 Expiration Date: April 03,2018 Approval Date: May 14,2015 E-1 1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS 1. 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. 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. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-511 Edition (2014), and of no financial interest, dated October 27, 2014, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad,P.E. 2. Laboratory compliance letter for Test Reports No. FTL-6294 and FTL-6295, issued by Fenestration Testing Laboratory, Inc., dated 02/25/11 and 03/16/11 respectively, both signed and sealed by Marlin D.Brinson,P.E. (Submitted under NDA No. 11-0419.01) 3. Laboratory compliance letter for Test Report No. FTL-5336,issued by Fenestration Testing Laboratory,Inc., dated 11/16/07,signed and sealer{by.Carlos S.MF117,P.E.••••;• (Submitted under NOA No. 08-0204.05) •• • •• . ...... . .. ...... G. OTHERS •••••• • 1. Notice of Acceptance No. 12-0820.06, issued to ES Windo^.LLC, for:Wir•Seriea•••• "S-5000" Outswing Aluminum Casement Window-L.M.I.,appy. K.4 on tVQ8/12 and ••• expiring on 04/03/18. •• '• •••••• . . . . ...... R� •. "`�°j� •••• ; tai ^♦ 4 F 0 Manuel r P: Product Cantrofiner t= -NOA No.=119.05 1'_. Expiration Date: April 03,2018 ApprovaI.Date: May 14,201 E-2 ." , ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . TRIO DESIGN CONSULTANTS, LLC-C.O.A. #27578 APPROVED ••• ••• [ NOT APPROVED see 0 00 0 00 . I I APPROVED AS NOTED ••• • "' 09: ••• [ ] REVISE /!L/2&RES R . . : : : : : SIGW!!tGW .. ... . . . . . .0 nesig is for wNn � mtrcvi dM ndb*c d as resevinngg the from cmvkw"YM the pni d Plant anti speciflcatioru,nor departures t awftm.me Cor&ocbr mmdm responsible for detob and accuracy,tar contthhnnft and conelark al quantfflm and dmensiom for selecl4p fobdcafion pracesset, for tech ftm of aaernbly and for parlour his work In a sots marmot I w SURFACE APPLIED3' 4.V 4 FALSE MUNTINS A 3" OPTIONAL 4 I Q J / 5 C C U • / S I✓ S 5 J F� II VVV �y$��I N n r_____ J M ii N --_ �t==== --- ---- / \\ iI,, CAM LOCKS MULTI POINT LOCK _ (2)LOCKING POINTS ALL SIZES m LOCKING POINTS SEE CHART 30 5/8" 30 5/8' •,y � ,� D.4 OPG 8 WUW HEIGHT N'P D.L.OPG D.L OPG JVJ r 35 1/4' UP1b AT SASH 35 7/8' 35 7/8" VEIN WIDTH 28' 2 VENT WIDTH VENT WIDTH 37' a0' 3 v n WINDOW WIDTH7j 78' S WINDOW•WIDTH 0'd'M Z3LL1 SINGLE (X1 DOUBLE (XX) 3 Z t/1 TYPICAL ELEVATIONS 41 n SERIES 5000 0 ALUMINUM OUTSWING CASEMENT WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. c g R APPROVAL APPLIES TO SINGLE OR DOUBLE WINDOWS OR SIDE BY SIDE o t R°. COMBINATIONS OF CASMT/CASMT OR CASEMENT WITH SERIES 5100 log 0 k FIXED WINDOWS USING MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM CASEMENT WINDOW, FIXED WINDOW OR MULLION CHART WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE •• ••• • • • • • •• • B�� REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY • • • • • • • • • HURRICANE ZONE(HVHZ). • •• • • • • ••• • THESE WINDOWS ARE RATED FOR LARGE k SMALL MISSILE IMPACT. EEO WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER • • • • • • • • • SHUTTERS ARE NOT REQUIRED. LOADS TO THE STRUCTURE. •• ••• •• • • • •• ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS,ANCHORS End JAV.1D NIMH PRODUCT REVISED n EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. M PE S 70592 mmmgyinewith the FAmib u • ••• ••: •.• CAN. DA ept�j�15-012q.05. $' ANCHORIN OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE • ••• a NOT PART OF THIS APPROVAL. • • • � � • • � ntim DeNb �{ A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. 000 • • • • • • BUT NOT LIMITED TO SCREWS. THAT • •• • •• • • •• BtiNemi weProdad drawing no. 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GLAZING OPTION SEMNG BLOCKS AT LAM.GLASS THESE GLAZING STOP CAN BE USED WITH NOTCH GLAZING BEAD LEG d GLASS TYPES W. '13', 'C' & V. TO CLEAR BLOCKS 5/32'HEAT STREN'D GLASS 5/32"HEAT STREN'D GLASS U OR OR 5/32'TEMP. OULSS 5/32'TEMP,GLASS NR SPACE 411W ' ; <n 001 1'1 5/32'HEAT STREWD GLASS 4kNT ' STREWD GLASS 1/8'HEAT STREN'D,GLASS STREWD. GLASS 3 Z_ .090 INTERLAYER TERLAYER .090 INTERLAYER TERLAYER 3 Z BUTACITE PVB BY'DUPONT' LAS BY'DUPONT' BUTACTTE PVB BY'DUPONT' IAS BY'DUPOHT' 1/8'HEAT STREN'D GLASSHEAT STREWD GLASS 5/32'HEAT STREN'D GLASS 'HEAT STREN'D GLASS LJ n� SILICONE SILICONE SILICONELICONE DOW CORNING 795/983OW CORNING 795/983 DOW CORNING 795/983OW CORNING 793/983 0 = 00 Z AT 1/4 POINTS ALL SIZES vi •• ••• • • • • •• `o o s n' 4 GLASS TYPE 'C' GLASS TYPE 'D' • • ♦ �l.A�S Er;YLiE '�' • GLASS TYPE 'F' SETTING BLOCKS AT INSUL. LAM.GLASS ♦ • •• • • • • • NOTCH GLAZING BEAD LEG GLAZING•OPT�Q�TS: i • •• TO CLEAR BLOCKS es EK.JAVAD AHMAD i pCCNL PRODUCT REVISED c«n �yS3p70592 m plyhg with U.e Floelda NOTE: M CAN c i BDilduig Coda j; ♦ ♦♦♦ TO DUAiJFtt,§WSMALt•MISSR IMPACT RATING AccePleou�j � y • • • EXTERIT PL=OF GLASSIYPE�'E' & 'F' MUST BE TEMPERED. i�NNionL7W jB $ b • •• • •• • • •• Q 8 2015 Miemi lhodud drawing no. ••• • ••• • • • W Y 08-08 (Bh-/eet 3 of 10 • •• •• • • • •• •• ••• 0 0 0 ••• • • ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . I TYPICAL ANCHORS (� SEE ELEV.FOR SPACING ••• • BALL ANCHORS TYPICAL ANCHORS �/ 4;wI I SE:RLI'.FOR•SPACINC • • LM � � ! tBY •• •• • •• �• • • •• SEE F1EV.FOR SPACING I • • • EDGE DIST. WOOD BUCK : • • • • • Z METAL • • i .l 4 • 1 i/lei <.. d.� I E • • STpUOTUFW•• ••• ;[&I-DADS COUNTY APPROVED Q • 18 MULLION dt MULLION ANCHORS EDGE f,w EDGE SEE SEPARATE NDA DIST. I f Fi a DIST. > . . • �o 11 • ••• • p a O 12 n 15 TYPICAL ANCHORS ' z ! SEE ELEV.FOR SPACING d 12 WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS Sr MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM I! = AND TRANSFER THEM TO THE BUILDING STRUCTURE. $ P II v n TYPICAL ANCHORS: SEE ELEV. FOR SPACING �t iI 1/4" DIA. ULTRACON BY 'ELCO' (FU-177 KSI,Fy-153 KSI) iK INTO 20Y WOOD BUCKS OR WOOD STRUCTURES V ii 1-1/2" MIN. PENETRATION INTO WOOD S� 0 THRU 1BY BUCKS INTO CONIC. OR MASONRY Z yj N J i 1-1/4" MIN. EMBED INTO CONC. OR MASONRY n n IFF ci iDIRECTLY INTO CONC. OR MASONRY Z 3 I!i 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 3 Z II�i 914 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) Vj N INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .0907 n INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy - 36 KSI MIN.) i. ALUMINUM : 1/8"THK. MIN. (6063-T5 MIN.) I (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) p 1 7YP1.e DISTANCEq 5 12 I 19 TRUTH t9 INTERLOCK INTO CONCRETE AND MASONRY = 1-1/2' MIN. ° B 15 INTO WOOD STRUCTURE = 11/16° MIN. INTO METAL STRUCTURE - 11/16" MIN. g$ a 4 5 21 WOOD AT HEAD, SILL OR JAMBS SO - 0.55 MIN. OCONCRETE AT HEAD, SILL OR JAMBS f'c - 3000 PSI MIN. RR B 3 t 33 f C-90 HOLLOW/FILLED BLACK AT JAMBS I'm - 2000 PSI MIN. o o a 17 14 1 '.d Engr ClAD I•ItODUCTILMSED FlA PE 70392 .d ! '. .c;complying with tin Fbrid• e • e • •.� CA/L Gu Id'otg Code , I °.. A,opton-No� '10 •� • •.. o Ip Cx'nlion DMO .�8 � � 17 SEE ANCHORS SPACING ^TYPICAL ANCHORS Mimi thtdo�- drawing no. EDGE DIST, SEE ELEV.FOR SPACING AY 1015 W08-08 sheet 4 of 1 f I 3/18•MAX. SHIM © O 48 1/4•MAX. 49 SH!M Z 3 16 ,1BY 9MOOD BUCKS 36 TYPICAL ANCHORS 15 S, 46N FOR 9EPA LEV 80 39 CAM • $ U ---___--- SCREEN OPf.-- ' - , ,.Ti4• a �o TYPICAL ANCHORSE ELEV. METAL6 14 9 t6 13 6 EXTERIOR 7 6 4 v' OR SPACING �i 4 6�i 7 �STRUCTURE .....O.L OPG. VENT WIOIH MULTI POINT LOCK OP110N LAM LOCKS OFDQ O WINDOW WIDTH = n SINGLE VENT WINDOWS JU�j 1/4•SHIM MAX © N_ O�4 M BY WOOD IBM 1/4•MAX. O "T STR E 3 ,8 7 SHIMS P• 3 Z 4.1 13 SCREEN OPT.---- ------- • TYPICAL ANCHORS Ld M i v. I/Z• SEE ELEV.FOR SPACING O 6 Q � TYPICAL ANCHORS 14 9 IS SEE FOR SPACING ,8 8 D.L OPG. 6 EXTERIOR D.L OPO. VENT VDTH VENT WIDTH •• • yYNDpW yjpTM • • • •• 0 8 oo °RRod Ili WEN'A•R'It1Tl• •y�• '• ' • .• • . u v o W •• ••• •• • • • •• yy E jr JAVAD mvm ,A •1 8 CML PRODUCT REVISED el 3 Ouilding Code • • • • Acwp,anw No l5- 129. • • • • • • L+x inttion Deb f$ b •• • • • • • • • • ... .•. Y 2015 W08-08 sheet 5 0;10 ••• • • • • ••• • • • • • • • • • • • . • • . • • • • • • •. .• • • • 00 00 • •• •• • • • •• •• • • • • • • • • • • ••• • • • • ••• • • TYPICAL ANCHORS . � •T•YP•�'L AtS • • • sSEE ELEVS. OR SPACING ELEV.FOR SMpNG• EDGE MRKOIgT, LI—MDR•B• 01 COUNTY APPROVED STRUCTURE MULION ANCHORS SEE SEPARATE NOAST,EDG ZF 7d n al \ e. EDGE DIST. oil%: TYPICAI.ANCHORSORS Q SEE ELEV.FOR SPACING ALT. z � IV O Or SH Ile IALT. O SHIMS � ��_ N W M 2 y7�TYPr�AL IF RS rd• ALT. SEE F1EV.FOR SPACING !o � 8g_8 s 3 � �O •u c u ENr..AVAO AHMAG -' CML PRODUCTRHVLSP.D FIA.PE/70592 as complying with&A Platt c i CAN. 5M Building Coda — •> g 4g is D.iA`nnic,°Dwe P • -TYPICAL ANCHORS SEE ELEV.FOR SPACING Dy Miami Producl Centro droving no. EDGE DIST. INSTALLATION DETAILS WITII FLUSH FRAME ADAPTER 2D15 WOS-O8 chest 6 of 10 F--2A27 I� V I 1,218 .514 Q J 3.030 2.061 .900 .052 2.530 .� .080 Q U .691 Q SNU88ER �QC)�QSo h 1 2 3 4 FRAME .329 C T- d� -1.848- .803 080 Q .082 �.837 1,878 .392 ® = n 2.895 n y GLAZING STOP (LAM. GLASS) .720 $ .see .135- .803 .050 n 8 8 7 8 VENT 1.083 � h 4.811- 3 Z .. f"3GLAZING STOP (INSUL. LAM. GLASS) }Q{ Vj o 8�S t j 147 L 325 �1.89808� O1y�, 2.125 .062 :�- A62 .643 lrljIl 0 �5 J F�.250 T- 537 o g ,537 2.063 GLAZING STOP (LAM. GLASS) GLAZING WEDGE ® FLUSH FRAME ADAPTER m g 2 2 © IMPOST -�j 1.000 I� --{ 1.000 720 e a .338 I I I •• ••• • • i • • •• E+o�8g 1.0]0 • • • • • • • •• • • • • 0 .72s .125 •.•2S •• • • • ••s • <m u o • 111•-� • • • NOTCH •• •q• j25- OPTIONAL 3.000 3.000 2.750 7T?. En W'XVAD AHMAD PROD 1.844 2.000 �- lFU.PE 70592 °a+n185 ••• ••• C.AN.• • Ed. nn�ie 'LO! b 4.794 13 y• • 0 • • •• Mfuni drawing no. 1 )< 3 1 )t s• ••• i • • O'y R'e4�dCon W08-08 3© IMPOST STIFFENER O CUSTOM MULLION STD. 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MULLION LOAD CAPACITY-PSF MULLON LOAD CAPACITY-PSF 7- I x s 1 X 3 1 X s ,X 6 •• t 1PPBD•MULLIONS• • I / \ ---"- \ �� g WINDOW DIMS. STD.MULL CUSTOM MULL WINDOW DIMS. STD.MULL CUSTOM MOLL • \ • • :• i / \ / Exr.(+) Exr.(+) ExL(+) Exr.(+) WIDTH(W)LENGTH(L) INT.(-) INr.(- mm(YO LENGTH(L) IHr.(-) W.(-) • • • • •• • • ••• • v f // F \\ // G \\ _' / 26-1/2' 90.0 90.0 30' 90.0 90.0 • ••• • ••• ••• ••• 37' 90.0 90.0 36• 90.0 90.0 42' 90.0 90.0 4Y 90.0 90.0 \ / \ / j 43• 58• 90.0 90.0 48• 54' 90.0 90.0 U •• ••• •• • • • •• \ / \ _ _ / GGSSII 45' 90.0 90.0 54' - 90.0 90,0 • • • • • • • • • _ �C 53-1/5' 90.0 90.0 60' 90.0 90,0 • •• • • • • ••• • • • •• • • • • • I_ W1 W2 I I W7 I s W2 W1 �I 62' 90.0 90.0 BY 90.0 90.0 • • • • • • • • • 28-1/2- 90.0 904 30' 90.0 90.0 •• ••• • • • • • •• 19 37' 9D.0 90.0 38' 90.0 90.0 42' 90.D 90.0 4Y 9D.0 90.0 '"�� o i-------- -"-_-p eII q 8 45 83' 90.0 90.0 48• 80' 90.0 no 46' 90.0 90.0 54' 90.0 90.0 II A A Z N.s a3-t/8' 9D.D 00.0 60' solo 90.0 // 1i ii 3 r ii S�Z9 62' 90.0 90.0 6Y 90.0 90.0 % II A j % N 4c W ei 1`��.1 28-1/2' 00.0 00.0 30' 90.0 90.0 \ A A L� - T 37' 90.0 90.0 38' 90.0 90.042' 82.5 90.0 42' 90.0 90.011 n 4S' 76.6 00.0 49' 90.0 90.0 -------48' 75.4 80.164' 90.0 90.0 53-1/8• 71A 89.2 59' 90.0 90.0 I W1 I_ W2 W2 26-1/2' 00.090.0 30' 90.0 37' 74.2490.038' 90.02TYPICAL E42' 78' 76.490.0 4Y 90, SIDS RY SIDE WINDOWS48' 72.890.0 48" Sao SIDE BY SIDE APPLIES TO TWO OR MORE WINDOWS �1 VM Cl 48' 69.7azo SC 80.0 2 3/4' 1/2' 3 Y sr 87.1e4.z 302 sola 4WIDTH (W) = W1 + W2 C3v M11 A 90.0 23Z30 90.0 3 Z Ti g 4a' 89.7 87.4 oo y Si' 57.1 84.2 NOTES1 Ld M I. USE CHART ON THIS SHEET FOR SIDE BY SIDE CONNECTION m i4 CAPACITY OF WINDOW MULLION. 2. FOR CASEMENT WINDOW CAPACITY SEE SHEET 2 OF 10. 3. FOR FIXED WINDOW CAPACITY SEE SEPARATE NDA. TYPAL�RS ¢ F EDGE DISTANCE'_ FOR MULLION G IPS Cdll 4. LOWER VALUES FROM STEPS 1, 2 OR 3 WILL APPLY TO SEE SHEET 4 g�I ENTIRE SYSTEM. FOR DESCRIPTION INTO CONCRETE AND MASONRY - 2" MIN, c t INTO WOOD STRUCTURE - 11/16' MIN. INTO METAL STRUCTURE - 11/16" MIN. cSERI > CAS 5001) 41YIA DOW O 3 �5000 W C SEMENT WINDOIY O 3 SERIES 5100 FIXED WINDOW 4• d» ¢ :s 9a ¢ eg EW;AVAO AHMAD o - - - = CML PRODUCE REVISED 3 M.PE/70592 ne c""I"Y"g with HIB Fin" ! � 3 4MA ' Ell- Building Cuda o U- io.iee DAuEXTERIOR EXTERIOR WNDOW WIDTH WNIXNY WDTH BY drowing no. WINDOW WDTI1 WINDOW WDTH14mi aIlePdmCOOIr AS EM NT TO CAS.M ENT M ULION CASEMENT TO F1XED MULLION W08-08 sheet 10 oT 10 M IAM bDADE MIAMI-DADE COUNTY f® PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miarnidnde.eov/economy ES Windows,LLC 3550 NW 49 Street Miami,FL 33142 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"5100 Fixed Casement"Aluminum Fixed Window--L.M.I. APPROVAL DOCUMENT: Drawing No. W11-15,titled"Series 5100 Aluminum Fixed Wdw. (L.M.I.)", sheets 1 through 7 of 7,dated 03/22/11,with revision D dated 05/06/15,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 Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, Barranquilla, Colombia S.A., model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise 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 revises NOA#12-0223.43 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No. 15-0129.04 MIAMMADE COUNTY Expiration Date: September 22,2016 5� L Approval Date: May 14,2015 �¢f j✓ Page 1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 11-0531.09) 2. Drawing No. W11-15, titled "Series 5100 Aluminum Fixed Wdw. (L.M.I.)", sheets 1 through 7 of 7, dated 03/22/11,with revision D dated 05/06/15,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 casement window,prepared by Fenestration Testing Laboratory,Inc.,Test Reports No.FTL-6294 and FTL-6295,dated 02/25/11 and 03/16/11 respectively,both signed and sealed by Marlin D. Brinson,P.E. (Submitted under NOA No. 11-0531.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-51h Edition (2014), dated 10/28/14,prepared by Al-Farooq Corporation, 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 Resources(RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0129.27 issued to E.I.DuPont DeNemours & Co.,Inc. for their"DuPont Butacite®PVI)Interlayer"dated 04/11/13, expiring on 12/11/16. 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. Manueere ,P.E. Product Contr t Ex miner NOA No. - 129.04 Expiration Date: September 22,2016 Approval Date: May 14,2015 E-1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-51h Edition (2014), and of no financial interest, dated October 28, 2014, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad,P.E. 2. Laboratory compliance letter for Test Reports No. FTL-6294 and FTL-6295, issued by Fenestration Testing Laboratory, Inc., dated 02/25/11 and 03/16/11 respectively, both signed and sealed by Marlin D.Brinson,P.E. (Submitted under NOA No. 11-0531.09) G. OTHERS 1. Notice of Acceptance No. 12-0223.43, issued to ES Windows, LLC, for their Series "5100 Casement" Aluminum Fixed Window - L.M.I., approved on 05/24/12 and expiring on 09/22/16. Ma el Pe P.E. Product Control xa iner NOA No.1 29.04 Expiration Date: September 22,2016 Approval Date: May 14,2015 E-2 WINDOW WIDTH D.L.OPG Z 3 SURA APPLMUNRNS OPTIONAL U u n � c ii ii a I II Q W A 04 h j ii I I � 11 LL IyY-I5 Ili-47 � II II H H a A I I 11 3 3 II ii II n S1 13,/2` S*MAX Z v n CORNERS HFJD/SILL 3 op,*� TYPICAL ELEVATION S z 3 _ z L3 vim WMs� SERIES 5100 DAYLITE OPENINGS: 0 D.L.O. HEIGHT = WINDOW HEIGHT - 6.9375' ALUMINUM FIXED WINDOIq D.L.O. WIDTH WINDOW WIDTH - 6.9375' DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEETS 2. oI APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF FIX./FIX. OR FIXED WITH SERIES 5000 CASEMENT WINDOWS USING MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM CASEMENT WWOOW, FIXED WINDOW OR MULLION CHART WILL APPLY TO ENTIRE SYSTEM. [a o 1�{ Ai 9d O Q G 6 H N b THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE e REQUIREMENTS E THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY THESE WINDOWS ARE RATED FOR LARGE& SMALL MISSILE IMPACT. HURRICANE ZONE (FfVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER SHUTTERS ARE NOT REQUIRED. LOADS TO THE STRUCTURE. Eng...KVAD AHIMD ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS,ANCHORS CIVIL PRODUCT REVISED EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. FLA.PE AIMAY M r.uiwi.5 C.gwi011MFblldg ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE � DWlding Cwlo NOT PART OF THIS APPROVAL. 2015 Acme lion Ho B)I inllon DMs �t'o � 1-il." fill; A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. drowinq no. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS,THAT Mian Ptodm COME INTO CS TACOF THEITHO OTHER BLDG. CO�.MATERIALS SFMLL MEET THE r W1 1—15 REQU201` ;. sheet 1 of 7 v DESIGN LOAD CAPACITY -PSP DESIGN LOAD CAPACITY- PSP 5/32'HEAT SfREN'D. GLASS 5/32'HEAT STREN'D. GLASS 1� CLASS TYPES GLASS TYPES tll WINDOW DINS. 'C'.'0', 'H' Y'p WINDOW DIMS. 'C', 'D', 'H'&'P .090 INTERLAYER .090'INTERLAYER I MOTH(N') LENGTH(L) EAR.(+) ANT.(-) WIDTH(W)LENGTH(L) OR.(+) 1Ni.(-) BUTACITE PVB BY'OUPONV SENTRYGIAS BY'DUPONY Z 3 NI 24' 90.0 90.0 19-1/8' 9010 90.0 1/8•HEAT STREN'D. GLASS 1/8'HEAT STREN'D. GLASS Q 30' 90.0 90.0 28-1/2' 90.0 90.0 SlUC ' 38' 90.0 90.0 3Y 25' IDD 90.0 VOW OCORNING 795/983 DOW NE SILICONE 795/983 C 42' 42' 90.0 90.0 48' 900 90.0 m u 48' 90.0 90.0 53-1/8' 9010 90.0 4 °a 54' 90.0 90.0 82• 90O90.0 'gyp t-r$i R O V n 60' 90.0 90.0 19-1/8' 900 90.0 ami 3A 62' 1 1 90.0 80.0 28-1/2' 90,0 90.0 '41 pp 24 90.0 90.0 3Y 38-J 9' 900 90.0 11 11 I a ` 30• 90.0 90.0 48' / 90.0 90.0 0: V ql $ 36 90.0 90,0 53-1/8' 90.0 90.0 ;Q 42' 48' 90.0 90.0 82' 9010 90.0 AT 1/4 PONNIS ON L1TES = 48' 90.0 90.0 19-1/6' 900 90.o 9 WIDER THAN 38' 3 Z p� 54• 90.0 90.0 2e 90,0 Bo.O CLASS TYPE 'Cl GLASS TYPE 'D' SETTING BLOCKS AT LAM. GLASS Q L� 80' 90.0 90.0 37 37'' S0-5/8, 9010 90.0 NOTCH GLAZING BEAD LEG O 62' 1 1 90O 90.0 48Y 90D 90.0 TO CLEAR BLOCKS r+ 24' 9D.0 90.0 53-1/B' 90.0 90.0 J 30' 90.0 90.0 62' 9010 90.0 5/32'HEAT STRETPD.GLASS 5/32'HEAT STREN'D.GLASSOR .i 36' 9010 90.0 19-1/8' 90D 90.0 5/32'TEMP.GLASS 5%32'TEMP. GLASS m 42' 54' 9010 90.0 28-1/2' 90.0 90.0 1/4'AIR SPACE 1/4'NR SPACE . 48' 900 90.0 3T 83, 9010 90.0 54 Sob 88.5 48' 9010 90.0 1/8'HEAT SMEN'D. GLASS 1/8'HEAT STREN'D.CLASS J F 4 60' 8815 58.5 53-1/8' 9010 90.0 .090 INTERLAYER .090'INTERLAYER 7 J�I 82' 88.5 88.5 62% 77.1 77.1 BUTACITE PVB BY'DUPONT' SEMRYCIAS BY'DUPONT' 1 04„ 24' 90.0 90.0 19-1 8' 9010 90.0 5/32'HEAT STREN'D.GLASS5/32'HEAT STRE]1'0.GLASS p 30' 90.0 90.0 26-1/2' 9010 90.0 g Z 3 M SILICONE SILICONE 36' 90.0 90.0 3Y 74-1/4' 90.0 90.0 DOW CORNING 795/983 DOW CORNING 795/983 ;Z 42' 60' 90.0 9Q0 48' 90.0 00.0 _ y1 O 48' 215 90.0 90.0 53-1/8' IDA 80.0 54' 86.5 58.5 19-1/8' 90.0 90.0 4 . .. 4 A ' Ld M Z 60' 79.7 79.7 26-1/2' 90.0 90.0 3B ! i. 33 39 h ! 62 79.7 79.7 3Y 76• 90.0 90.0 !' ! I �" !� !I 24' 9010 80.0 48' 9010 90.0 11 11 30' 90.0 90.0 51' 9010 90.0 C ? 36' 90.0 90.0 8 42' 88' 90.0 90.0 9A AT 1/4 POINTS ALL SIZES O I L5 48' 90.0 90.0 q8q g P!E!55 54' 88.5 88.5 W SETTING BLOCKS AT INSUL LAM.GLASS v C C GLASS TYPE 'E' CLASS TYPE 'F' TO CLEAR OAD LEG 89' 81.0 81.0m ' 24• 90.0 90.0 _GLAZING OPTIONS Jo' 90.0 90.0 36' 72, 90.0 90.0 L 42 90.0 90.0 NOTE: g 48' 90.0 90.0 TO QUALIFY FOR SMALL MISSILE IMPACT RATING Oc`m" 54' 88.5 88.5 EXTERIOR PLY OF GLASS TYPES 'E' dt 'F' MUST BE TEMPERED. 24' 90.0 90.0 ; :;;ii% M. 90.0 90.0 En9r AAV�AHWAD PRODUCT REVISED 36' 90.0 90.0 M.PE 70592 78• CAN. BuildLalwith LIN FIaT18e 42' 90.0 90.0 Aa ptmee No(JT•�� .�. jI ,yt .�L' 48' 90.0 90.0 1 am, Ex*,mtiDmDs�ejjFlfP51' 90.0 W.0WIDTH AND LENGTH DIMENSIONS CAN BE ORIENTEDY 5 BY VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE. NOTE: Midrawing no. GLASS CAPACITIES ON THIS SHEET ARE 015 W11-15 BASED ON ASTM E1300-09 (3 SEC. GUSTS). sheet of 7 r a 11pK/u,pAICHORS ��V SEE ELE/•FOR SPACING V ANCHORS TYPICAI.ANCHORS _ ___________ lYPICAA' SEE ELEV. FOR SPACING - I 333 SEE ELEV.FOR SPACING fr- I�MWD-;ADE COUNTY APPROVED I I yl a IIyYWo NETAL I ANCHORS 11 N 3F HOOD BUCK DGE D g EDGE STRUCTURE 11 SEE SEPARATE NOA tl E�lj ,i . .: EDGE .. �..�_e. a' " i1 EDGE DIST. ii a,C r LL DIST. 5 \ Q :i O tYP1ClAIS .pKS SEE ELEV.FOR SPACING _ 3 2 � v n WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS MUST SUSTAIN THEM TOPOSED THE BUILEANLC(NG STRUCTURE.TEM R IU •^AL AN HOS KSI.SEE FJ.EV. FOR SPACING T z nu UITRACON 8Y� (Fu-1 KSI,Fy-ISS KSI) INTO 20Y WOOD BUCKS OR WOOD STRUCTURES t] n 1_1/2" MIN. PENETRATION INTO WOOD � THRU 18'( BUCKS INTO CONC. OR MASONRY 3z� 0 1-1/4" MIN. EMBED INTO CONC. OR MASONRY . pIRECTLY INTO CONC. OR MASONRY W M TJ 1_1/4- MIN. EMBED INTO CONC. OR MASONRY �— SF F DRILLING_SCBEbIS (GRADE 2 CRS) INTO MIAMI-DARE COUNTY APPROVED MULLIONS (MIN. THK. _ .090' INTO METAL STRUCTURES 3 STEEL 5 KSI MIN.) 12 GA. MIN. (Fy 1/8" THK. MIN. (6063-T5 MIN.) 3 6 ALUMINUM (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) § ..1SLt»-�11(`F�DIST 2 INTO CONCRETE AND MASONRY - 2" MIN. INTO WOOD STRUCTURE - 1" MIN- INTO o INTO METAL STRUCTURE a 3/4" MIN. q Sg2B WOOD AT HEAD, SILL OR JAMBS SG -,0.55 MIN. O s �_ CONCRETE AT HEAD, SILL OR JAMBS c - 3000 PSI MIN- 5 MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS Pm - 2000 •_ Engr:JAVAD (MID PRODUCT REVISED tt 1 I CML m complying with the Florida •� M.PE It 70592 Bulld'etg Code C.AN. Acceptem No '0 I� A. • d ra. Dowg b L .. •' • By 1 •v ,, M Product. drawing nc 1 W11-1! TYPtI.AL ANCHIN25 A ., e'.. SEE EIEV.FOR SPACING �R Zl.' sheet 3 0( TYPICN-AN FCxI0R5PACItIO EDGE DIST• . SEE ELEV. e EDGE DISI Z � 3 1/4'SHIM MAX. © 0 a h 2EY WOOD DUCK/ 1/4.MAX. �y STRUCK SHIMS . S TYPICAL ANCHORS 1/2• SEE ELEV.FOR SPACING a j F . T'PICAL ANCHORS SEE ELEV. FOR SPACING t EXTERIOR ,i • R D.L.OPG. U WINDOW WIDTH z � N N O n 30�r7^ C n Z4 8 3z� 3/16'MAX. M F SHIM O TMCAL ANCHORS SEE EUY FOR SPACNO T" ol6 G55poses sada s 0.... METAL STRUCTURE _ Elgr.JAVAD MWD PRODUCT REVLSED p '� FLA.PES 70512 CO^OYLW with TAO Ftodde 1 C.AN. 70 Huilding Code if h.p4ecO E rMWe DOTO /�/ ' b A 15 Mm edePTodeet drawlnq no. W11-15 ahset 4 of 7 TYPICAL ANCHORS SEE EL.ANCHORS N ELEVS FOR SPACING SEE ELEV.FOR SPACING � E:E DIST. METAL Fr----—----------i� Z 3 EDGE DIST. 57RUC URE I I MIAMI—DADE COUNTY APPROVED �I MUWON&MULLION ANCHORS II 1 I SEE SEPARATE NOA .. :: EDGE II T DIST. ,; v xx 0 n O � X 10 ALT. TYPICAL ANCHORS S SEE ELEV.FOR SPACING J n 4�4 it 1/4'MAX,. ALT 8 p a M SHIMS g Z 3 10 of �._�^ 4 Ile t)cLj tn M Z O ♦ A. o a.. 01 mTYPICAL � � ALT. SEE EEUW.FOR SPACING 10 4 o.m m C 'j .. E SCM/LSO PRODUCT RBVISED tt •' 9 FLA. C N.3538' 2 Building cads 16e FIOr+a. G \! ° $ ° E 'n1l Dne "o E .i 11 N TYPICAL ANCHORS E SEE ELEV.FOR SPACING By EDGE DIST. 015 Mfmn' Ade Product on drawing no. INSTALLATION DETAILS WITH FLUSH FRAM ADAPT R W 1 1—15 sheet 5 of 7 2.391--1 ITEM PART 0 QUANTITY DE=PTION MATERIAL VANP./SUPPURR/RENARKS 1 ES5015 4 FIX.WDW. FRAME 8053-TB 119 _ 2 ES5016 4 FIX.FRAME COVER 5053-TB �Y I 3A ES1103 AS REGO. GLAZING BEAD(IAM.GLASS) 6063-T5 Z j 38 ES1017 AS REOD. GLAZING BEAD(INSUL.LAM.GLASS) 6063-T5 - 4 27-425 AS REOD. GLAZING GASKET EPOM DUROMETE7t 60 SHORE 2.123 5 - AS RECD. FRAME ASSEMBLY SCREWS - 110 X 1'PH SMS N 3.471 1.878 6 PJS40-SS PA CORNER LOCK SF. STEEL SULLNAN k ASSOCIATES "4S 7 - 1X3 CUSTOM MULLION 8063-78 - 7A - 1X3 STANDARD MULLION 6083-TS6 - MULLION CLIP 6083-T6G7.002 p9 27-372 SETTING BLOCK,7/16'X 3/16'X 3-1/2'LONG EPOM AT 6'FROM EACH END,DUROMETER 7515 SHORE A �zyyI9A - SETTING BLOCK,5/16'X 5/6'X 4'LONG EPOM AT 6'FROM EACH END,DUROMETER 75t5 SHORE A p l10 ES-5017 FLUSH FRAME ADAPTER 6007-TS OPTIONAL C11 - GLAZING TAPE(1/4'X 1/2-) FOAM - ; n Ot FIX. WOW. FRAME d 1 SEALANTS: Q 2 ALL FRAME AND VENT CORNERS AND INSTALLATION SCREWS 06 6 4•172 SEALED WITH CLEAR/ALUMINUM COLORED SEALANT. 891 O2 FIX. FRAME COVER / / S T -1—I r-.329rg i J � J 4 Z .BOJ 050 I n QOM .837 I S c Z O I w 3z� N to GLAZING STOP (LAM. GLASS) { LJ U) Ami I r r_ L�1.ee6 2 I 082 .803 ,03p 500 725 SLR 1.063 2.067 GLAZING STOP (INSUL LAM. GLASS) to FLUSH FRAME ADAPTER �d -y 1.000 r 1.000 .720 0 3 n$ .336 I 9 s i g NOTCH �g:L— .125 ,125 OPTIONAL 1/2' U' 3.000 3.000 .123 2.750 T17. FRAME CORNER En4r.JAV MWD '(ODUCT REVISED p •1 c 2,2,000 CWL a 3 M.PE 2 c—PlYi-R with ON PbAde 3 Ll I CAN. A Mna No I5�G1 Ed. .338 F- 3.750 Q MLaml draving no. 1 X 3 1 X 3 (D CUSTOM MULLION O STD. MULLION UB MULLION CUP sheet 8 of 7 MUTA30N LOAD CAPACITY-PSF IAUW]ON LOAD CAPACITY-PSF �y 1 x 6 1 X 6 1 x 9 CLIPPED MULLIONS WIRDOR DIMS. 14.11.11. CUSTOM YU1L WINDOW DINS. STD.MULL CUSTOM MUIL __ I EXT.(+) EXT.(+) FJTT.(+) EXT.(+) Z 3 WIDTH(W)LENOTN(L) 9TT.(-) fir-) WIDTH(W)LENOTN(L) INT.(-) INT.(-) 26-1/2' 90.0 90.0 30' 90.0 90.0 37" 90.0 90.0 36" 90.0 90.0 D Q r 42" 90.0 90.0 4Y 90.0 90.0 45' 1" 90.0 90.0 48' 54' 90.0 90.0 % /. 46' 90.0 90.0 54" 90.0 90.0 �i LL 53-1/8" 90.0 90.0 60" 90.0 90.0 �j Y 82' 90.0 90.0 1. 90.0 90.0 S 14 26-1/2" 90.0 90.0 30" 9D.0 90.0q 199 QyQyQy 37• 90.0 90.0 36• 90.0 90.0 O 0 n O 42' 90.0 90.0 42" 90.0 90.0 46' 63' 90-D 90.0 48" 60' 90.0 90.0 3 � 1 48' 90.0 90.0 54" 90.0 90.0 Z� w1 W2 Q a 33-1/8' 90.0 90.0 80' 90.0 90.0 62" 90.0 90.0 82" 90.0 90.0 11 o 26-1/2' 90.0 90.0 30' 90.0 90.0 TYPICAL ELEVATION 37" 90.0 90.0 36" 90.0 90.0 SIDS BY SIDS WINDOWS 42' 62.5 90.0 42' 90.0 90.0 SIDE BY SIDE APPLIES TO TWO OR MORE WINDOWS 46" Thi/4" 76.6 00A 48' w90.0 90.o WI t W2 48• 75.4 a7.a S4• 90.0 90.o WIDTH (W) = 2 53-1/8• 71.0 832 69" 90.0 90.0 26-1/2" 90.0 90.03O" 90.0 90.0 7. 37' 84.2 90.0 36' 9D.0 90.0 42" 76" 76.4 90.0 4Y 72' 9D.0 90.0 ;-:C'7 q 7, 45' 72, SHEET 38 .7 87.6 48' 83.8 90.0 TYPICAL ANCHORS 48' 6984.5 54' 78.4 86.8 8 4 PER CIDP S1" 67.1 81.9 30" 90.0 90.0 FORE DESORPTION U}�.l U y -p 36' 86.1 90.0 ^h>� $ Z 42' 78" 76.4 90.0 ;F .,.�• ? 46' 69.7 BL.S I '•; `- i N 51• 67.1 81.9 LJ M� NOTES: 1. USE CHART ON THIS SHEET FOR SIDE BY SIDE CONNECTION CAPACITY OF WINDOW MULLION. 2. FOROR FIXED %ED WINDOW CAPACITY SEE SHIFT 2 OF 7. 3. LOWER VALUES FROM STEPS 1 OR 2 WILL APPLY TO ENTIRE SYSTEM. SERIES 5100 SERIES 5100 '�,-;t. f J' i - FIXED WINDOW FIXED WINDOW " ....... E,qr JA 0 CPA asiomp yi F4EVIShe SSl 4FLA. 70592IA3'188 � FkbaUtdIding Amepfwmj a O- I -o4-EXTERIORD WNDOW WIDTH WNDOW WIDTH `Y p e"HULLION 15 W 15 ehset 7 0/7 TRIO DESIGN CONSULTANTS, LLC -C.O.A. # 27578 APPROVED NOT APPROVED [ I APPROVED AS NOTED [ ] REVISE 8 RESUB [ I REVI E " fie caftctor trom car,plance aw nor depadwm aero m t.ft corftft msponsl*for detft and aoccy.br wd on emcm a1 quantrm and dmendont,taus ieNCAipproesau, la tecMAques d aefemby and for perlonMrp hb woAc h a tate manrte� M M MIAIIII-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SN 26 Streek Room 208 BOARD AND CODE ADMUNISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy ES Windows,LLC 10653 NE 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:Extruded Aluminum Tube Mullion--L.M.I. APPROVAL DOCUMENT:Drawing No.M04-04,titled"Aluminum Tube Mullions", sheets 1 through 9 of 9,dated 04/26/04,with revision G dated 07/14/14,prepared by AI-Farooq Corporation, signed and sealed by Javad Ahmad,P.E.,bearing the Miatni—Dade County Product Control 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 LABELING: Each unit shall bear a permanent label with the manufacturer`s name or logo, city, state, model/series, and following statement: "Miatni-Dade County Product Control Approved", unless otherwise 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 revises and renews NOA#12-0308.37 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. ' NOA No.14-0731.06 MIAMI DA uNrY 61/44 Expiration Date: September 16,2019 Approval Date: September 18,2014 Page 1 r ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted render NOA No. 04-0712.01) 2. Drawing No. M04-04, titled "Aluminum Tube Mullions", sheets 1 through 9 of 9, dated 04/26/04, with revision G dated 07/14/14, 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,Type"D-A"fixed window, Grade 10,Level LV 1 per ASTM F 588-04, Side-Hinged Door Systems per AAMA 1304-02 and per FBC 2411.3.2.1,TAS 202-94 along with marked-up drawings and installation diagram of windows mulled together, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-3810, dated 05/16/03; FTL-3819, dated 06/09/03 and FTL-3820, dated 06/09/03, all signed and sealed by Joseph Chan,P.E. (Submitted under NOA No. 04-0712.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complyinwith FBC-2010, dated 09/01/09 and updated on 07/10/14 to comply with FBC 5t Edition (2014), prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad,P.E. (Submitted partially under NOA#09-0825.03) D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. None. Z--.i - Manuel�'e��rez,P.)C. Product Co trot VXammer NOA -0731.06 Expiration Date: September 16,2019 Approval Date: September 18,2014 E-1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with the FBC - 5`h Edition (2014), and of no financial interest, dated July 10, 2014, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad,P.E. 2. Laboratory compliance letter for Test Reports No. FTL-3810, dated 05/16/03; FTL- 3819, dated 06/09/03 and FTL-3820, dated 06/09/03, issued by Fenestration Testing Laboratory, Inc.,all signed and sealed by Joseph C. Chan,P.E. (Submitted under NOA No. 04-0712.01) G. OTHERS 1. Notice of Acceptance No. 12--0308.37, issued to ES Windows, LLC for their Series Aluminum Tube Mullions—L.M.I.,approved on 05/31/12 and expiring on 09/16/14. GManuel Peiiez , Product Control Exam'ier NOA No. 14 1.06 Expiration Date: September 16,2019 Approval Date: September 18,2014 E-2 40-t0Yl\N L LL-$,Zg (90C) 'XVJ CLLI.--*Z9(rOC) -13.1. -vw(9w-M -xva M OLOZ OL CWLiain' BLGgcw(am) oove 99L�T IA Ivivivi SILN13A!T owe 60 a :fA-,p AVa '3AV ZL VN OZZG oul LWE 1,0I,=Vodn SOVEW a 3AV L8'AWS SCUT oad-V SUMNION3 .2 JlaVJd0'GA3C 13M shu rm*o ON 20'9z"ZL 3 NOLLvaodmoo bo.ouv=l-lv SNon-invq '38ni.kNnNiy4n_-iv JL, :SUORMAO-J) *O-az-" 3-n sMO(INIM 'S'3 o o :2 Pik > it P C.D z ji z 0 W. I II II II u FNF < CL 20 z5 OKA o ) z :2 W 0 Zi W. �sz -08 �i W I 1 -0 3 O 2 5 z e-,w IN s �Ca WS SOW ym 0 j -z z- OT 0 0 0 zo OHOmN -Z IN Z I V5F 25- C3 jgA 2� t2v W Z.- go CL nzy a ss , a 3o r1� ��0 '1I�.12s .323 1 oao (- h- -- .1zs F-- -") .250 �I1 3 1.000 2.000 2.000 -1 ,.Doo l.Doo I- 125 .338 2.000 F.125 iii I� .125 I o .125 4.000 .125 4 Imo; 4.000 3.000 j 3.000 .125 - yVVV{ 6.000 14.000 I 338 .323 5.000 .125 .125 .250 g p Ix 1.466 I14\4 Ix = 2.975 IN\4 6y[ IX = .950 W\4 Ix - 2.037 IN\4 Sr = .977 IN\3 Sx = 1.487 IN\3 Sx = .634 IN\3 Sx = 1.018 10\3 Z .t 1 X 3 .1 X 4 1 X 3 1 X 4 � !� STD. MULLION STD. MULLION CUSTOM MULLION CUSTOM MULLION F u 6063-T6 6063-T6 6063-T6 6063-T6 -" jr n �2OD0 Ix 5.204 IN\4 IX 8.276 IN\4 Ix 15.203 IN\4 ! �. x-125 Sx 2.082 IN\3 Sx : 2.758 IN\3 SX = 5.068 IN\3 �I J Z ~i 01 V) 2'000 2 X 5 2 X 6 2 X 6 �; a .125 STD. MULLION STO, MULLION t EAVYUM LLION 60113-TB 6063-T6 6083-TS .125 1.690 ;m I W LL 720 4.000 AFI Q�n 3.000 .tIS i O^r7 .156 nr. I M N j Z Z 3-i o Z�� .1 zs 2.750 3.250 i I o 2.000 a�W lx - 1.467 IN\4 Ix 2.976 N\4 Sx .978 w\3 Sx 1.488 0+\3 i 2 X 3 2 X 4 3.750 -) I STD. MULLION STD, MULLION 4-500- �jgn5�l jay 8063-TB 6083-T6FI I (- NOTCH NOTCH gl I R OPTIONAL of I / oPrroNAL 8I jQ Typ. 1/2. i TYP. S;�! j ��•. .1zs o I 2.000 Ed - MIN.EDGE DIST. EA. Ed -MIN.EDGE DIST. I 1 1/2"FOR 1/4"DN.ANCHORS 1/Y FOR 1/4'DANCHORS IIIL- 5/8'FOR 5/18"DIA.ANCHORS 5/8'FOR 5/1 DIA. DIA.ANCHORS Ed. N o•ryi"j p.g MULLION CLIP MULLION CLIP ^ '� 6063-T6 6063-T6 cl o'vIw w,u L-2.000--i _r_'... En9r.JAVAD MMAD PRODUCTRBVISBD CIVL u complying with On monde i Ed. FIA PE 1 70592 Building Code CA.N5J6 o A(jcyimpl'texNo r tChOjJgi•--O a UL Bx imOon Dot / v -dOwngn o1/2-FOR 1/48DVL ANCHORS Ed - MIN.EDGE DIST. tfI O 5/8-FOR 5/1j , ON.ANCHORS 1 ANGLE CLIP / � "Y `M04-04 e 6063-T5 J ,sheet 2 of 9 DESIGN LOAD CAPACITY-PSP (TUBE MULLIONS) DESIGN LOAD CAPACITY- PSI!(TUBE MULLIONS) .DESIGN LOAD.CAPACITY - PSF. (TUBE MULLIONS) , �U1i 1 X3 1 X 4 1 X3 1 X4 1X3 1X4 CUSTO_M_CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM WINDOW DIMS. - - WINDOW DIMS. NINDGA DIMS. I X3- 1 X4 2 X 3 2 X 4 2% 6.ZXB 2X6 1 X3 1.X4 2X3 2X4' 2 X 5 2'X6 2 X 6 1 X3 1 X4. 2 X 3 2 X 4 2 X 6 2 X 6 2 X 8 0� WIDTH (W)MULL,SPAN'STD. STD., STD. STD.. STD.- STD. HEAVY.-WIDTH(W)MULL.SPAN'STD. STD. STD. ,STD, STD. STD. HEAVY WIDTH(W)MULL.SPAN STD. .STD. STD,. STD. STD, STD. HEAVY ZC ij 19-1/8' 150.0 150.0 150.0' 150.0 150.0 150.0 150.0 19-1/8' 74.6 140.9 115.1 150.0 150.0 150.0 150.0 19-1/B' '37.9 27.3 ' 55.3 96.7_ 145.1 150.0 Z _. 28-1/2' 150.0 150.0 150.0 150_0 150.0 150.0 150.0 28-1/2' 53.8 f01.7' 83.1 148.6 150.0 150.0 150.0 28-1/2" - 27.3 - ,38.9 ,68.8105.5 _150.0 iii 30" 150.0 150.0 150.0 150.0 150.0 150,0 150.0 JO' 47.5 '89.8 73.4- 131.3 150.0 150.0 150.0 30" - 24.1 - 35.3 .61.7 932 150.0_ 37" 150.0 150.0 150.0 150.0 150.0 150.0 150.0 37" 385 72.8 59.5' 106.4' 148.9 I50.0 150.0 37" - - - 28.6 50.0 75.5 138.8 42' 149.8 150.0 150.0 150.0 150.0 150.0. 'A50.0 42' 33.9 64.2 52.4 93.8 131.2 150.0 150.0 42' - - 25.2 44.1 66.5 122-3 49 38-3/8" 130.9 150.0 150.0 150,0 150.0 150.0 150.0 '48' 74-1/4' 29.7 58.1. 43.9 82.1 114.8 150.0 150.0 48' 120" - - - 22.0 38.5 58.2 107.0 54' 116.3 f50.0 150.0 150.0 150.0 150.0 150.0 54" 26.4 49.9 40.8 72.9 102.1 135.2 150.0 34.3_ 51.8 95.1- M 60' 104.7 150.0 150.0 150.0 150.0 150.0 150.0 60" 232 44.9 36.7 65.8 91.8 121.7 150.0 60" 46.8 _85.6 -- -- - _ a 66" 952 150:0 146.8 150.0 150.0. 150.0 150.0 66' 21.6 40.8 33.4 59.7 83.5 110.6 150.0 66" - - - 28.0 42.3 _.77.8 O < 72" 87,3 140.1 134.6 150.0 150.0 150.0 150.0 72" - 37.4 30.6 54.7 76.5 101.4 150.0 72' - - - - 25.7 38.8 71.3 y 19-1/8' 150.0 150.0 150.0 150.0 150.0 1%0 150.0 19-1/8" 51.5 110.1_ 79.5 150.0 150.0 1 150,0 150.0 19-1/8" - 28.5 20:5 41.6 72.7. 115.8 150.0 Q G; ____ 26-1/2' 136.2 150.0 150.0 150.0 150.0 150.0 150.0 28-1/2' 37.2 79.4 57.4 [73.3 6.1 150.0 150.0 150.0 26-1/2" - 20.3 - 30.0 52.5 83.4 150.0 I�Z 30' _ 120.3 150.0 150.0 150.0 150.0 150.0 150.0 30' '32.8 70.7 50.7 2.6 143.5 150.0 150.0 3p" - _- - 26.5 46.3 73.7 135.4 J 3T_ - 97.6 150.0 150.0 150.0 150.0 150.0 150.0_ 37' 26.6 56.9 41.1 3.2 116.4 150.0 150.0 3T - - _-_ 21.5 37.6 59.7 .109b a 42" 85.9 138.0 132.6 .150.0 150.0 150.0 150.0 42" 23.4 ,50.1 36.2 102.5 135.8 150.0 42' - - - - 33.1 52.6 96.7 48" 50-5/8" 752 120.8 116.0 150.0 150.0 150.0 150.0 48' 84" 205 43.9 31.74.1 89.7 118.8 150.0 b' 132" - - - - 29.0 46.1 84.6- -54' 88B- 107.3 103.1 150.0 150.0 150.0 150.0 54" - 39.0 .. 28.2 7.0 79.7 105.6 - 150,0 54' - - - - 25.7 40.9 73.2 ._._ .__.._ IV)60" 80.2 96.6 92.8 141.2 150.0 150.0 150.0 60' - 35.1 25.3 1.3 71.8 95.1 150.0 60" - - - - 23.2 36.8 67.7 I Z i o jI 66" 54:7. 87.8 84.4 128.4 150.0 -150.0 150.0 66' - 31.9 23.0 46,6 65.2 86.4 150.0 66' - - - - 21.1 33.5 61.5 72", 50.1 ' 80.5 1 77.3 117.7 150.0 150.0 150.0 72" - 29.2 21:1 42.7 59.8 79.2 145.6 72" 1 - 30.7 56,4 .J taz 19-1/8"' 143,8 150.0 150.0 150.0 . 150.0 150.0 150.0 19-1/8' 34.5 74.0.._, 53.3 108,1 150.0 150.0 150.0 19-1/8' .. - 21.9 32.0 56.0 89.0 150.0 jQ _ 7 28-1/2" 103.8 150.0 150.0 ,150:0 15_0.0 150.0 150.0 28-1/2" 24.9 53.4, 38.! 78.0 124.4 150.0 150.0 ZB-1/Z" - _._-.-, - 23.1 40.4 84.3 11BA J O7 W J 30' 91.7 147.2 141.4 1 150.0 150.0 150.0 150.0 30' 22.0 47.2 34.0 68.9 109,9 145.6 150.0 30" - - - 20.435.7 56.8 104.3 i m LJ 37" 74.3' 119.3 114.7 150.0 150.0 150.0 150.0 37" - 38.2 27.5 55.9 89.1 11&0 150.0_ 37" - - - - 28.9 46.0_ _84.5 U7 Q n 42" 65,5 105.1 101.0 150.0 150.0 150.0 150.0 42" _ - 33.7 24.3 49.2 78.5 104.0 150.0 42" 25.5 40.5 74.5 - ^M 48" 58" 57.3 92.0 •88.4 134.5 150.0 150.0 150.0 48' 96" 29.5 21.2 43.1 88.7 91M 150.0 48" 144' - - - 22.3 35.5 1 65.2 I Z-Z m 54' 50.9 81.8 78.6 119.5 150.0 150.0 150.0 54' - 26.2 - 38.3 61.0 80.9 148.6 54" - - - - - 31.5_ 57.9 �� 3 .. __.._.-......_ .._ _ 80' 45.8 73.6 70.7 107.6 150.0 150.0 150.0 60' - 23.5 - 34.4 54.9 72.8 133.7 60' - - - 28.4 52.1 J i _v 86' 41.7 68,9 64.3 97.8 136.8 150.0 150.0 66' _ 21.4 - 31.3 49.9 66.2 121.6 88' - _ _ - - - _ 25.8 47.4 Q N N 72" 38.2 61,3 58.9 89.6 125.4 150.0 150.0 72' - - - 28.7 45.8 60.7 111.5 72' - - - - - 23.6 43.4 J�ItI In m 19-1/8' 121.9 150.0 150.0 150.0. _150.0_ 150_.0 150.0 19-1/8' 24.2 51.9 37.4 75-9 132.7 150.0 150.0 26-1/2" 8&O 141.2 135.7 150.0 150.0 150.0 150.0 26-1/2' - 37.5 27.0 54.8 95.8 130.2 150.0 ARCHES TO BE INSCRIBED rHOMZONTAL MULLION ... - ...._ ._ INSIDE RECTANGULAR STUPE 1 30' 77.7 124.8 119,9 150.0 150.0 150.0 150.0_ 30' - JJ.1 23.9 48.4 84.6 11_5.0 150.0 I ' i 37' 63.0 101.2 97.2 147.9 150.0 150,0 150.0 37" - 25.9 - 39.2 -68.6 933 150.0 %'CUZING " i j 42' 55.5 89.1 85.6 130.3 10 150.0 50. 150.0 42' - 23.7 - 31.8 60.4 82.2 150.0 k;1 PRODUCT 48" 63" 4&6 78.0 74.9__-114.0 150.0 150.0 150.0 48' 100" - 20.7 - 30.2 52.9 71.9 1321 VERTICAL 48" gyp` 1 E!Ua AiP' 54" 43.2 69.3 66.6 101.3 141.8 150.0 150.0 54' - - 26.9 47.0 63.9 1 17.4 P IpS � 60" 38.8 82.4 59.9 91.2 127.6 150.0 150.0 60' - - - 24.2 42.3 575 105.7 GLAZING GLAZING �2 i ---_----_ ._.. --- .._....._....._.---- PRODUCT 111000CT ,�, 3 u oIS 66" 35.3 56.7 54.5 82.9 116.0 150.0 150.0 68' - - - 22.0 38.5 52.3 96.1 -.__. -_._..._ GLAZING GLAZING 72" 32.4 52.0 49.9 78.0 106.3 140.8 150.0 72' - - - 20.T 35.3 47.9 88.1 PRODUCT PRODUCT '" p•Bj818'.I ALL LOADS ARE EXT.(+)/INT.(-). WI W2 MULLION SPAN NOTE: W I�--�I�---.1 MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED c VERTICALLY OR HORIZONTALLY. Irl- (INTERPOLATION BETWEEN WIDTHS ALLOWED) En�JAVAD MWAO PRODUCTRBVISED �! ji ;f TYPICAL MULLION ARRANGEMENTS 4 CNA arnn,plTingwidlthe plortdA n;i FIA.PE 1 70592 Building Code :• ji r---.. --------- W1 +W2 C.A.N.3578 A,ecept4na loo 14• ANCHORS TYPE 'D' AND 'E' APPLICABLE TO I WIDTH (W) = 2 -J R putlonDAte �g it ��! 4", 5" AND 6" TUBE MULLIONS. JUL;21 ?0114 A�HamiD4�ProduclCanitel ANCHORS TYPE 'A', W. 'C', 'F' AND 'G' APPLICABLE -- C' 9 TO ALL TUBE MULLIONS. MULLIONS_ M04-04 j sheet 3 of 9� -DESIGN LEAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY -PSF r {� V Irl WINDOW DIMS. ANCHORS TYPE .-. - ANCHORS TYPE. ANCHORS TYPE 1� ''ol WIDTH.(W)MULL.SPAN A B C D E. F. G WIDTH(W) MULL SPAN A B C. D .E F G WIDTH.(W)MULL SPAN A, B, _C D E F G "JIe pl 19-1/8' 150.0 •150.0 150.0 - 150.0. 150.0 150.0 150.0 19-1/8' 101.0 150.0 1395 150.0 150.0 120.6 150.0 19-1/8' .82.5 125.0 86.3 150.0 150.0 74.8 149.2 Z ISI __. 2.6-1/2." 141.0 150.0 150.0 150.0 150.0 150.0 150.0 26-1/2" 72.9 145.8 100.7 150.0 150.0 87.0 . 150.0 26-1/2' 45.1 90.2 62.3 124.5- 150.0 53.8 107.7 IZ O, 30" 124.8 150.0 :150.0 150.0 150.0 148.7 150.0 30" 64.4 128.8 89.0 150.0' 150.0 75.9 150.0 30" 39.8 79.7 55.0 110.0 137.5 47.8 95.1 ..._.__..__._ __._...._-. _ _ _ __. __...__ 37" 401.0 150.0 139.8 150.0 150.0 120.8 150.0 37" 52.2 104.4 72.1. 144.1 150.0 62.3 124.8 37' 32"3- 64.6 44.8 89.2 111:6 38.8 77.1 42" 89.0 150.0 122.9 150.0 156.0 106.2 150.0 42" 46.0 92.0 63.5 . 127.0 150.0 54.9 109.8 42' 28.5 56.9 39.3 78.6 915.3. 34.0 67.9 - 48" 38-3/8" 77.9_.150.0 107.6 150.0 150.0 92.9 150.0 48" 74-1/4" 40.2 80.5', 55.6 111.1 139.0 48.0 96.1 48' 120' 24.9 49.8 34.4 - 68.8 86.0 29.7 59.4 54" R692 138.4 95.8 150.0 150.0 82.6 150.0 54' 35.8 71.5 49.4 98.5 123.5 42.7 85.4 54' 22.1 44.3 30.6 61.1 76.4 26.4 52.8 60' 124.6 88.1 150.0. 150.0 74.3 148.7 60" 32.2 64.4 44.5 88.9111.2 38.4 78.9 60' - 39.8 27.5 55.0 68.8 23.6 47.6 68" 113.3 78.2 150.0 150.0 67.6 135.2 66" 29.3 58.5 40.4 80.8 101.1 34.9 69.9 66' - 36.2 25.0 50.0 625 21.6 43.272 103.8 71.7 14&3 150.0 62.0 123.9 72" 26.8 53.7 37.1 74.1 92.7 32.0 64.0 72' = 33.2 22.9 45.8 57.3 - 39.6 n& 19-1/8" 148.1 .150.0 .150.0 150.0 150.0 150.0 150.0 .19-1/8" 89.3 150.0 A23.3 150.0 150.0 106.6 150.0 �19-1/8' 56.8 113.8. 78.5 150.0 150.0 67.8 135.6 L OD i 26-1/2" 106.9 150.0 147.7 150.0 150.0 127.6 150.0 26-1/2" 64.4 128.9 89.0. 150.0 150.0 769 150.0 26-1/2' 41.0 02.0 55.5 113.2 141.6 4&9 97.9 _ ._ _ ......._ -__.._ __ _. ._ JO" 94.4 150.0 130.5 150.0, 150.0 112.7 150.0 30' 55.9 113.8 7&6 150.0 150.0 67.9 1359 30' 36.2 72.4 50.0 100.0 125.1 43.2 86.5 37" 76.6 150.0 105A. 150.0 150.0 '91.4 150.0 37' 46.1 92.3 63.8 127.4 150.0 55.1 110.2 37' 29.4 58.7 40.6 81.1 101.4 35.1 70.1 Q 3•N 42" 67_5_ .134.9 93.2 150.0 150.0 80.5 150.0 42" '40.7 81.3 56.2 112.2 140.4 413.5 97.0 42" 25'.9 51.7 35.7 71.4 89.4 30.9 51.8 48" 50-5/8' 59.0 11&0-. 81.5 150.0 150.0 70.4 140.9 48: 84' 35.6 71.1 49.1 98.2 122.9 42.5 84.9 48' 132" 22.6 45.3 31.3 62.5 .78.2 27.0 - 54" 52.5 104.9 72.5 144.9 150.0 62.8 125.2 54' 31.6 83.2 43.7 87.3 109.2 37.7 75.5 54' 20.1 40.2 27.6 55.6 89.5 24.0 48.0 {: 60' 47.2 94.4_ 85.2' 130.4 150.0 58.4 112.7 60" 28.5 56.9 39.3 78.6 98.3 34.0 67.9 60' - - 36.2 23.0 50.0 625 21.6 43.2 I�' v 66' 42.9 85.9^ 59.3 1183 148.3 51.2 102.5 56" '25.9 51.7 35.7 71.4 89.4 30.9 61.6 66' - 32:9 22.7 45.5 56.9 - 39.3 Z. m _._._.. 7_.. - _ 72" 39.3 78.7 54.4 108.6 _135.9 47.0 93.9 72' 23.7 47.4 32.8 65.5 81.9 28.3 56.6 72' - 30.2 20.8 41.7 52.1 - 38.0 .� 19-1/8" 129.3 150.0• 150.0 150.0 150.0 150.0 150.0 19-1/8" 78.1 .150.0- 107.9 150.0 150.0 93.2 150.0 19-1/8" 52.1 104.2 71.9 143.8 150.0 62.2 124.3_ J z..� ,Q 26-1/2' 93.3 150.0 128.9 .150.0 150.0 1 111.4. 150.0 26-1/2' 56.4 112.8 77.9 150.0 150.0 67.3 134.6 28-1/2' 37.6 75.2-: 51.9 103.8 129.8 44.9 - 30" 82.4 150.0 113.9 150.0 .150.0 98.4 150.0 30' 49.8 99.6 68.8' 137.5 150.0 59.4 118.9 30" 33.2 66.4 45:9. 91.7 114.7 39.8 79.3On ' W' 37" 66.6 133.7 92.3 150.0 150.0 79.8 150.0 37" 40.4 80.8 55.8 111.5 139.5 48.2 96.4 37' 26.9 53.8 37.2 74.3 93.0 32.1 84.3 l�I 42" 58.9 117.8 81.3 150.0' 150.0 70.3 140.5 42" 35.6 71.1 49.1 98.2 122.9 425 84.9 42' 23.7 47,4 32.8 65.5 81.9 28.3 56.6 ;H 3 a m I 48" 58' 51.5 103.0 71.2 142.2 150.0 61.5 123.0 48" 96" 31.1 623 43.0 85.9 107.5 37.2 74.3 48' 144" 20.8 41.5 28.7 57.3 71.7 24.8- 49.5 O n M 54' 45.8 91.6 63.3 126.4 150.0 54.7 109.3 54"- 27.7 55.3 38.2 ,76.4 95.6 33.0 68.0 54' - 36.9' 25.5 50:9 83.7 22.0 44.0 I Z 80" 41.2 62.4 58.9_ 1 f 3A 142.3- 49.2' 96.4 60" _ 24.9. 49.8 34.4 615.0 88.0 29.7 59.4_ 60' - 33.2 22.9 45.8 57.3_•_ 39.8 3 CJi 86' 37.5 74.8 51.8 103.4 _129.4 44.7 89.4 66' 22.6 45.3 31.3_ __62.5 78.2 27.0 54.0 66' _- 30.2 20.6 .41.7 52.1 - 36.0 J R 72' 34.3 683 47.4 94.8 118.6 41.0. 82.0 72' 20.8 41.5 26.7_ 57.3 71.7 24A 49.5 72' - 27.7 _--- 38.2 47.6- _--_ 33.0 i W 004 4 ! 19-1/6", 119.0 150.0 150.0 150.0 150.0 142.1 150.0 19-1/8" 69.4 138.9 95.9 150.0 150.0 82.9 150.0_ ANCHOR TYPES HORIZONTAL MULLION l 26-1/2" 85.9 150.0 118.7 150.0 150.0 102.5 150.0 26-1/2' 50.1 100.2 69.2 138.1 150.0 59A 119.6 AT HEAD/SILL/JAM r ARCHES TO 8E INSCRIBED- �1 30" 75.9 IW0 104.8 150.0 150.0 90.6 150.0 30" 44.3 88.5 81.2 122.2 150.0 52A 105.7 ANCHOR TYPES INSIDE RECTANGULAR SHAPE .._._.._...- -_- _......-... F h O K' 37' 81.5 12].1 65.0 150.0 150.0 73.4 148.9 37" 35.8 71A 49.8 99.1 124.0 42A 65.7 AT JAMBS ONLY yy 42" 54.2 108.4 74.9 149.7 150.0 64.7 129.4 42' 31.6 63.2 43.7 87.3 109.2 37.7 75.5 'CIAZING oil SIC _.__._._ iii & 48" 83' 47.4 94.9 65.5 131.0 150.0 56.6 113.2 /8' 108" 27.7 55.3 38.2 76.4 95.8 JJ.O 88.0 PRODUCT 3 L.72' RTICAL 42.2 84.3 58.2 116.4 145.6 50.3 100:6 54" 24.6 49.2 _34.0_ 87.9 84.9 29.4 58.7 -M� t O fIIIgq 37.9 75.9 52.4 104.8 131.0 45.3 90.6 60" 22.1 443 30.6 61.1 76.4 26.4 52.5HORq,°� I❑FLy0 47.7 95.2 119.1 41.2 823 66' 20.1 40.2 27.8 55.6 69.5 _24.0 48.0 CIAZWG GU21NG. 3 d DETAL/1 - i 31.8 63.2 43.7 87.3 109.2 37.7 -75.5 72" --- - 36.9 25.5 50.9 63.7 22.0 44.0 PRODUCT PRODUCT in 3 . GLAZING GLAZING >j PRODUCT PRODUCT ALL LOADS ARE EXT.(+)/INT.(-). NOTE: o ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER w1 W� MULLION SPAN 2 L LOCATIONS AT HEAD, SILL OR JAMB ENDS. - (INTERPOLATION BETWEEN WIDTHS OR SPANS ALLOWED) TYPICAL MULLION ARRANGEMENTS En9r JAVAD AHMAD VRODTIC7RRVISBD li CIVIL m complying wi011he Florida i j� I FLA.PE 0 70592 Buiidulg lode I W1 + V(1 I C.A.N.3538 J111 WIDTH (W) _ AecepLence Too •DQ2 /-j i ra hationDue 'ANCHORS TYPE 'D' AND 'E' APPLICABLE TO L 8 s 4"; 5" AND 6" TUBE MULLIONS. _ JUC21,11614 BY �=J - - - j 1. Mi DtdeP C Tel- f Browing no ANCHORS TYPE 'A', W. 'C', 'F' AND 'G' APPLICABLE ' TO ALL TUBE MULLIONS. ANCHORS M04-04 ✓✓ �sheet 4 of 9.J 1/4'OLA.'ULTRACONS 1/4'DLA.-ULTRACONS 1/4'DIA.ULTRACONS '1/4'DIA.ULTRACONS Ilol 2 PER CLIP 1 ON EACH WINO 1 PER ANGLE d PER CLP 2 ON EACH WING 2 PER ANGLE ----J I! 1•,-Ed- ( ) 2 1/4"MIN. ( ) r I I r 7YP. � 4p Z (�q��1 I� • • •1 II ••3'MIN. �� i •li, �� I I i" ll �� -Il`. /u •�i� II j O R 0 7MiN. it. �Ff.FLOATING CUP 11 I LJ FL0+ITINC CUPIBY I��I SNUG FIT INSIO1 II 2 X 2 X.1/B' i 1 BY'WOODBUCK 1+ II I I I ALUMANGLE , WOOD BUCK �i jSNUG FIT N7510E MUII I I 11 ALUM2ANCL�B+`+ _---__-_--__ J /14 SMSU U' _ I 1-3 4.O.C.MIN./ 11 1 /21 2 PER ANGLE I 1 1/4'DIA.ULTRACONS {; 1/4"DIA ULTRACONS 1 4"DIA.ULTRACONS 1 4-DIA. ULTRACONS I Z Ed. 2 PER CUP(1 ON EACH YANG) 1 PER ANGLE 4 PER CUP(2 ON EACH WING) / 2 PER ANGLE O 1e CO i jIjIz jjiIItZW000 OUCK I-J1 FLOATING CLIP I I II 11 II 11 II �u .+4i FLOATING CLP I I I I I'-�I SNUG FIT INSIDE MULL I I I I 2 X 2 X I/B' Q W N OR 1,�1 SNUG FR INSIDE MULL I1 I 2 X 2 X LE 2 BY WOOD II II I1 I I ALUM ANGLE WOOD BUCK II II I1 11 ALUM ANGLE Iyj -- STRUCTURE 14 SNS U U - ------ i1 ,♦14 SMS U U _______ ______ 1 I I I I 1 � I I I I I I I 1 1-3/4"O.C.LGN. I I 1 I I I 1-J/4'O.C.IAN. 1 I ) I I I I 2 PER ANGLE I I I I I I 2 PER ANGLE I I I ANCHORS TYPE 'B' I � � le Ed. T of ryl ryl n`g:i 1/4"DIA.ULTRACONS BY'ELCO' ULTRACONS MAY BE HEX OR FLAT HEAD 9L, SUBSTRATE Ed. -MIN.EDGE DST. MIN.EMBEDMENT WOOD 1" 1-1/2" i _________ . CONCRETE 2-1/2" 1-1/2' 614,,'JAVAO AHMAD PRODUCT REVISED �'�•r i; ! CNPE pL m tomplyelg with the Worlds - DCAN.V0592 Ouadi'g WOOD - 28Y-WOOD BUCKS OR WOOD STRUCTURE S.C. - 0.55 MN. Code �S' �I I ---- r - ALTERNATE CONCRETE -,f't = 3000 PSI MIN. - iIW arl�Dsie (O 1 i I ANCHOR LOCATION JUL 21.2014 - / $II4 ALL CUPS AND.ANGLES TO FR SNUG INTO TUBE MULLIONS. i + +/ M' •/ CanfM CdrOwi�1 CUPS OR ANGLES CONNECTED OIRECTT-Y TO MASONRY TO BE PROTECTED I ✓ I WITH ALKALI-RESISTANT COATINGS.SUCH as BITUMINOUS PAINT OR MO 4_04 f ANCHORS TYPE 'A' WATER-WHITE METHACRYLATE LACOUER. - ---._...----- 4, 'f sheet5—5--f-9) 1/4"DIA:ULTRACONS 1/.4"DIA.ULTRACONS 1/4"DU. ULTRACONS '1'/4"DIA.ULTRACON$ � .Ed. �2.PtMA CLIP (.1 ON EACH YANG) I fEf2 ANGLE . . Ed. 4'PER CLIP(2 ON EACH WING) 2-PER ANGLE too. �' •f. 3 IN. 1 IN. :� !� r� i 111 j i TYP. :1, I. Trn. i I { �1 I �1•• I,!. ! F 0 � I I;� T l � ' I' � ' • °III '� I II• I T`13 •11 11, ! •} I L'I I •II II' T �LJf FLOATING CLIP II II` L �S 1 1 - Li SNUG FIT INSIDE MULL I I I I 2 X 2 X 1/8• 3 1 11 I I 2 X 2 X 1/8" r, M II :� 14 SMS I I 11 ALUM ANGLE , T------------� I 11 I I ALUM ANGLE Q' Q 1 --------- I D.C. ll FLOATING CUP IJ u 1 I I I-3/4"OCMIN. I 1 I 1 I I I I g a y I I 2 PER ANGLE SNUG fR INSIDE MULL I I 1 I I I I I I 1 Q 3LL SMS I 1 L16y Id $ I I I 1 I 1 1 I i I 4 PERR ANGLE I I I 1 I I I I I 1 I I I I (4 Ed. IJ IJJ 0] r---------� � 1 1 I I W , I I I I I I I i m W 11 i i i i 1/2•(2) f 0 rc"M L___ II, L_ C n • r n� I I 7• I I� 3ZLL6 - r • • I • • . ' I I Q Q " +.,� I �� 3•MIN. � � I LOCATION OF SCREWS CONNECTING Ed. ANGLES TO TUBES 1/4"DIA.ULTRACONS 2 PER CUP (1 ON EACH WING) lyI�y ANCHORS TYPE 'D' � i APPLICABLE FOR 4", 5" AND 6" TUBE MULLIONS 4Ej�IT T 1 c v,giS S r°;Y 1 1 a j 1/4"DIA, ULTRACONS BY 1 f ULTRACONS'MAY BE HEX OR MT HEAD L---------J S1185TRATE Ed. --MIN,EDGE DIST. MIN. EMBEDMENT I i CONCRETE 2-1/2• 1-1/2" Ergr:JAYCAOLAHUAO as co-plying RROCr h Iho Plorh(q E ISED CONCRETE P � c � 3000 PSI MIN. CA.H lug 2 Buildin Cbde I AccePwm No ':�� allan Dtbe ,I U 212U14 1 j II, ',;';< I ALTERNATE .___... .___.-. / 6y ANCHOR LOCATION ALL CUPS AND ANGLES TO FR SNUG INTO TUBE MULLIONS. % 1/1 Mli�k"r droWing no.fCLIPS OR ANGLES CONNECTED•DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKAU-RESISTANT COATINGS,SUCH AS BITUMINOUS PAINT OR ,: M04-04 I ANCHORS TYPE 'C' WATER-WHITE MLTHACRYLATE IACOUER. I. -------------- o: sheet 6 of 9 5/16•DU.ULTRACONS 5/16'DIA.ULTRACONS C4 PER 4 PER CLIP(2 ON EACH YANG) 2 PER ANGLE oi ' N- I I n 1 Z I � 1 I' N .1 I il. '•II II °r ii L1 z'x 2 x 1/8• 3J 11 11 ALUM ANGLE ryz ty I �..___- _-_-_--'1 �+ 1 FLOATING CLIP V I I I SNUG FIT INSIDE MULL 1 I n`o I I 1 114 SMS I 1 �i Qe3 I I 1 4 PER ANGLE 4z� eg 1 n N < J I I I I 1w M 41 1 F *O I I iLAQ�Yf I I I 01 1 1 1/2(2) 17 1 L ---- _ i 3- L__._____-./�............ ....-_ La 1N F - LOCATION OF SCREWS CONNECTING G- � ANGLES TO TUBES I I� (- ANCHORS TYPE 1 0 APPLICABLE FOR 4", 5' AND 6" TUBE MULLIONS a �i��ip r c m glg!ir 0 oIN 'S8 B 5/16'DIA. ULTRACONS BY'ELCO' r� ULTRACONS MAY BE TEX OR FLIT HEAD SUBSTRATE 1 Ed. MIN EDGE pST. MIN. EMBEDMENT PRODUCT REVISED 71i �i CONCRETE 2-1/2• 1-3/4' En r.JACMLµMAD VYug it I e 6tC01111 wi1lTNheFlOTlda F PE 70592 Building Code } CONCRETE a 1'c s 3000 PSI MIN. Fk J AttInuleno in. 111 014 Expinllon qle 4Byu 1 ALL CUP( SAND ANGLES TO fR SNUG INTO TUBE MULLIONS. J Jy1Iam1facto Product Ca° i dFOWin9 Oo• • CUPS OR ANGLES CONNECTED DIRECTLY TO CONCRETE TO BE PROTECTED WITH ALKAU-RESISTANT COATINGS,SUCH AS BITUMINOUS PAINT OR -� � M04-04 WATER-WHITE . METRACRY ATE LACQUER. sheet 7 of�h tt 7 of 4� I/4'DIA. ULTRACONS 1/4"DIA. ULT RACONS 1/4'DIA.ULTRACONS 1/4'DIA.ULTRACONS Ed. 2 PER CLI'(I ON EACH WING) 1 PER ANGLE Ed, 2 1/4'MIN. 4 PER CLIP (2 ON EACH WING) 2 PER ANGLE _ r----� / ` / ,�--�-- --, y r Z z i v � i a II�Wj 19 t 11 II I \ 11 I I I I � 11 11 I\IZ I I 11 � jl Ij I1 1 I1 II I I II p I L.JI FLOATING CLIP 11 II IL-JI SNUGLOATI CUP I II I��I SNUG FIT INSIDE MULL 11 II 2 X 2 X 1/8" 1��1 SNUG FR INSIDE MULL I I 11 2 K 2 X 1/8" p p� I� I I I I I ALUM ANGLE I I I I I I I I ALUM ANGLE Q�r Irl a L, /14 SMS U U i �____________ h :� /14 SMS U 1 9 I I I I I I 1 I 1-3/4"O.C.MIN. 1-3/4'O.C.MIN. 1 I I I 2 PER ANGLE i i I I I I i 2 PER ANGLE j C AL J O n J iC 41 i m f pnn i 2 z:i 3z LLo ---------- _j N� 1 1 Q� N g J .../ ALTERNATE W ANCHOR LOCATION 1 � CII i ANCHORS TYPE 'F' ANCHORS TYPE 'G' °I AT JAMBS ONLY AT JAMBS ONLY 0 I g 0 01 I 1/4'OW ULTRACONS BY'ELCO' u o. ULTRACONS MAY BE HEX OR MT HEAD SUBSTRATE Ed. - MIN. EDGE DIST. MIN. EMBEDMENT ^��f MASONRY 2-1/2' 1-1/4' ENr:JAYAO AHMAG PRODUCT REVLSBU I: MASONRY - C-90 HOLLOW/FILLED BLOCK Fm - 2000 PSI MIN. CML /F mrnmplylnywilhDleFt0lkP FLA.PE P.70592 DYRdia{�Ide GAN.35 3 3 AOtepltlxe No _ p ALPS AND ANGLES TO FR SNUGINTO TUBE MULLIONS. , T.XpirallonDMo� CUPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED JUL 1+2014 WITH ALKALI-RESISTANT COATINGS, SUCH AS BITUMINOUS PAINT OR / >; h�j,4Ytpelk Yrodud C4Mte1 I~drawing no. WATER-WHITE METHACRYLATE LACQUER. M04-04 O, . 14 SMS SFE'CHART FOR QUANTITIES 'TUBE MULLION Z J pl of ANCHOR—,'NG--DF-7, ------------------- TYPE A_ SCREWS /10 FH SMS TYPE A 2 I 2/SIDE I I TYPE C -2 1/8'THICK ALUM CHANNEL I TYPED_ 4 VVV a LENGTH TO FIT SNUG I I I TYPE E 4 I a 91(8 INTO MULLION TUBE MULLION 8 a G` TUBES MAY BE NOTCHED a ; AS SHOWN TO ALLOW INSTALLATION OF CLIP ANGLE 1 t7 eY 1 CAULK JOINT AFTER ASSEMBLY i 4( i� �ii 1 014 FH SMS I C--� 1-1/2'O.C.NM. ACCESS HOLE SEE CHART 1 1. FOR OUANTITIERSEn , t 1 I z iO vm THIS SCREW CAN BE I 1 10 FH SMS I I I �' M r MSTALLED IN eEk�ITHER I ! I 1 0 DIRECTION 'I' i 1 2 PER CUP I I "'I i- 1 7 Z m I 1'O.C.MIN. I ^Z 3.� 2Z Yoof •f _.y. fl4 t... 'Q N J :.. .: .y ,i f .� • tip Wu)��.' 1-3/4'X 2'X 1/8 (FOR 2BY TUBE) = 3/4'X 2'X 1/8'FOR(iBY TUBE) ALUM ANGLE •� r,T�$ • >.: CUT TO FIT SNUG INSIDE TUBE Li ai ANCHORS DETAIL it 1; - " `- �: o!cC f a METAL TO METAL CONNECTION �•,^ r a `t C ( 1gY f' #14 SMS/TEKS SUBSTRATE Ed. MIN. EDGE OIST.MIN.CL TO Cl SPACING L _ •moi w METAL 5/8' 1/2 za. .1 �� ,.'y t ' -••� U nl'a�.'�I'�:� METAL 1/8'MIN.THK..STEEL Fy - 36 KSI MIN. - - •' ! • �,u o W...o 1/8"MIN.THK.ALUMINUM(6063-T5 MIN.) _ ' ( = r i�1 S�"•' "� Engr:JAV ANMAD Pltl'N3UCT RfiV4S6D f li CMLBoutslyi99wi1htheFloTlda j FLA.PE 70592~, OuiWin6 Coda C.A.N.3538 ... ARep1Yle� Ihk JUL'2 1`2014 = retTm)TMo �' )� y IIy 84 DodeProducTCatON ,drawing no. ;i M04-04 1 sheet 9 of 99 of 9, TRIO DESIGN CONSULTANTS, LLC -C.O.A. # 27578 APPROVED I ] NOT APPROVED [ ] APPROVED AS NOTED [ ] R &RES IT Il RE F R ,EAAWW IN If Z SIGNATU WE DeOWen rand vnew� �"°'p' as n de�ne�#weft n.tine C and c jgjjKjn responsible for derarn and for asl quantifies anddimerubruad� ki/a h�an proaetes, cmekdirg for tedfniques of ,and for perlormYg hit wads in a safe marr�ec M IM IA DADS MIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES MR) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE OA www.miamidede.eov/economy DAB Door Company,Inc. 12195 NW 98'b Avenue Hialeah Gardens,FL 33018 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:Hurricane Master®Madel 824/811 Steel Sectional Garage Door up to 18'-2"Wide with Window Lite Option(DP+55.0,-64.0 PSI) APPROVAL DOCUMENT: Drawing No.99-24,titled"Sectional Garage Door",dated 09/22/1999,with last revision K dated 03/09/2015,sheets 1 through 5 of 5,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 Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING:A permanent label with the manufacturer's name or logo,manufacturing address,model number,the positive and negative design pressure rating,indicate impact rated if applicable,installation instruction drawing reference number,approval number(NOA),the applicable test standards,and the statement reading`Miami-Dade County Product Control Approved' is to be located on the door's side track, bottom angle,or inner surface of a panel. 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 revises NOA#14-0814.11 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Cnrlos M.Utrers,P.E. CNAMIiIDADE COUNTY NOA No.15-0317.05 Expiration Date:March 10,2018 Approval Date:June 11,2015 Page 1 DAB Door Company,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.99-24,titled"Sectional Garage Door",dated 09/22/1999,with last revision K dated 03/09/2015,sheets 1 through 5 of 5,prepared by Al-Farooq Corporation,signed and sealed by Javad Ahmad,P.E. B. TESTS "Submitted under NOA#09-0324.07" 1. Test reports on 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2)Large Missile Impact Test per FBC,TAS 201-94 3)Cyclic Wind Pressure Loading per FBC,TAS 203-94 4)Forced Entry Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of a DAB 824 24 GA Sectional Residential Garage Door,prepared by Hurricane Engineering&Testing,lnc,Test Reports No. HETI-08-2133A and B,dated 06/10/2008,signed and sealed by Candido F.Font,P.E. 2. Test reports on 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2)Large Missile Impact Test per FBC,TAS 201-94 3)Cyclic Wind Pressure Loading per FBC,TAS 203-94 4)Forced Entry Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of a DAB 824 24 GA Sectional Garage Door,prepared by Hurricane Engineering&Testing,Inc,Test Reports No.HETI-08- 2149AB,dated 06/27/2008,signed and sealed by Candido F.Font,P.E. "Submitted under NOA #08-1106.OS" 3. Test report on Tensile Test per ASTM E 8 of the above sectional garage door's skin,prepared by Hurricane Engineering&Testing,Inc,Test Report No.1ffETI-08-T139/A,dated 06/27/2008,signed and sealed by Candido F:Font,P.E. "Submitted under NOA #03-0210.04" 4. Test report on Salt Spray(Corrosion)Test per ASTM B 117 of a painted G-40 steel panels, prepared by Celotex Corporation,Test Report No.258592,dated 08/17/1998,signed by W.A. Jackson,P.E. C. CALCULATIONS "Submitted under NOA#14-0814.11" 1. Anchor verification calculations prepared by Al-Farooq Corporation,dated 09/22/2014 and 07/24/2014,signed and sealed by Javad Ahmad,P.E. "Submitted tinder NOA#09-0324.07" 2. Anchor verification calculations and structural analysis prepared by Al-Farooq Corporation, complying with F.B.0 2004/2007,dated 01/20/2009,signed and sealed by Humayoun Farooq, P.E. Carlos M.Utrera,P.E. Product Control Examiner NOA No.15-0317.05 Expiration Date:March 10,2018 Approval Date:June 11,2015 E-1 DAB Door Cornvany,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS (Cont.)-"Submitted under NOA #08-1106.05" 3. Anchor verification calculations and structural analysis prepared by Al-Farooq Corporation, complying with F.B.0 2004/2007,dated 08/25/2008,signed and sealed by Humayoun Farooq, P.E. D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0717.01, issued to SABIC Innovative Plastics,for their Lexan Sheet Products,approved on 11/28/2013 and expiring on 07117/2018. 2. Notice of Acceptance No. 14-0311.08,issued to Insulfoam,LLC,for their Insulfoam Expanded Polystyrene Insulation,approved on 08/14/2014 and expiring on 11/29/2017. 3. Notice of Acceptance No. 11-0926.07,issued to Dyplast Products,LLC,for their Expanded Polystyrene Block Type Insulation,approved on 11/10/2011 and expiring on 01/11/2017. 4. Notice of Acceptance No. 11-0926.06,issued to Dyplast Products,LLC,for their Dyplast ISO-C 1 Polyisocyanurate Insulation,approved on 11/10/2011 and expiring on 01/11/2017. 5. Notice of Acceptance No. 10-1129.04,issued to Cellofoam North America Inc,for their Expanded Polystyrene Block Insulation,approved on 02/24/2011 and expiring on 02/24/2016. "Submitted under NOA#05-0228.02" 6. Test Repoit on Accelerated Weathering Using Xenon Are Light Apparatus Test per ASTM G 15 5 of"PVC Extrusion Material",prepared by Hurricane Engineering& Testing,Inc.,Report No.HETI 04-A002,dated 09/27/2004,signed and sealed by Rafael E. Droz-Seda,P.E. 7. Test Reports on Tensile Test per ASTM D638 of"PVC Extrusion Material",prepared by Hurricane Engineering&Testing Inc.,Report No.HETI 04-T251,dated 11/29/2004 signed and sealed by I.Ghia,P.E. 8. Test Report on Self-Ignition Temperature Test,Rate of Burn Test and Smoke Density Test of"REHAU non-foam PVC extrusion material",prepared by ETC Laboratories, Report No. 04-761-15019.0,dated 05/06/2004,signed and sealed by J.L. Doldan,P.E. F. STATEMENTS "Submitted under NOA#.14-0814.11" 1. Statement letter of code conformance to the 5'edition(2014)FBC and no financial interest issued by A]-Farooq Corporation,dated 05/13/2014,signed.and sealed by Javad Ahmad,P.E. Carlos M.Utrl(era,P.E. Product Control Examiner NOA No. 15-0317.05 Expiration Date:March 10,2018 Approval Date:June 11,2015 E-2 7-1/2"X 3"X .120"GALV.STEEL TOP FIXTURE 5-1/2'X 2-3/4"X 0.1" END ROLLER HINGE COTTER PIN STEEL PLATE WITH ONE 5/16-18 MS W/NUT ^� FASTENED TO END STILE WITH I WITHOUT DELRON SLEEVE(STD. OPTIONAL DOOR NEWER 0, O WITH DELRON SLEEVE(OPTIONAL) (6) #14 X 3/4"SELF DRILLING SCREWS TO BE INSTALLED AT O 7-1/2" X 2-1/4"X 18 GA. 000 O ANY CENTER STILE Z f R fv GALV. STEEL CENTER HINGE CENTER STILES r-- A T�Z W/ (4) /14 X 5/8'SMS .00 0 SEE SCH. WITHOUT DELRON SLEEVE(STD.) 7-1/2" X 2-W14"X .071" GALV.STEEL TER HINGE -- a o W/ (4) '14 X 5/8-SMS - I N 0 WITH DELRON SLEEVE(OPTIONAL) .._._- _ _ 0 / LOCK __ 014 X 1/2'SMS. 2 DOOR - 4 PER HINGE - - — gQo LENGE ° 11 LATCH X 3/16"THS. L - {L NZ N Z� STAN01RD LOCK __ _ __ _ _ 0 J- SPRING LOADED SLIDE BOLT(BOTH SIDES) L21 FASTENED W/(4) #14 X 1/2-S.M.S.5/8'AIN. LOCK ENGAGEMENT __ _-CONFORMS TO SECTION 1008 REGARDING - - B m I GARAGE DOORS e - - ,.- - ] o �. 8-1/4-X 4-1/2'X 1-1/2- ------------------------ STEEL -` --- STEEL PLATE 0.115'THK.-� ___________ _ WITH (8) /14 X 5/8'SMS `�_ --- - _ - - - - — o O -- - C3 N7 .128 DM.. GALV.AIRCRAFT TYPE ° _ - Q J CABLE&NICO-PRESS SLEEVE-''--" - QQ W W/ MIN. 5 TO 1 SAFETY FACTOR ° ° r N U m °° -- - _ _ J —�W b SCHEDULE'A' (n Eno I ODOR 9'e1115 Or CENTER sTELS (� ZO K 8i 9'-1'TO,1'-1O' 4 T ° OPTIONAL VENT COLONIAL DESIGN OPTIONAL FLUSH FACE L A F O 3 ,n 12'-0'To,s•-,o' s U WOOD GRAIN DESIGN U O Z iP-a'70 ts'-+O• 9 - (3) 5"WIDE AT 7"O.C. MAX. W p n 15'-O•To 1e'-2' T OPENING AREA NOT TO EXCEED in 120 S0. IN. JJ TOTAL 0 OF — MAX. DOOR WIDTH N Q DOOR u'BARS AT BOTTOM BRACKET ._.._ te'-2' I0 _ HEIGHT CONSISTS of EACH DOOR FOR 3"TRACK W-6' 2 SECTIONS,8.2 SECTIONS 21' INSIDE ELEVATION ---1 e'-9 1 sECIgN is' J sECT10.NS 21' ID 7' 4 SECnOM 21•- —' RAISED PANEL EMBOSSED DOOR Y-4' 5 SECTIONS Is'- 'r-9, s'- Y-9' 1 SECTIONS 1°•1-SECTION 21' o o e' SECTIONS 10'1 SECTIONS 21 12 14 X 3/4'SELF DRILLING SCREWS MAY BE USED B-3_I SECTION 8, 3 SECTIONS xr 0 i GENERAL NOTES N-e' ,SECTION,ie• -s[csONs 2i• ° O ° O IN LIEU OF j14 % 5/8'SMs c R; W-11' s SECTIONS r'_ 1. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE >r Y s SECTIONS SECTIONS ie•,SECTION 2I• - °°° 0 THIS PRODUCT IS RATED FOR LARGE MISSILE IMPACT REQUIREMENTS OF THE FLORIDA BUILDING CO(OE(FBG)FIFTH E01110N(2014) 0 9--8' 4 SECTIONS I8.2 SECTIONS 2+ INCLUDING MGH VELOCITY HURRICANE ZONE WHZ). c 9'-9' 3 SECTIONS 18'3 SECTIONS 21 14 (� N OUTSIDE HANDLE 2. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. To' 2 sEclloNs 1e'' sECTms 21 I ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL m g 16'-Y 1-SECTION 18" 5 SECTIONS 21• U DRESSING OR STUCCO. 19'-s•6 SECTIONS 21'- CENTER STILE 3. ALL BOLTS, NUTS AND WASHERS SHALL BE ZINC ALINED CARBON STEEL Iw-9•a SECTIONS IS-1 SECTION 21• ,1 is sccnoNs te'2 SECTIONS 2/' 4. ANCHORING OR LOADING CONDITIONS OTHER THAN THOSE SHOWN IN o THESE DETAILS ARE NOT PART OF THIS APPROVAL O O $ . 11'-Y 4 SECTIONS 1S'3 SECTIONS 21 11 ni BOTTOM BRACKET +1•-s'13 SECTIONS 1e'i SECIIOIISi+' ,e 5. A LOAD DURATION INCREASE 5 USED IN DESIGN OF ANCHORS OITO,000 ONLY. 11'-9'12 YCTIONS 18•s sEeTlo+i 21• FOR 2"TRACK LOCK BM GUIDES 12' 1 SECTIONS Is'a SECTIONS W (2)ON END STILE DOOR TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF FLORIDA C_ 12'-,r 7 SECTIONS 21'- INSTALLED WITH BUILDING CODE,TAS-202,TAS-201 k TAS-203 FOR HVH2 AND 12'-e's SECTMS+s•2 SECTIONS 2P (4) #14 X 5/8•SMS ASTM E18se-OS/ASTM E1996-CLQ q 12'-9.5 SECTIONS 1S'3 SECTIONS 21' I 13' 4 SECTIONS 18'4 SECTIONS 21' E11/C JAVAD ANIUD i I -3'3 SECTIONS 18's SECTIONS 2,• 1e 1-1/8'X 1-f/8'X 2-3/8'LONG CIVIL PR42DUCf�fiYLIED I s•-e•2 SECTIONS 1e•4 SECTIONS 2i o -LOCK BAR CuiDE OES(GN PRESSURE RATING = + 55.0 PSF FLA.CAE 70592 ■9NNr1 +9rr9F1aNs S $ ,3'-9'+mi 1e' 7 SECTNM 21' u (1)ON CENTER SnLE - 64.0 PSF Milig(791N` � y �' 14' a SECTIONS 21'- ti/I�elss9 ph ,S 14-3•s sECnms 1e•s SECTIONS D]• 14'-S•5 SECTION"is,4 SECTIONS 21' ENGAGES N TRACK w LOCK B� DAB DOORS INC. O� 14--9.4 sEcroms 1e•5 SECTIONS 21' ON EACH SIDE OF DOOR Hurricane Master®Model 824/811 by drOwing no. - - ie 6 - u' s sEcTIOAs ia•a sEcmNs zr :o OUTSIDE KEYED LOCK PTIONA 1 Max. Size 18'-2" % 16'-0 High 0 201 is'-3'2 SECTIONS IB'7 sicnoRs 21 99-24 ' Ta'-S'1 SECTION Ie' e_s_EC_n_ONS 2Y LOCK BAR LOCKING SHOWN With Window Ute Option I 1s'-9'9 sEcnoris 7i'- ALTERNATE TO SPRING LOADED SLIDE BOLT sheet I of� 18 8 BECTIOTIS te•4 SECTIONS 21 22 LOCKS SHOWN ABOVE . 24 GA, STEEL PANEL -' 2-3/4"X 5-1/2'% .10 THK. n ® -TOP ROLLER FIXTURE 16 GA X 2-1/4"X 2-X 3/4"GAIN. STEEL W/5/18"-18 NUT h BOLT p U.BAR REINFORCING TRUSS O TOP OF PANEL FLAPS BENT OVER PANEL Z TRUSS FASTENED TO VERTICAL INTERMEOIATE STILES W/TWO/ 14 X 5/8'S.M.S. I AND TO END STILE Q W/SIX 014 X 3/4'S.M.S. O I \ 1/2"PUNCHED HOLES i 0 11 16 CAX 2-1�4 X 2'X 3/4 CAIN.STEEL a O U.BAR RONFORCNG TRI15S O 4"O.C. 16 GA.X 2-1 4'%T'%3/4"GALV.STEEL TRUSS FASTENED TO VERTICAL INTERMEDIATE 0 U STILES W/TWO/ 14 X 5/8'S.M.S. 1 17 U.BAR REIN ORCNG TRUSS I p TRUSS FASTENED TO VERTICAL INTERMEDIATE AND TO END STILE I O STILES W/ 0 TWO 1 14 X 5/8"S.M.S. W/SD(d 14 X 3/4'S.M.S. O a a AND TO ENO STILE I O W/SD(#14 X 3/4'S.M.S. - 3/16" POP RIVETS 0 prp K (2) 16 GA X 2-1/4'X 2'X 3/4•GLV.STEEL AT 4'O.C. I ; V.BAR REINFORCING TRUSS O BOTTOM OF PANEL -Y— _ I Q w TRUSS FASTENED TO VERTICAL INTERMEDIATE (5) FOR 1. STILES I LL 2 C STILES W/TWO j 14 X 5/8'S.M.S. (5) FOR 18 STILES S ILE aCyy1) 1^ W/SIX/14 XD TO END T3/4"S.M.S. j Q W^f _ _ I _ _ I OUTER FIXTURE O 8-1/4'X4--1/2'X1-1/2"X.115 THK. INNER FIXTURE O, p 2-1/2" X 5-3/4'X 12 GA. O C3 �j n END STILE > -.024'STL. PANEL I BOTTOM SEAL OPTIONS A V� r SEE SHEET 4 - OUTSIDE OF 000 CCCCD!!! Z z e J W W VI mo I p K 4 e IST SECTION (BOTTOM) INTERMEDIATE SECTIONS TOP SECTION O 3 _ v z REINFORCING REINFORCING REINFORCING In N= J FOR CONNECTION OF WOOD BUCK OPTIONAL STOP MOULDING 7/8'X 1-7/8'x 2-5/6' _ SOLID BRASS DOOR VIEWER �^ TO MASONRY SEE NOTE ON SHEET 4 BY DOOR INSTALLER 18 GA STEEL CENTER STILE RIVETED TO PANEL SKIN BY 'SCHLACE SECURITY HARDWARE' #14 X 5/8"SMS 6 W/(4)ALUM RIVETS 3/4'X 2-1/2'X 18 GA. INSTALLED IN 9/16' DIA. HOLES IN CENTER STILE PER MINCE STEEL END STILE POSITIONED AT EYE LEVEL u L; RIVETED TO PANEL SKIN Q 1/2'X 1-3/4'%.058"FORMED STEEL W/3/16'ALUM RIVETS KEDGE % ui - CLUED TO PANEL AND SECURED TO DIST. .a. SEE SHEET 4 FOR ,i �ATT D STILE WITH 3/16'PCP RIVETS e• TRACK ANCHORS o 10-11/16'O.C.FOR 21'SECTIONS 1-7/8"X2-5/8X18 GA.STEEL 7-11/16'O.C.FOR 18"SECTIONS CENTER STILE -1 /2" A 14 X 5/8"S.M.S. o i IN. 4/HINGE 0 V-r a 3/4"MAX. POP RIVETS MAX. �0 c n$o� MODWIT'MV LSED E.gr.JAVAO AHMAD slmrgBq wE dw�nmh Mr 9 CLpo _'T" FIA PE 70592 C.A.N 38 V, S s "14 A CALV.STEEL "� PT..) HINGE )� $ ■ 3i STEEL TRACK CENTER HINGE Re6M - —3 14 CA X 2-1/8'X 1"(STANDARD 1.82'OV, TD.) 302015 drawing no. 12 GA.X 3-5/16'% 1-1/2'(OPTIONAL PINS, 1.82'DIA. XNAL)FASTENED TO TRACK PLATESINSTALLED ON ROLLER SHAFT SECTION 8-B - 2.75"CIA. X .50STEEL ROLLERS(OPTIONAL)-" 99-24 W/ 1/4-20 X 5/8'TRUSS MO. SLOTTED M.S. k LOCK NUT 2.75"DIAL X.50"NYLON ROLLERS (OPTIONAL) WITH 9"STEM sheet Q oT $F POP RIVETS 2 X 2 X 1/8'HORIZ.ANGLE HORIZ.TRACK SUPPORT, SPOT WELDED TO HORIZ.TRACK / 2-3/4"X 5-1/2"X 2-7/8"X.10' CENTER SUPPORT REOD. ON ODORS WITH TWO WELDS AT 1-1/2'APART �� N (DOUBLE) STEEL TOP ROLLER BRACKET EXCEEDING 8 FT. IN HDG (OWBLE)ON EACH SIDE 1' A FEST AT 9'O.C. m FASTENED W/(6) 014 X 5/8'S.M.S. REST N 9'O,C. II 1 HORIZ.ANGLE FASTENED TO CONE.ANGLE a W/3/8-16 X 3/4"BOLT&NUT Q y ,090 THK.GAED TO EL ADJUSTABLE AND 70FUG BRACKET ANGLE WITH ((YYgSyy W/5/16-18 X 3/4"HEX HEAD _ HORIZ. TRACK LENGTH - OPENING HEIGHT PLUS 12"J (2) 1/4-20 X 5/8'ear NUT M. SCREWS h NUTS. - - TOP BRACKET (STANDARD) BRACKET)- Gi C LL vERnCA TRACK C n TO(OP AL) 14 GA. CALV,STEEL TRACK 2-1/8'X I'X .080' VN O& (�'+�11 LOW HEADROOM DOOR SECTION A-A V S�1 M HORIZONTAL REINFORCEMENT 1/2"X 1-3/4"X.058'FORMED STEEL GLUED TO PANEL AND FASTENED TO 2"X 5-1/2"X.104' VERTICAL STILES WITH GALV.STEEL TOP ROLLER BRACKET Q 3 6 (2)S/16"POP RIVETS (DOUBLE)ON EACH SIDE FASTENED W/(4)014 X 5/8"S.M.S. j a HORIZONTAL REINFORCEMENT FOR LOW HEADROOM DOOR OPTION Z 1/2'X 1-3/4'X .058"FORMED STEEL Q W F GLUED TO PANEL AND FASTENED TO _ O VERTCAL STILES WITH "- (2)3/16'POP RWETS X5/18"MEETING RIB O ,/HARDENED STEEL SALLT 1/4BEARINGS 0, n IN CASE HARDENED INNER&OUTER BRACES i W n O` 7/18'DUX 9-1/4'LONC HARDENED SHAFT e, 2"X 3-1/2"X 12 GA.TRACK BRACKETS CW7 Q _z OPTIONAL INSULATIONS: �7, Z CONNECTED TO TRACK LL BY'DYPLAST PRODUCTS LLC' C WITH TWO 1/4'BOLTS d<NUTS. Q Z EPS-EXPANDED POLYSTYRENEEn C7 _ DENSITY- 1.05 PCF / -� IA W cn NO.ROA p11-09zs.a7 ^^ O x ' ISO-25 POLY-ISOCYANURATE U O .0 �_ DENSITY- 2.0 PCF W —N.OA. 111-0925.06 V) C]vl R - OR'CELLOFOAM NORM AMERICA' Q N Q J DENSITY- 1.03 PCF N.OA 010-1129.04 - ..:........ OR / O .O BY'INSULFOAM LLC' / - _ DENSITY-0.92 PCF g O N.O.A. 114-0311,08 31 W GA.GALV.STEEL ROLLER HINGES FASTENED N/(6) 114 X 5/8"SMS _ o MIN..024"ROLL FORMED STEEL PANEL TRACK CONFIGURATION u jl z MIN.DRAWINGYIE DUALITY 0-40 g € z1 MIN.YIELD RAND M -34 KSI a _ PWtTHOL PRIMER AND BAKED-ON POLYSTER PAINTED TOP COAT APPLIED TO BOM SIDES OF STEEL 000�e VERTICAL LIFE HIGH LIFT STANDARD LIFE LOW HEADROOM = = 0� 11 GA.GALV.STEEL AVAILABLE TRACK OPTIONS `�- -✓� BOTTOM BRACKET FASTENED qT J W/(4)114 X S/8"SMS Engr:JAVAD AHMAO FRODULTY6 MU �nV CML sf�il�wglb FTorlJs I 33 FLA.PE O CAN. BOTTOM SEAL OPTIONS 3538 Asos�r�IKo S SEE SHEET 4 ti SECTION OCA N A-A its" Browing no. 99-24 SEE SHEET 2 FOR LOCATION OF REINFORCING TRUSSES sheet 3 of 5_ IN. 1/2"K 1-3/4'%.058" DGE is X v FORIAEC,STEEL A! i NP _ DIST. SELF DRILLING SCREWS -�— �I a8 X I-, i 1-1/2"MIN. OR SELF DRILLING SCREWS O 3/16"'RIVE%'STEEL RIVETS OR 8� \ E DIST' N I MULTIGRIP W/DOME HEAD 3/16''RIVEX'STEEL RIVETS Z AT 48`O.C. MULTIGRIP W/DOME HEAD Flu i m I AT+48'O.C. \ REINFORCEMENT 1/2'X I-J/{'% .058" 1/4'DU.[AC SCREWS FORMED STEEL � 1/4-DIA. LAG SCREWS O GD) O li Y21O�OD I �� AT 6` FROM ENDS WOOD B AT 6"FROM ENDS y AND 9'O.C. MAX. I I AND 9'O.C. MAX. .$ I I C W STRIP ADAPTER riu ALUMINUM WSTRIP ADAPTERSTEELRUBBER W'STRIPPING .x RUBBER W'STRI'PING050 .040 38 J_{ � 1.790 BOTTOM SEAL OPTIONS •OPTION 'AOPTION 'B' O a0 WOOD BUCK ECTION TO WOOD SUBSTRATE (WOOD SPECIFIC GRAVITY SG-0.55 MIN.) o CONNECI THE INSTALLATION METHODS SHOWN ABOVE SHOWS 2X6 SYP WOOD BUCK ATTACHMENT TO W000 STRUCTURES.IF THESE METHODS ARE FOLLOWED NO ADDITIONAL CALCULATIONS/DESIGN _ a WILL BE REQUIRED FOR DESIGN OF GARAGE DOOR ANCHORAGE. __ -- __ ANCHOR SPACING FOR DOOR REPLACEMENT APPLICATIONS WITH NO ENGINEER OF RECORD.INSTALLATION MAY BE ANCHORS STRUCTURE EMBED SPACING EOCE DIST. Z I=-N VERITED AND APPROVED BY THE BUILDING OFFICIAL UPON INSPECTION. — 00 W 3 8 HLC SLEEVE HL.TI � CONC. 1-1 4 8' -2-1 2 'T CONFLEX BY ELCO FILLED BLGCK 3-3 4" Z N O 1 3/8-OYNABOIT BY ITW' CONC. 1_-1'2 8' 3-3 4 p STEEL STRUCTURE BY OTHERS POWER-BOLT BY POWERS 5/18"X 1-5/8" —MUST SUPPORT THE LOADS IMPOSED 3/8 r ----- Gi LAG SCREWS BY DOOR SYSTEM 3 8 SLEEVE-ALL BY SIMPSONSI CONC._ 1-1 2" 8' 3" _ W Q AT 6'O.C. CONCRETE f e -3000 PSI MIN.. m rn UJ 5/16"OLA. BOLTS C-90 GROUT FILLED BLOCK I'm 2000 PSI MIN. J WITH WASHER& NUT _ ti AT 12'O.C.MAX. EDGE ' WOOD BUCK CONNECTION TO MASONRY Q PRESSURE TREATED 2X8 SYP WOOD JAMBS WHICH SHALL HE ANCHORED TO GROUTED REINFORCED MASONRY BLOCK WALL OR CONC. COLUMN WITH 1 4'ULTRACON BY'ELOW WITH SPACING OF 1-1 4"X L ANLL% 14 CA - p 1-1/2" 1-1/2' `—CONT.STEEL ANGLE 8 O.C.INTO GROUT FILLED BLOCK WALL,WITH 2-1/4'MIN. EMBED � � o 7"O.C.INTO 3000 PSI CONCRETE.WITH 1-3/4"MIN.EMBED 12 GA.GALV.STEEL _. 2-1/2'MIN. EDGE DISTANCE FLAT BRACKETS 33'LONG C 1/16`% 2-1/2 AT 6'0-C. IN DOOR OPNG. 2-1/8"% 1'% i4 G0. 1/4'TAPPER BY'POWERS'WRH SPACING OF FILLET WELDS W. STEEL TRACK d AT 12"O.C. MAX. AT 18"O.C.ABOVE DOOR OPNG. 2 B 4'O.C.INTO GROUT FILLED BLOCK WALL,WITH 1-1/2-MIN. EMBED FASTENED TO TRACK PLATES 5"O.C.INTO 3000 PSI CONCRETE.WITH 1-3/4`MIN.EMBED CONNECTED TO CONT.ANGLE WL/(21 1/{-pK5/8"TRUSS HD. 3'MIN.EDGE DISTANCE W/(3)SPOT WELDS AT EACH SIDE SLOTTED M.S.&LOCK NUT 3/8"CONFLE%BY'ELCO'OR CONTINUOUS ANGLE TRACK ARSE TRACK CONTINUOUS ANGLE TRACK u u 3/8"LOT BY'ITV(WITH SPACING OF TO WOOD BUCK TO STEEL TO CONCRETE AND I D B OCK N p e^g o a 11"O.C.INTO 3000 PSI CONCRETE,WITH 2-1/2"MIN.EMBED - 3`MIN.EDGE DISTANCE o 3/8"HLC SLEEVE BY'HILTI'WITH SPACING OF ALTERNATE TRACK INSTALLATION 7"0-C. INTO 3000 PSI CONCRETE.WITH 1-1/4"MIN.EMBED AND 2-1/2`MIN.EDGE DISTANCE E-g,..JAVAO ANMAD PRODUCT{BVtlm c PREPARATION OF JAMBS BY OTHERS CAVI �IRe�7f1y, wilhorPIs111 M PE/ 0 2 FOR NEW CONSTRUCRON ENGINEER OF RECORD OR ARCHITECT TO VERIFY C.A.N. 8 AaR1J110ee Ne� ADEQUACY OF SUPPORTING STRUCTURE TO SUPPORT LOADS IMPOSED �! BY DOOR SYSTEM. ft S FOR DOOR REPLACEMENT IN RETROFIT BUILDINGS WITH NO ENGINEER OF - RECORD.DOOR INSTALLATION MAY BE REVIEWED AND APPROVED BY yml P,dnt drawing n0. BUILDING OFFICIAL UPON INSPECTION. M MAXIMUM EXTERIOR(+)LOAD PER JAMB=(18.16' X 55 PSF)/2- 499.4 Lbs per Ft. �99-24 MAXIMUM INTERIOR(-) LOAD PER JAMB - (18.16'X 64 PSF)/2 - 581.1 Lbs per Ft. •sh tea tea qof 5 .500 N---F.250 m ,k PLASTIC COMPLIES WITH CHAPTER 26 OF FBC 224R PANEL GA.(.024)STEEL MIN. SEE EVIDENCE PAGE Z 1.765 � 1.725 Q 7/16•DIA.WASHER 1,144 a I8 X 3/4'SMS MAX, /�\ I` ,1 f1 O 3/8'FROM ENDS WOW.WIDTH p �'A i I I AND 8 O.C.MAX. r h- n 1a 1/e' RIGID* EXTERIOR FRAME * INTERIOR FRAME D PVC ONE PIECE INJECTION RIGID PJC ONE PIECE INJECTION Q t5 3 I' 11 (4) /8 X 3/4'SMS = O ul _ O 1-3/8'FROM ENDS \3 N o O.LO. LL Z 1Z�q e AND 6-1/2"O.C.MAX. L( ��7�''_%�__JE.�� -- '- -.- p.ae"•"`b• t-- •--� 'I ' B k: III' .175 X.W2 DEEP GROOVE El 00 - --_ -- — — I(Y co 0 6 1I' t W M I 1 I • • : :; I,I 1/4'POLYCARBONATE LEXAN ' ' ! F �• t,J r7 . .. I I BY SABIC INNOVATIVE PLASTICS - _ I C7 Q J ED NOA/13-0717.01 V ~Z 00 Li o W ' Z a �xc — - --- 03 n W J _. Ld , , Z n I� . I nit 175 X.062 DEEP _ _ - GROOVE - INSIDE ELEVATION c 1 .I X 3SMS 0 f-3-3/B'FROM ENDS RAISED PANEL EMBOSSED DOOR WITH OPTIONAL WINDOWS % li I O FROM - }} AND 6-1/2'D.C.MAX. WINDOW LITES CAN BE IN ANY LOCATION IN DOOR SECTION' I /8 X 3/4•SMS © �J 7_` L, ,"• a l A 1 ,. O 3/8'FROM ENDS 175 X .062 DEEP m r a i AND 4-1/z'O.C. MAX. rao$ /6 x 3/4SMS O 3/e FROM ENOS _ _ J-Y .. ._.,.� w.,.... .,•.,, a. AND 7'O.C.MAX. r Engr.•JAVAD AHMAD rRaDucruvow 9 F 7/16" DIA.WASHER - - - - - - - - - - - - - - - - U PE 70592 .�y,,� �� 'gyp^1 coa S: r DOOR PANEL EXTERIORDOOR PANEL - 24 GA. (.024)STEEL MIN. 15/16•MIN. D.L. OPG. 3 1 B6 neer drawing n0. 24 GA, (.024)STEEL MIN. GLAZING SITE ,9g-24 WINDOW WIDTH Bheet 5 of 5 TRIO DESIGN CONSULTANTS, LLC-C.O.A. # 27578 b4 APPROVED I l NOT APPROVED [ ] APPROVED AS NOTED [ ] REVISE&RESUBMff [ ] REVI ,/ 261 SIGNATUR , TE —" review b to yenerat banana v the and contract docuffw s.ldaAarp,or ccffdrm b m rd conwwa as� tractorm oe( cw"br %ft M Pn�jecf Ptah nd ana depofta thewborn,the t ordraclpr wmc l mspon"for deft cwWaft a!Quonmiss dn�or �� br tectrYqut=of arianby and for perlomi4rp hb In a ate manrwc g�0 Miami Shores Village Building Department 10060 NE 2nd Ave. Miami Shores, FL 33138 306-795-2204/ Fax 306-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. 1(We)have been retained by Guy Rtirlandski to perform special inspector services under the Florida Building Code 5th Edition(2014)and Miami Dade County Administrative Code at the 9301 Bayshore Drive project on the below listed structure as of,January Z,_ 2016 (date).I am a registered architect/professional engineer licensed in the State of Florida. Process Number: _Special Inspector for Reinforced Masonry,Section 2122.4 of the FBC Sib Edition(2014) _Miami Dade County Administrative Code,Article II Section 8.22 Special Inspector for _Trusses>35 ft.long or 6 ft high _Steel Framing and Connections welded or bolted %Soil Compaction Precast Attachments _Roofing Applications,Lt Weight Insul.Cone. g Other Pile Foundation Note: Only the marked boxes apply. The following individual(s)employed by this firm or me is authorized representative to perform inspection* I. Wissam S. Naamani, P.E. 2, 3. 4. "Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b) education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect:graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I(we)will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I(we),understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections,as required by the Florida Building Code,must be performed by the Miami Shores 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 portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans: yNAA Mq ngineerlArchitect ., ll ;N Na isba Naamani, P.E. Lic. 39584 Signed and Sealed / _ ;" 39 'ur, Date: January 7, 2016 - T S1QAddr.pss 7 5 0 We :34 Street Hialeah, FL 33014 3; NAtMIZENGINEERING CORP. FL Miami Shores Village Building Department 10050 NE 2nd Ave. ;n* 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&0J A,0S(,I1 to perform special inspector services and r the Florida Building Code 5t"Edition(2014)and Miami Dade ounty Administrative Code at the"130 1 P.BAY-Q-,:eE b1 project on the below listed structure as of I 115 (date).I am a registered architect/professional engineer licensed in the Stat6 of Florida. Process Number: QC Is - 3 1 Z� O Special Inspector for Reinforced Masonry,Section 2122.4 of the FBC P Edition(2014) _Miami Dade County Administrative Code,Article II Section 8-22 Special Inspector For Trusses>35 ft.long or 6 ft.high _Steel 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 inspection* 1. 2. 3. 4. *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 include licensure as a professional engineer or architect:graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I(we)will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I(we),understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections,as required by the Florida Building Code,must be performed by the Miami Shores 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 portions of the project outlined above meet the intent of the Florida Building Code and are i substantial accordance with the approval plans. Engineer/Architect Name �Ay tD pt.COOp's igned an a / Pryat Date: fo Address 17100 -OWbl 406 ! (vi!M Z� Air System Sizing Summary for ahu-1 I Project Name:KurlaAki Residence 151013 01/14/2016 Prepared by:Delta G 12:46PM Air System Information Air System Name......................... ----------------------ahu-1 Number of zones- -_.........------------------------------------1 Equipment Class------------------------------- SPILT AHU Floor Area-------------------------------------------------------------.------------- 2007.0 ft' Air System Type ------_-..--- SZCAV Location-------------------------.----------------------------Miami IAP,Florida Sizing Calculation Information Calculation Months---.------------------------------------------Jan to Dec Zone CFM Sizing ............Sum of space airflow rates Sizing Data ------------------------------------------------------------Calculated Space CFM Sizing --Individual peak space loads Central Cooling Coil Sizing Data Total coil load-------------------------------------------------------------------------3.5 Tons Load occurs at---------- ----------------------------------------- Aug 1500 Total coil load ---------------------------------------------------------------------41.7 MBH OA DB/WB-----------------------------------------------------------------91.0/77.0 °F Sensible coil load......--------------------------------------------------------39.1 MBH Entering DB/WB--------------------------------------------------------75.0/62.7 °F Coil CFM at Aug 1500-----------------------------------------------------1955 CFM Leaving DB/WB---------------------------------------------------------56.5/55.4 °F Max block CFM---------------------------------------------------------------1955 CFM Coil ADP--------....._------- ---------------------54.5 'F Sumof peak zone CFM------------------------------------------------1955 CFM Bypass Factor----------------------------------------------------------------------.0.100 Sensibleheat ratio------------------------------------------------- ....0.936 Resulting RH-------------------------------------------------------------------------------49 % ft'/Ton..........................................---------------------------------- 576.9 Design supply temp.-------------------------------------------------------------55.0 °F BTU/(hr-ft')....... ---------------------------------------------------20.8 Zone T-stat Check---------------------------...---------....--------------------1 of 1 OK Water flow @ 10.0°F rise------------------------------------------------N/A Max zone temperature deviation------------------------------------------0.0 °F Central Heating Coil Sizing Data Max coil load --------------------------------------------------16.6 MBH Load occurs at----------------------- -............------------------------Des Htg Coil CFM at Des Htg--------------------------------------------------------1955 CFM BTU/(hr-ft) 8.3 Max coil CFM---------------------------------------------------------------------1955 CFM Ent. DB/Lvg DB......................------------- ------------------69.9/77.7 'F Water flow @ 20.0°F drop.........-----------------------------------._N/A Supply Fan Sizing Data Actual max CFM----- ----------------------------------1955 CFM Fan motor BHP ----------------------------------------------------------.......-...0.27 BHP StandardCFM------------------------------------------------------.............1954 CFM Fan motor kW--------......--------.----------------------------------------------------0.21 kW Actual max CFM/ft2 --------------------------------------------------------0.97 CFM/ft2 Fan static----------------------------------- ---0.50 in wg Outdoor Ventilation Air Data Design airflow CFM-----------------------------------------------------------------0 CFM CFM/person------------------------------------------------------------------ ---------0.00 CFM/person CFM/ft2..................................................................................0.00 CFM/ft2 DUAN 0 : a (� — W CO 0 , '40 ESS\ Hourly Analysis Program v4.91 Page 1 of 3 t Air System Design Load Summary for ahu-1 Project Name:Kurlanski Residence 151013 01/14/2016 Prepared by:Delta G 12:46PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1500 HEATING DATA AT DES HTG COOLING OA DB/WB 91.0 OF/77.0 OF HEATING OA DB/WB 46.0 OF/38.6 OF Sensible Latent Sensible Latent ZONE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window&Skylight Solar Loads 477 ft2 9391 477 ft2 - - Wall Transmission 804 ft2 2956 804 ft2 4098 Roof Transmission 1637 ft2 3375 1637 ft2 1219 - Window Transmission 477 ft2 6924 477 ft2 11906 - Skylight Transmission 0 ft2 0 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 2007 ft2 0 - 2007 ft2 0 - Partitions 162 ft2 0 - 162 ft2 0 Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 3011 W 10272 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 0 0 - People 11 2980 2670 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 1200 0 0 0 Safety Factor 0%/0% 0 0 0% 0 0 >>Total Zone Loads 37097 2670 17223 0 Zone Conditioning - 36495 2670 16456 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 0 0 - Plenum Lighting Load 0% 0 - 0 0 Return Fan Load 1955 CFM 0 - 1955 CFM 0 Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 1955 CFM 725 1955 CFM -725 - Space Fan Coil Fans 0 - 0 - Duct Heat Gain/Loss 5% 1855 - 5% 861 - >>Total System Loads 39075 2670 16593 0 Central Cooling Coil 39075 2672 0 0 Central Heating Coil - 0 16593 - >>Total Conditioning - 390751 2672 16593 0 Key: Positive values are clg loads Positive values are htg loads Negative values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 3 of 3 Air System Sizing Summary for ahu-2 Project Name: Kurlanski Residence 151013 01/14/2016 Prepared by:Delta G 12:47PM Air System Information Air System Name ---------------------------ahu-2 Number of zones-------------------------- ------------------------------1 Equipment Class--------------------------------------------------SPILT AHU Floor Area-------------------------------------------------------------------------....1040.0 ft2 Air System Type----------------------------------------------------------SZCAV Location--------------------------------------------------------Miami IAP,Florida Sizing Calculation Information Calculation Months ...................Jan to Dec Zone CFM Sizing------ -------------Sum of space airflow rates Sizing Data ----------------------------------------------Calculated Space CFM Sizing ----------Individual peak space loads Central Cooling Coil Sizing Data Total coil load------------------------------------------------------------------------2.1 Tons Load occurs at-------------------------- -----------------------------------Aug 1500 Total coil load-------------------------------------------------------------------...25.8 MBH OA DB/WB-----------------------------------------------------------------91.0/77.0 OF Sensible coil load ----------------------------------------23.0 MBH Entering DB/WB-------------------------------.........................74.1 /62.1 OF Coil CFM at Aug 1500-----------------------------------------------------1134 CFM Leaving DB/WB --------------------------------------------55.3/54.2 OF Max block CFM -------------------------------------------------1134 CFM Coil ADP------------------------------------------------------------------------------------53.2 OF Sum of peak zone CFM-------------------------------------------------1134 CFM Bypass Factor.... .-----__-----------------------0.100 Sensibleheat ratio----------------------------------------------------- 0.894 Resulting RH...........----------------------------------------------------------------48 % ft2/Ton-------- --------------------------------------------------------484.5 Design supply temp. . ..........._ ..........--------------------------55.0 OF BTU/(hr-ft2).............................. -------------------------------------------24.8 Zone T-stat Check---------------------------............... . -------------1 of1l OK Water flow @ 10.0°F rise------------------------------------------------N/A Max zone temperature deviation------------------------------------------0.0 OF Central Heating Coil Sizing Data Max coil load-------------------------------------------- -----------------------------9.2 MBH Load occurs at-----------------------------------------------------------------Des Htg Coil CFM at Des Htg--------------------------------------------------------1134 CFM BTU/(hr-ft2)--------------------------------- -----------------------------------8.9 Max coil CFM---------------------------------------------------------------------1134 CFM Ent.DB/Lvg DB---------------------------------------------------------70.3/77.9 OF Water flow @ 20.0 OF drop------------------------------------------- N/A Supply Fan Sizing Data Actual max CFM------------------------------------------------------------ 1134 CFM Fan motor BHP----------------------------------------------------...................0.16 BHP StandardCFM-----------------------------------------------------...............1134 CFM Fan motor kW---------------------------------------------------------------------------0.12 kW Actual max CFM/ft2....................... . ........... ...........1.09 CFM/ft' Fan static-------------------------------------------- ---------------0.50 in wg Outdoor Ventilation Air Data Design airflow CFM-------.---------------------------------------------------------0 CFM CFM/person--------- ----------------0.00 CFM/person CFM/ft2 ------------------------------------------------------------0.00 CFM/ft2 ��\\ VAN =' P x .J .4p * QRZ _ ' W� Hourly Analysis Program v4.91 Page 1 of 3 Air System Design Load Summary for ahu-2 Project Name:Kurlanski Residence 151013 01/14/2016 Prepared by:Delta G 12:47PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1500 HEATING DATA AT DES HTG COOLING OA DBI WB 91.0 OF 177.0 OF HEATING OA DBI WB 46.0 OF 138.6 OF Sensible Latent Sensible Latent ZONE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window&Skylight Solar Loads 219 ft2 5462 - 219 ft2 - - Wall Transmission 569 ft2 2595 569 ft2 2900 - Roof Transmission 1040 ft2 2144 - 1040 ft2 774 - Window Transmission 219 ft2 3179 - 219 ft2 5466 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 0 ft2 0 - Floor Transmission 1040 ft2 0 - 1040 ft2 0 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 1752 W 5979 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 People 6 1770 2730 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0%/0% 0 0 0% 0 0 >>Total Zone Loads 21128 2730 9141 0 Zone Conditioning 20492 2730 - 8719 0 Plenum Wall Load 0% 0 - 0 0 Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 1134 CFM 0 - 1134 CFM 0 Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 1134 CFM 420 - 1134 CFM -420 - Space Fan Coil Fans - 0 - 0 Duct Heat Gain/Loss 10% 2113 - 10% 914 - >>Total System Loads 23025 2730 9213 0 Central Cooling Coil 23025 2732 - 0 0 Central Heating Coil - 0 -1 9213 >>Total Conditioning 230251 2732 92131 0 Key: Positive values are cig loads Positive values are htg loads Negative values are htg loads Negative values are cig loads Hourly Analysis Program v4.91 Page 3 of 3 EI Air System Sizing Summary for ahu-3 Project Name:Kuhanski Residence 151013 01/14/2016 Prepared by:Delta G 12:47PM Air System Information Air System Name ---------ahu-3 Number of zones---------------------------------------------------------------------.--..1 Equipment Class ------------------SPILT AHU Floor Area----------------------------------------------------.........................603.0 ft2 Air System Type SZCAV Location -------------------------------------------------Miami IAP,Florida Sizing Calculation Information Calculation Months---------------------------------------------Jan to Dec Zone CFM Sizing---------------------Sum of space airflow,rates Sizing Data.....................................................User-Modified Space CFM Sizing................Individual peak space loads Central Cooling Coil Sizing Data Total coil load -------------------------------------------------1.5 Tons Load occurs at. .................................................... Oct 1600 Total coil load ..........................17.8 MBH OA DB/WB ---------.----------------..........86.7/74.9 OF Sensible coil load ------------------------------------16.8 MBH Entering DB/WB........................................................74.5/68.1 OF Coil CFM at Oct 1600.....................................................1778 CFM Leaving DB/WB...-----------------------------------------------------65.7/65.1 OF Maxblock CFM------------------------------------------------------------------1778 CFM Coil ADP................................ -------------------------------------------------64.8 OF Sum of peak zone CFM.......... --------------------------------------1778 CFM Bypass Factor-----------------------.-..._..------------------------------------0.100 Sensible heat ratio-----------------------------------------------------------0.949 Resulting RH---------------------------------------------- ---------------------------------70 % ft'/Ton----------------------------------------------------------------------------------407.5 Design supply temp.---------------------------------------------------------------55.0 OF BTU/(hr-ft2) ---------------------------29.5 Zone T-stat Check-------------------- _-.-.__-.-.-...1 of 1 OK Water flow @ 10.0°F rise.. -------- N/A Max zone temperature deviation-----------------.-----------------------0.0 OF Central Heating Coil Sizing Data Max coil load -------------------------------------8.4 MBH Load occurs at----------------------------------------------------------------Des Htg Coil CFM at Des Htg 1778 CFM BTU/(hr-ft2)--------------------------------------------- ----------------------------------14.0 Max coil CFM----------------------------------------------------------------------1778 CFM Ent. DB/Lvg DB---------------------------------------------------------70.6/75.0 OF Water flow @ 20.0 OF drop------------------------------------------N/A Supply Fan Sizing Data Actual max CFM---------------------------------------------------------------.1778 CFM Fan motor BHP........................................................................0.24 BHP Standard CFM ----------------------------1777 CFM Fan motor kW--------------------------------------------------------------------------0.19 kW Actual max CFM/ft2 ----- -------------------------------------------2.95 CFM/ft2 Fan static.....----------. . .......---------------------- ----------------------0.50 in wg Outdoor Ventilation Air Data Design airflow CFM.............................------------------ --------------- 0 CFM CFM/person -...........-.__...------------------------..-..-----0.00 CFM/person CFM/ft2 .------------------------------------------------------------0.00 CFM/ft2 \� W II 1////// s� gE AN 0�1-a Z - p; W � 'nF ss`0\\\�� Hourly Analysis Program v4.91 Page 1 of 3 Air System Design Load Summary for ahu-3 Project Nan)e:Kuflar ski Residence 151013 01/14/2016 Prepared by:Delta G 12:47PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Oct 1600 HEATING DATA AT DES HTG COOLING OA DB/WB 86.7°F/74.9°F HEATING OA DB/WB 46.0°F 138.6°F Sensible Latent Sensible Latent ZONE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window&Skylight Solar Loads 165 ft2 5519 165 ft2 - - Wall Transmission 756 ft2 3486 - 756 ft2 3854 - Roof Transmission 388 ft2 480 - 388 ft2 289 - Window Transmission 165 ft2 1692 - 165 ft2 4118 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 145 ft2 0 - 145 ft2 0 Partitions 172 ft2 0 - 172 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 905 W 3086 - 0 0 Task Lighting 0 W 0 0 0 - Electric Equipment 0 W 0 - 0 0 - People 2 590 910 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0%/0% 0 0 0% 0 0 >>Total Zone Loads 14853 910 8261 0 Zone Conditioning - 14702 910 - 8273 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 1778 CFM 0 - 1778 CFM 0 Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 1778 CFM 659 - 1778 CFM -659 - Space Fan Coil Fans - 0 - 0 - Duct Heat Gain/Loss 10% 1485 - 10% 826 - >>Total System Loads 16846 910 8440 0 Central Cooling Coil - 16846 912 - 0 0 Central Heating Coil - 0 - 8440 - »Total Conditioning 16846 912 84401 0 Key: Positive values are clg loads Positive values are htg loads Negative values are htg loads Negative values are cig loads Hourly Analysis Program v4.91 Page 3 of 3 as o TRIO DESIGN CONSULTANTS January 15,2016 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village, FL 33138 RE: Kurlandski Residence 9301 N. Bayshore Drive Miami Shores Village, FL Structural Plan Reviewer: Attached to this cover letter,please find 48 pages of structural engineering calculations and documentation for the referenced project. The calculations are for the proposed renovations and addition to the existing residence at the above referenced site. I hereby certify with this letter, that the calculations on each page were prepared by me. Please contact this office should you have any questions, or require additional information. Sincerely, David B. Rogps,,,.E.Licensed En State of Florida 1 7100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 WWW.TRIO-DESIGN.NET 1 STRUCTURAL CALCULATIONS 9301 N. BAYSHORE DRIVE MIAMI SHORES VILLAGE, FL TABLE OF CONTENTS Sub'ect Pales Wind Loads 1 -4 Concrete Slabs 5- 12 Concrete Beams 13-26 Masonry Walls 27-35 Steel Column 36 Wood Stair 37 Main Wind Force Resisting System 38-45 Truss Straps Approvals 46-48 David B. Roge , P . Licensed En ' er #54981 State of Florida 1 7100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 WWW.TRIO-DESIGN.NET l� Wind Loads— Kudandski Residence, 9301 N. Bayshore Drive ASCE 7-10, Method 2 — Simplified Procedure Main Wind-Force Resisting Systems / 1. The building is a simple diaphragm building V 2. The building is a low-rise building 3. The building is enclosed and conforms to the / wind-borne debris provisions ✓ 4. The building is a regular shape structure 5. The building is not classified as a flexible building V 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter _Z 7. The building has an approximate symmetrical cross-section with a hip roof, 0 < 450 _JZ 8. The building is exempted from torsional load cases _Z Wind Design Parameters • Basic Wind Speed, V = 175 mph • Building Risk Category = II • Exposure Category = D • Mean Building Height, h = 25 ft above grade • Exposure Adjustment Factor = 1.61 • Roof Slope, 8= 140 ps = 1.61 ps30 width of pressure coefficient zone: a = 0.1 (30.0') = 3.0' OR 0.4 (25') = 10.0' whichever is smaller a cannot be less than 0.04 (30.0') = 1.2' OR 3' USE a = 3.0' Zone PS30 @ 175 Ps mph A 48.7 psf 78.4 psf B -25.3 psf -40.7 psf C 32.3 psf 52.0 psf D -15.0 psf -24.2 psf E -58.5 psf -94.2 psf F -33.3 psf -53.6 psf G -40.8 psf -65.7 psf H -25.8 psf -41.5 psf EoH -81.9 psf -131.9 psf GoH -64.2 psf -103.4 psf Components & Cladding — Method 1 1. The mean roof height must be less than 60 ft 2. The building is enclosed and conforms to the wind-borne debris provisions 3. The building is a regular shape structure 4. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter / 5. The building has a hip roof with 0 < 270 s/ pnet = 1.61 pnet30 pa, � 3 Pressures for roof Zone /Area pnet30 @ 175 mph pnet 1 / 10 31.8 /-50.5 psf 51.2 /-81.3 psf 1 /20 29.0 / -49.2 psf 46.7/-79.2 psf 1 / 50 25.3/-47.3 psf 40.7/ -76.1 psf 1 / 100 22.5 / -45.9 psf 36.1 /-73.8 psf 2 / 10 31.8 / -88.0 psf 51.2 /-141.7 psf 2 / 20 29.0 / -80.9 psf 46.7/-130.3 psf 2 / 50 25.3 /-71.6 psf 40.7/ -115.3 psf 2 / 100 22.5 / -64.6 psf 36.1 / -104.0 psf 3 / 10 31.8 /-130.1 psf 51.2 / -209.5 psf 3 / 20 29.0 /-121.7 psf 46.7 / -195.9 psf 3 / 50 25.3 /-110.5 psf 40.7 / -177.9 psf 3 / 100 22.5 /-102.0 psf 36.1 / -164.3 psf Wall Pressures Zone /Area pnet30 @ 175 mph pnet 4 / 10 55.3/ -59.9 psf 89.0 / -96.4 psf 4/ 20 52.8 / -57.4 psf 85.0 / -92.4 psf 4 / 50 49.5 /-54.1 psf 79.7 / -87.1 psf 4 / 100 47.0 / -51.7 psf 75.7 /-83.2 psf 5 / 10 55.3 / -73.9 psf 89.0 / -119.0 psf 5 / 20 52.8 /-69.0 psf 85.0 / -111.0 psf 5 / 50 49.5 / -62.4 psf 79.7/ -100.5 psf 5 / 100 47.0 /-57.4 psf 75.7 /-92.4 psf pale Roof Overhangs Zone /Area pnet30 @ 175 mph pnet 2 / 10 -103.0 psf -165.8 psf 2 / 20 -103.0 psf -165.8 psf 2 / 50 -103.0 psf -165.8 psf 2 / 100 -103.0 psf -165.8 psf 3 / 10 -173.2 psf -278.9 psf 3 / 20 -156.3 psf -251.6 psf 3 / 50 -133.9 psf -215.6 psf 3 / 100 -117.0 psf -188.4 psf Project: Kurlandski Residence Date: 12/5/15 Page 5 CONCRETE SLAB DESIGN Slab Span 4'-0" Stair Landing Slab 4.00 Slab Thickness (t= L/20) 2.4 6.0 Dead Load (psf) 97.50 Live Load (psf) 40 Wind Load (psf) 0 0 Wu1 = 1.2 (DL)+ 1.6 (LL) 181.00 #/ft Wu2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 181.00 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 137.0 #/ft WU4 =0.9 (DL) + 1.0 (WL) 87.75 #/ft Span (ft) 4.00 ft MU =WU L2/8 362.0 ft-# Beam Width 12 in. Effective Depth 2.75 in. Coefficient of Resistance Mu/ 4bd2 0.0532 Reinforcement Ratio p 0.0033 Steel Area pbd 0.11 in.2 #4 Bars @ 12" O.C. Vu =Wu L/2 362.00 # Design Shear @ V from support 320.52083 # 4)V _ (D2(f',1/2)bd 2711.23 # 4)V / 2 1355.61 # 320.52083 < 2711.2 Temperature &Shrinkage Steel 2 As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Kurlandski Residence Date: 12/5/15 Page CONCRETE SLAB DESIGN Slab Span 7'-6" Laundry Room Slab 7.50 Slab Thickness (t= L/20) 4.5 6.0 Dead Load (psf) 97.50 Live Load (psf) 40 Wind Load (psf) 0 0 Wui = 1.2 (DL) + 1.6 (LL) 181.00 #/ft Wu2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 181.00 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 137.0 #/ft Wu4=0.9 (DL) + 1.0 (WL) 87.75 #/ft Span (ft) 7.50 ft MU =WU L2/8 1272.7 ft-# Beam Width 12 in. Effective Depth 4.5 in. Coefficient of Resistance Mu/ 4)bd2 0.0698 Reinforcement Ratio p 0.0033 Steel Area pbd 0.18 in.2 #4 Bars @ 12" O.C. Vu =Wu L/ 2 678.75 # Design Shear @ V from support 610.875 # (DVc= 4)2(f'c1/2)bd 4436.55 # 4)Vc/ 2 2218.28 # 610.875 < 4436.6 Temperature &Shrinkage Steel 2 As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. T Project: Kurlandski Residence Date: 12/5/15 Page 7 CONCRETE SLAB DESIGN Slab Span 10'-6" Garage Slab 10.50 Slab Thickness(t= L/24) 5.3 6.0 Dead Load (psf) 96.90 Live Load (psf) 40 Wind Load (psf) 0 0 Wui = 1.2 (DL) + 1.6 (LL) 180.28 #/ft Wu2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 180.28 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 136.3 #/ft Wu4 =0.9 (DL) + 1.0 (WL) 87.21 #/ft Span (ft) 10.50 ft Mu =Wu L2/8 2484.4 ft-# Beam Width 12 in. Effective Depth 4.5 in. Coefficient of Resistance Mu/ 4)bd2 0.1394 Reinforcement Ratio p 0.0033 Steel Area pbd 0.18 in.2 #4 Bars @ 12" O.C. Vu =Wu L/2 946.44 # Design Shear @ V from support 879.59177 # 4)Vc= 4)2(f'c1/2)bd 4387.26 # 14)Vc/2 2193.63 # 879.59177 < 4387.3 Temperature &Shrinkage Steel As =0.0018 b t 0.129 in. #4 Bars @ 12" O.C. 1 Project: Kurlandski Residence Date: 12/5/15 Page jj CONCRETE SLAB DESIGN Slab Span 12'-0" Garage Slab 12.00 Slab Thickness(t= L/24) 6.0 6.0 Dead Load (psf) 97.50 Live Load (psf) 40 Wind Load (psf) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 181.00 #/ft WU2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 181.00 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 137.0 #/ft Wu4=0.9 (DL) + 1.0 (WL) 87.75 #/ft Span (ft) 12.00 ft Mu =Wu L2/8 3258.0 ft-# Beam Width 12 in. Effective Depth 4.5 in. Coefficient of Resistance MU/ fbd2 0.1788 Reinforcement Ratio p 0.0033 Steel Area pbd 0.18 in.2 #4 Bars @ 12" O.C. Vu = Wu L/2 1086.00 # Design Shear @ V from support 1018.125 # ftc= 4)2(f',1/2)bd 4436.55 # 4Vc/2 2218.28 # 1018.125 < 4436.6 Temperature & Shrinkage Steel 2 As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Kurlandski Residence Date: 12/5/15 Page CONCRETE SLAB DESIGN Slab Span T-6" Guest Bath Slab 7.5 Slab Thickness (t= L/20) 4.5 6.0 Dead Load (psf) 97.50 Live Load (psf) 40 Wind Load (psf) 0 0 Wul = 1.2 (DL) + 1.6 (LL) 181.00 #/ft WU2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 181.00 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 137.0 #/ft Wu4 =0.9 (DL) + 1.0 (WL) 87.75 #/ft Span (ft) 7.50 ft Mu =Wu L2/8 1272.7 ft-# Beam Width 12 in. Effective Depth 4.5 in. Coefficient of Resistance Mu/ 4bd2 0.0698 Reinforcement Ratio p 0.0033 Steel Area pbd 0.18 in.' #4 Bars @ 12" O.C. Vu = Wu L/2 678.75 # Design Shear @ V from support 610.875 # �DVc= (P2(f'C112)bd 4436.55 # 4)Vc/ 2 2218.28 # 610.875 < 4436.6 Temperature &Shrinkage Steel 2 As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Kurlandski Residence Date: 12/5/15 Page 10 CONCRETE SLAB DESIGN Slab Span 7'-2" Balcony Slab 7.17 Slab Thickness (t= L/20) 4.3 6.0 Dead Load (psf) 97.50 Live Load (psf) 60 Wind Load (psf) 0 0 Wui = 1.2 (DL) + 1.6 (LL) 213.00 #/ft Wu2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 213.00 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 147.0 #/ft Wua =0.9 (DL) + 1.0 (WL) 87.75 #/ft Span (ft) 7.17 ft Mu =Wu L2/8 1367.6 ft-# Beam Width 12 in. Effective Depth 4.5 in. Coefficient of Resistance Mu/ 4)bd2 0.0750 Reinforcement Ratio p 0.0033 Steel Area pbd 0.18 in.2 #4 Bars @ 12" O.C. Vu =Wu L/2 763.30 # Design Shear @ 'd' from support 683.41625 # ftc = ,�2(f'c1/2)bd 4436.75 # 4)Vc/2 2218.37 # 683.41625 < 4436.7 Temperature &Shrinkage Steel 2 As =0.0018 b t 0.130 in. #4 Bars @ 12" O.C. Project: Kurlandski Residence Date: 12/5/15 Page 1 i CONCRETE SLAB DESIGN Slab Span 12'-3" Guest Room Slab 12.25 Slab Thickness (t= L/24) 6.1 6.5 Dead Load (psf) 103.84 Live Load (psf) 40 Wind Load (psf) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 188.61 #/ft WU2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 188.61 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 144.6 #/ft WUa =0.9 (DL) + 1.0 (WL) 93.46 #/ft Span (ft) 12.25 ft MU =WU L2/8 3538.0 ft-# Beam Width 12 in. Effective Depth 5.0 in. Coefficient of Resistance MU/ 4bd2 0.1557 Reinforcement Ratio p 0.0033 Steel Area pbd 0.20 in.2 #4 Bars @ 12" O.C. Vu = Wu L/2 1155.25 # Design Shear @ 'd' from support 1076.2701 # 4)Vc= 42(f,,1/2)bd 4954.15 # 4'Vc/2 2477.08 # 1076.2701 < 4954.2 Temperature &Shrinkage Steel As =0.0018 b t 0.141 in. #4 Bars @ 12" O.C. � 5 1l , �>"If ol lO - , ry k e R Project: Kurlandski Residence Date: 12/7/15 Page (?j CONCRETE BEAM DESIGN Beam Designation GB-1 Interior Beam in Garage Beam Size 16" x 24" Dead Load (#/ft) 1550 Live Load (#/ft) 460 Wind Load (#/ft) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 2596 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 2596 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 2090 #/ft Wu4=0.9 (DL) + 1.0 (WL) 1395 #/ft Span (ft) 17.0 ft MU =WU L2/8 93780.5 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1954 Reinforcement Ratio p 0.0034 Steel Area pbd 1.088 in.2 247 Bars Vu =Wu L/2 22066.0 # Design Shear @ V from support 17739.3 # 4Vc= 4)2(f'c1/2)bd 26290.68 # 4)Vc/2 13145.34 # 17739.3 > 13145.3 Stirrups Required VS= (VU - 4Vc)/ 4) N/A # s1 =A„fyd/Vs N/A in. S2= d/2 10.0 in. #3 Stirrups @ 10 in O.C. 1 1 Project: Kurlandski Residence Date: 12/7/15 Page �. CONCRETE BEAM DESIGN Beam Designation GB-2 Exterior Wall at Garage(North) Beam Size 16" x 24" Dead Load (#/ft) 2100 Live Load (#/ft) 250 Wind Load (#/ft) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 2920 #/ft WU2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 2920 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 2645 #/ft WU4=0.9 (DL) + 1.0 (WL) 1890 #/ft Span (ft) 9.0 ft Mu =Wu L2/8 29565.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4bd2 0.0616 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu = Wu L/2 13140.0 # Design Shear @ V from support 8273.3 # ,:DVc = (P2(f1,112)bd 26290.68 # (�Vc/ 2 13145.34 # 8273.3 < 13145.3 Stirrups not Required VS= (VU- 4Vc)/ (D N/A # s1 =A�fyd/VS N/A in. S2 = d/2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Kurlandski Residence Date: 12/7/15 Page (rj CONCRETE BEAM DESIGN Beam Designation GB-2 South Wall at Garage Beam Size 16" x 24" Dead Load (#/ft) 4400 Live Load (#/ft) 950 Wind Load (#/ft) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 6800 #/ft WU2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 6800 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 5755 #/ft Wua= 0.9 (DL) + 1.0 (WL) 3960 #/ft Span (ft) 10.0 ft MU = Wu L2/8 85000.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4)bd2 0.1771 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu =Wu L/2 34000.0 # Design Shear @ 'd' from support 22666.7 # ftc= 4)2(f'c1/2)bd 26290.68 # 4)Vc/2 13145.34 # 22666.7 > 13145.3 Stirrups Required VS = (VU - 4)Vc)/ N/A # s1 =A„fy d/Vs N/A in. s2 = d /2 10.0 in. #3 Stirrups @ 10 in O.C. Project: Kurlandski Residence Date: 12/7/15 Page CONCRETE BEAM DESIGN Beam Designation GB-3 Interior Beam at Stair Landing Beam Size 20" x 24" Dead Load (#/ft) 2000 Live Load (#/ft) 320 Wind Load (#/ft) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 2912 #/ft WU2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 2912 #/ft WU3 = 1.2 (DL) + 1.0 (WL) + 0.5 (LL) 2560 #/ft Wua= 0.9 (DL) + 1.0 (WL) 1800 #/ft Span (ft) 9.0 ft MU =WU L2/8 29484.0 ft-# Beam Width 20 in. Effective Depth 20 in. Coefficient of Resistance MU/ 4)bd2 0.0491 Reinforcement Ratio p 0.0033 Steel Area pbd 1.32 in.2 347 Bars Vu =Wu L/2 13104.0 # Design Shear @ V from support 8250.7 # 4)Vc= 4)2(f',1/2)bd 32863.35 # 4)Vc/2 16431.68 # 8250.7 < 16431.7 Stirrups not Required VS= (VU - 4VC)/ N/A # s1 =A„fy d/VS N/A in. S2= d/2 10.0 in. #3 Stirrups @ 10 in O.C. 1 Project: Kurlandski Residence Date: 12/7/15 Page (7 CONCRETE BEAM DESIGN Beam Designation GB-4 Exterior Grade Beam Beam Size 16" x 24" Dead Load (#/ft) 3300 Live Load, L (#/ft) 350 Live Load, L, (#/ft) 420 Wind Load (#/ft) 400 -1000 Wul = 1.2 (DL) + 1.6 (L) + 0.5 (Lr) 4730 #/ft WU2= 1.2 (DL) + 1.6 (Lr) + L 4982 #/ft WU3 = 1.2 (DL) + 1.0 (WL) + 1.0 (L) +0.5 (L,) 4920 #/ft Wua=0.9 (DL) + 1.0 (WL) 1970 #/ft Span (ft) 10.00 ft Mu =WU L2/8 62275.0 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ 4bd2 0.1297 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu = Wu L/2 24910.0 # Design Shear @ V from support 16606.7 # 4)Vc= 4)2(f'C1/2)bd 26290.68 # 4)Vc/ 2 13145.34 # 16606.7 > 13145.3 Stirrups Required V,= (VU - 4)Vc)/ 4 N/A # s1 =A„fyd/VS N/A in. S2= d/2 10.00 in. #3 Stirrups @ 10 in O.C. Project: Kurlandski Residence Date: 12/7/15 Page (,17 CONCRETE BEAM DESIGN Beam Designation GB-5 Grade Beam at Site Wall Beam Size 16" x 24" Dead Load (#/ft) 900 Live Load (#/ft) 0 Wind Load (#/ft) 535 0 Wu1= 1.2 (DL) + 1.6 (LL) 1080 #/ft WU2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 1347.5 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 1615 #/ft Wu4= 0.9 (DL) + 1.0 (WL) 810 #/ft Span (ft) 11.75 ft Mu =Wu L2/8 27871.4 ft-# Beam Width 16 in. Effective Depth 20 in. Coefficient of Resistance Mu/ (Dbd2 0.0581 Reinforcement Ratio p 0.0033 Steel Area pbd 1.056 in.2 247 Bars Vu =Wu L/2 9488.1 # Design Shear @ V from support 7242.3 # 4)Vc= 4)2(f',1/2)bd 26290.68 # 4Vc/2 13145.34 # 7242.3 < 13145.3 Stirrups not Required VS= (Vu- 4Vc)/ 4) N/A # s1 =A„fyd/VS N/A in. S2 = d /2 10.0 in. #3 Stirrups @ 8 in O.C. Project: Kurlandski Residence Date: 12/5/15 Page CONCRETE BEAM DESIGN Beam Designation 2CB-1 Interior Beam Beam Size 8" x 18" Dead Load (#/ft) 1400 Live Load (#/ft) 500 Wind Load (#/ft) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 2480 #/ft WU2= 1.2 (DL) + 1.6 (LL) + 0.5 (WL) 2480 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 1930 #/ft Wu4=0.9 (DL) + 1.0 (WL) 1260 #/ft Span (ft) 13.0 ft Mu = WU L2/8 52390.0 ft-# Beam Width 8 in. Effective Depth 15.5 in. Coefficient of Resistance Mu/ 4)bd2 0.3634 Reinforcement Ratio p 0.0064 Steel Area pbd 0.7936 in.2 246 Bars Vu =Wu L/2 16120.0 # Design Shear @ 'd' from support 12916.7 # 4)Vc= 4)2(f',1/2)bd 10187.64 # f Vc/2 5093.82 # 12916.7 > 5093.8 Stirrups Required VS= (VU- 4)Vc)/ 4) 3638.7 # s1=A„fy d /VS 56.2 in. S2 = d/2 7.8 in. #3 Stirrups @ 7 in O.C. I �I ' I �-- " --I- --�- -�-Pie-----�; -�'---�---+-- I I ' Z-- l a , I , I ; Z'y r ilii l i '6t 4 s-CS)C¢) - 71Z 695Y I + P At -_ � I � X52 lot ---;--- ---�- fi---�- --�--- 47 09,24 Project: Kurlandski Residence Date: 12/5/15 Page Z CONCRETE BEAM DESIGN Beam Designation 2CB-3 Interior Beam Beam Size 8" x 24" Dead Load (#/ft) 700 Live Load (#/ft) 250 Wind Load (#/ft) 0 0 WU1 = 1.2 (DL) + 1.6 (LL) 1240 #/ft WU2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 1240 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 965 #/ft Wu4= 0.9 (DL) + 1.0 (WL) 630 #/ft Span (ft) 6.0 ft M U =W U L2/8 5580.0 ft-# Beam Width 8 in. Effective Depth 21.5 in. Coefficient of Resistance Mu/ 4)bd2 0.0201 Reinforcement Ratio p 0.0033 Steel Area pbd 0.5676 in.2 245 Bars Vu = Wu L/2 3720.0 # Design Shear @ V from support 1498.3 # 4Vc_ 4)2(f,cl/2)bd 14131.24 # 4)V /2 7065.62 # 1498.3 < 7065.6 Stirrups not Required VS= (VU - 4)Vc)/ 4) N/A # s1 =A„fyd/VS N/A in. S2 = d/2 10.8 in. #3 Stirrups @ 10 in O.C. I I _ I 4 I ' I i I k I I I S_ II I C12�s - -- . _ t3 2 3 - 2- Z8C2 `1l 2-160 --- - ----- V - - - - --r - Ve Jo e I I 1 I y I cgs ,� I 20 iL ice), -+ - --- - --- �' 1- --} r- I I ; : ._T 26' ZS X353 Q�� 3��_ C2A _ : I Kk -46 I i 44-L- - I J I i i ___.'_..-�....__.,_._.._..l_._._L._.�_w.___�-•�--_._I�.-a---___.i_.__-_..-.-.__.._.-..�__I_.�.___J-._�.�-1- � r _._' _.T._.__-r i.__-,1_�'.'�S-I I , t _ I I I � I _ I i F7 ' 77 --- I I I I -_. > 17 s - I r. - I I 1 I II I I �- -__._ I i � I I ; I f I Project: Kurlandski Residence Date: 12/5/15 Page 25 CONCRETE BEAM DESIGN Beam Designation 2CB-6 Beam above Garage Opening Beam Size 8" x 26" Dead Load (#/ft) 500 Live Load (#/ft) 200 Wind Load (#/ft) 0 0 Wu1= 1.2 (DL) + 1.6 (LL) 920 #/ft Wu2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 920 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) + 0.5 (LL) 700 #/ft Wua= 0.9 (DL) + 1.0 (WL) 450 #/ft Span (ft) 19.0 ft Mu =WuL 2/8 4151.5.0ft-# Beam Width 8 in. Effective Depth 23.5 in. Coefficient of Resistance Mu/ 4)bd2 0.1253 Reinforcement Ratio p 0.0033 Steel Area pbd 0.6204 in.2 246 Bars Vu =Wu L/ 2 8740.0 # Design Shear @ V from support 6938.3 # 4)Vc = 4)2(f'c1/2)bd 15445.78 # 4)Vc/2 7722.89 # 6938.3 < 7722.9 Stirrups not Required VS = (Vu - 4)Vc)/ N/A # s1 =A„fy d/VS N/A in. S2 = d/2 11.8 in. #3 Stirrups @ 10 in O.C. Project: Kurlandski Residence Date: 12/5/15 Page �p CONCRETE BEAM DESIGN Beam Designation RCB-1 Beam above Terrace Opening Beam Size 8" x 15" Dead Load (#/ft) 400 Live Load (#/ft) 250 Wind Load (#/ft) 320 -800 Wui = 1.2 (DL) + 1.6 (LL) 880 #/ft Wu2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 1040 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 925 #/ft Wua= 0.9 (DL) + 1.0 (WL) -440 #/ft Span (ft) 6.0 ft MU =W u L2/8 4680.0 ft-# Beam Width 8 in. Effective Depth 12.5 in. Coefficient of Resistance Mu/ 4)bd2 0.0499 Reinforcement Ratio p 0.0033 Steel Area pbd 0.33 in.2 245 Bars Vu =Wu L/2 3120.0 # Design Shear @ V from support 2036.7 # 4Vc= 4)2(f'c1/2)bd 8215.84 # ,T)Vc/2 4107.92 # 2036.7 < 4107.9 Stirrups not Required VS= (Vu - 4)Vc)/ N/A # s1 =A„fyd/VS N/A in. S2 = d/ 2 6.3 in. #3 Stirrups @ 6 in O.C. Project: Kurlandski Residence Date: 1/13/16 Page Z� Masonry Wall Design Wall Location: Typical Masonry Wall, 1st Level ft 1500 psi Span 11.0 ft Tributary Area 40 ft' Wind Pressure -66.6 psf Load -66.6 #/ft M =W L2/8 -1007.33 ft-# Wall Reinforcing #6 @ 48" bars AS 0.11 in.2/ft n = Es/ Em 20 p =AS/ bd 0.00241 n p 0.0481 k = [(n P)2+ 2n P]1/2- np 0.2658 j = 1 - k/3 0.9114 2/ k j 8.2556 fm = M /bd2 (2/kj) 572.88 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 572.88 OK f5 = M /A,jd 31646.5 psi FS = 1.33 (0.4)fy 31920 psi 31920 > 31646.5 OK Project: Kurlandski Residence Date: 1/13/16 Page Masonry Wall Design Wall Location: Typical Masonry Wall, 2nd Level fl 1500 psi Span 9.25 ft Tributary Area 30 ft2 Wind Pressure -66.6 psf Load -66.6 #/ft M =W L2/8 -712.308 ft-# Wall Reinforcing #6 @ 48" bars As 0.11 in.2/ft n = Es/ Em 20 p =As/bd 0.00241 n p 0.0481 k= [(n P)2+ 2np]1/2- np 0.2658 j = 1- k/3 0.9114 2/k j 8.2556 fm = M/bd2 (2/kj) 405.10 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 405.10 OK fs= M /As j d 22378.2 psi Fs= 1.33 (0.4) fy 31920 psi 31920 > 22378.2 OK Project: Kurlandski Residence Date: 1/13/16 Page Z� Masonry Pier Design Pier Location: 1st Level Jamb for T-0" Door Pier Width 16" 16 in. Effective Depth 3.81" 3.81 in. ft 1500 psi Tributary Width 3.0 ft Span 10.33 ft Tributary Area 30.99 ft' Wind Pressure -55.5 psf Load -166.5 #/ft M =W L2/8 -2220.88 ft-# Pier Reinforcing 146 bars As 0.44 in.2 n = Es/ Em 20 p =As/bd 0.00722 np 0.1444 k = [(n P)2+ 2n P]1/2- np 0.4120 j = 1 - k/3 0.8627 2/k j 5.6270 fm = M/bd2(2/kj) 645.67 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 645.67 OK f,= M /As j d 18428.4 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 18428.4 OK Project: Kurlandski Residence Date: 1/13/16 Page Masonry Pier Design Pier Location: 1st Level Jamb for 6'-0" Window Pier Width 24" 24 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 5.0 ft Span 9.50 ft Tributary Area 47.5 ft2 Wind Pressure -60.2 psf Load -301 #/ft M = W L2/8 -3395.66 ft-# Pier Reinforcing 246 bars AS 0.88 in.2 n = Es/ Em 20 p =As/bd 0.00962 np 0.1925 k = [(np)2+ 2np]1/2- np 0.4571 j = 1 - k/3 0.8476 2/k j 5.1616 fm = M/bd2 (2/kj) 603.70 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 603.70 OK fs= M /-As j d 14338.2 psi FS = 1.33 (0.4)fy 31920 psi 31920 > 14338.2 OK Project: Kurlandski Residence Date: 1/13/16 Page 7j Masonry Pier Design Pier Location: 2nd Level Jamb for 3'-0" Window Pier Width 16" 16 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 3.0 ft Span 9.25 ft Tributary Area 27.75 ft2 Wind Pressure -66.6 psf Load -199.8 #/ft M = W L2/8 -2136.92 ft-# Pier Reinforcing 146 bars AS 0.44 in.2 n = Es/ Em 20 p =AS/bd 0.00722 np 0.1444 k = [(n P)2+ 2np]1/2- np 0.4120 j = 1 - k/3 0.8627 2/ k j 5.6270 fm = M/ bd2 (2/ kj) 621.26 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 621.26 OK fS= M /As j d 17731.8 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 17731.8 OK Project: Kurlandski Residence Date: 1/13/16 Page 3 2�, Masonry Pier Design Pier Location: 2nd Level Jamb for 6'-0" Window Pier Width 24" 24 in. Effective Depth 3.81" 3.81 in. f',„ 1500 psi Tributary Width 5.0 ft Span 9.25 ft Tributary Area 46.25 ft2 Wind Pressure -60.2 psf Load -301 #/ft M =W L2/8 -3219.29 ft-# Pier Reinforcing 246 bars AS 0.88 in.2 n = Es/ Em 20 p =AS/ bd 0.00962 n p 0.1925 k = [(n P)2+ 2n P]112- np 0.4571 j = 1 - k/3 0.8476 2/k j 5.1616 fm = M/bd2 (2/kj) 572.35 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 572.35 OK fs = M /AS j d 13593.5 psi FS = 1.33 (0.4) fy 31920 psi 31920 > 13593.5 OK ■■N■E■r� ,� ■E■■■■■■■MOMENS NN ■■■■■■` � tfri�ui�l■ ■Orr NmME 0 WE MEEMEMEMEMEMEM ME O�S,. ! 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Pal e,. �lo SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 Em 1 � ' SIMPSON STRONG-TIE COMPANY, INC TABLE 2 ALLOWABLE LOADS AND FASTENERS uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F, F2 So.Pine Truss (peraw to (WM b Fasteners Load Fasteners Load w* W614 META12 8 7-10dx1'/ 1450 6-16d 1450 340 725 META14 10 7-10dx1'/z 1450 6-16d 1450 340 725 META16 12 7-10dx1Y2 1450 6-16d 1450 340 725 META18 14 7-10dx1'/ 1450 6-16d 1450 340 725 META20 18 16 6-10dx1'Y: 1270 5-16d 1245 340 725 7-10dx1Y. 1450 6-16d 1450 340 725 META22 18 7-10dx1Y: 1450 6-16d 1450 340 725 META24 20 7-10dx1'/ 1450 6-16d 1450 340 725 META40 r 36 1 7-10dx1Ya 1450 6-16d 1450 340 725 HETA12 8 7-10dx1Y2 1520 7-16d 1780 340 1 725 HETA16 12 9-10dx1'Y. 1810 8-16d 1810 340 725 HETA20 16 16 8-10dx1Yz 1735 7-16d 1780 340 725 9-10dx1Y2 1810 8-16d 1810 340 725 HETA24 20 9-10dx1Y. 1810 8-16d 1810 340 725 HETA40 36 9-10dx1Y. 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1Y: 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1% 2235 9-16d 2235 3406 815 HHETA20 14 16 9-10dx1'Yz 2010 8-16d 2080 3406 815 10-10dxl% 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'Y2 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1'Y2 2235 9-16d 2235 3406 815 HETAL12 7 10-10dx1Y2 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1Y2 1810 13-16d 1810 415 1 1100 HETAL20 15 14-10dx1'/ 1810 13-16d 1810 415 1100 LTA1 18 3'/a 12-10dx1'Ys 1420 12-10dx1Y2 1420 485 1 1425 Notes: 1. Loads include a 60%6 load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1 Y."fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Molsture buftr nM Morn F. t Typical META ,., Installed with TSS Figure 4 Figure 5 Pas META/HETA/HHETA Tvpical Installation LTA1 Typical Installation Simpson Strong-Tie v * A TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loadss Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F, F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1'/ 2480 - - 20006 1370 Concrete 18-10dx 1%2 2480 - - 2000 1505 META 2 CMU 10-10dx1'/z 1985 14-16d 1900 1210 1160 Concrete 10-10dx 1% 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dx1'/z 2035 12-16d 2500 . 1225 1520 Concrete 10-10dx 1% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dx1% 2035 12-16d 2500 1225 1520 Concrete I 10-10dx 1% 2035 14-16d 1 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum Pc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32"in the F,direction. Typical Installation with two METAs ee. 05 Reba �• ,d'' ' .n;4 .�,fi Figure 6 DETAL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong-Tie