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RC-14-1091Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-235189 Scheduled Inspection Date: May 22, 2015 Inspector: Rodriguez, Jorge Owner: MAINADE, FRANK & KELARA Job Address: 925 NE 92 Street Miami Shores. FL 33138 - Project: <NONE> Permit Number: RC -5-14-1091 Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Addition/Alteration Phone Number Parcel Number 1132060060070 Contractor: SEACOAST RENOVATIONS INC Phone: (786)226-5002 Building Department Comments GARAGE CONVERSION AND ADDITION OF MASTER BED ROOM AND FLAT ROOF COVERED 7 WINDOWS AND 9 DOORS Infractio Passed Comments INSPECTOR COMMENTS False May 21, 2015 For Inspections please call: (305)762-4949 Page 30 of 36 Inspector Comments Passed dM Failed Correction Needed ❑ Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. May 21, 2015 For Inspections please call: (305)762-4949 Page 30 of 36 w STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Frank Mainade PROPERTY ADDRESS: 925 NE 92 St Miami, FL 33138 LOT: 8 9 BLOCK: na SUBDIVISION: 4 PROPERTY ID #: 11-3206-006-0070 PERMIT #:13 -SC -1548717 APPLICATION #:AP1153114 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR948034 [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 [ 1,050 1 GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 667 1 SQUARE FEET Bed configuration drainfiel SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [x] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [ ] TRENCH [xl BED [ ] J N F LOCATION OF BENCHMARK: CL NE 92 ST: 13.59' NGVD I ELEVATION OF PROPOSED SYSTEM SITE [ 10.001[ INCHES FT ][ ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 40.08][ INCHES FT ](ABOVE BELOW BENCHMARK/REFERENCE POINT L D F O T H E R ..L" 1<.ZWU11'tZL): L U.UU J 1NUHN5 EXUAVA•1'1UN AZQUllii':1J: L /L.UU 1 1NUMEb This permit (site pian) was amended on 9/25/2014 by B.Olmino to change the size of the drainfield from 800SQ Ft to the required 667 Sq Ft. 1. -Install a 1050 gal min. septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E -6.013(3)(f), FAC. 3. -Install 667 sf of drainfield in bed configuration. 4. -Install 42" of slightly limited soil at the bottom of the drainfield. SPECIFICATIONS B}:: Teresa J Solomon TITLE: Master Septic Tank Contractor APPROVED BY: TITLE: Engineering Specialist II Betsy Lange-Olmino DATE ISSUED: 08/15/2014 EXPIRATION DATE ^ DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC v 1.1.4 AP11531.14 SE936206 Dade CHD 02/15/2016 Page 1 of 3 DOCUMENT #: PR948034 6. -Invert elevation of drainfield to be no less than 10.75' NGVD. 7. -Bottom of drainfield elevation to be no less than 10.25' NGVD. 8. -This permit includes the abandonment of the existing septic tank. The system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for a total estimated flow of 400 gpd. 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. r Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue 'Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-227573 Scheduled Inspection Date: February 11, 2015 Inspector: Rodriguez, Jorge Owner: MAINADE, FRANK & KELARA Job Address: 925 NE 92 Street Miami Shores, FL 33138 - Project: <NONE> Permit Number: RC -5-14-1091 Permit Type: Residential Construction Inspection Type: Window Door Attachment Work Classification: Addition/Alteration Phone Number Parcel Number 1132060060070 Contractor: SEACOAST RENOVATIONS INC Phone: (786)226-5002 tsunaing uepartment comments GARAGE CONVERSION AND ADDITION OF MASTER Infractio Passed Comments BED ROOM AND FLAT ROOF COVERED 7 WINDOWS INSPECTOR COMMENTS False AND 9 DOORS Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-227381. CREATED AS REINSPECTION FOR INSP-227307. CREATED AS REINSPECTION FOR INSP-213156. Missing NOA for windows and doors Missing NOA of mullion used at front door Failed ❑ Need letter from Arch/ Eng for structural attachment with 2 X Front door mullions do not have brackets, Also gap > 1/4 Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. February 10, 2015 For Inspections please call: (305)762-4949 Page 10 of 29 Emiliano Orozco, P.E. Fl. P.E. No. 66341 961 S.W. 122 Ave. Miami, Fl. 33175 Tel. (786)-355-2788 AS BUILT CERTIFICATE January 29, 2015 Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, Fl. 33138 Re: Wood buck for front door & rear sliding door opening. Frank Mainade 925 NE 92nd St. Miami Shores, Fl. 33138 Dear Sirs: I hereby attest that, the structure is structurally sound and the wood buck installation satisfies the requirements of the Code in effect on this date, January 2015. My statement is based on the following detailed, methodology procedure: DOOR WOOD BUCK: By visual inspection during installation and verify a 2"x4" P.T. wood buck at top of both openings and at one side of front opening, attached with 1/4" tapcons @ 6" maximum from corners and 10" o.c. maximum balance. The tapcons had a minimum embedment of 1-1/4" in to concrete lintels and concrete column, complying with the FBC chapter 17 art. 1715.5.4.2. The structure also complies with all requirements of Florida Building Code, with the permit application and any approved by the Building Official, if applicable. Emiliano Orozco, P.E. # 66341 (Name) 961 SW 122 Avenue, Miami, Fl. 33175 (Address) 78.6-355-2788 (Telephone) 4na tKiv�SE im sed K Seal 0gnature � 4( W W * 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-225665 Scheduled Inspection Date: December 23, 2014 Inspector: Rodriguez, Jorge Owner: MAINADE, FRANK & KELARA Job Address: 925 NE 92 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: SEACOAST RENOVATIONS INC tsuuaing uepartment comments Permit Number: RC -5-14-1091 Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition/Alteration Phone Number Parcel Number 1132060060070 Phone: (786)226-5002 GARAGE CONVERSION AND ADDITION OF MASTER Infractio Passed Comments BED ROOM AND FLAT ROOF COVERED 7 WINDOWS INSPECTOR COMMENTS False AND 9 DOORS Inspector Comments Passed SLAB INSPECTION FOR THE PATIO SECTION Failed Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. December 22, 2014 For Inspections please call: (305)762-4949 Page 22 of 30 GEOT CHNICAL TESTING LABORATORIES ENVIRONMENTAL + DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS ROOFING DYNATECH ENGINEERING CGr. . Miami, November 12, 2014 Mr. Nelson Ovado DISTINCTIVE HOME 5335 Southwest 112th Court Miami, FL 33165 Re: Addition / Garage 925 North East 92" Street Miami Shores, FL Dear Mr. Ovado: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on November 12, 2014 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results look forward to do so in the near future. Sincerely yours, �issam Naama ', DYNATECW NGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 It has been a pleasure working with you and SPAD A, .Y r N0.39584 o � '0% STATE OF a 4c. SS/O N kL . 750 West 84`" Street, Hialeah, FL 33014-3618•Phone: (305) 828-7499•Fax: (305) 828-9598 E-mail: Dynatech@bellsouth.net•www.DynatechEngineering.com -D'*YNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305)828-7499 MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garage A ADDRESS: 925 N. E. 92nd Street, Miami Shores, FL CONTRACTOR: Distinctive Home MATERIAL DESCRIPTION: Gray sand w/rock fragments SAMPLED BY: RN TESTED BY: RN TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 6.4 7.1 8.0 12.0 113 Ala 11SM" 61 108.0 109.2 110.8 106.4 Optimum Moisture 8.8 Percent 100% Maximum Dry Density 110.2 lbs./cu.ft. % Passing 1/4" Sieve 86 Percent Sampled By: RN Tested By: Rely Checked By: WN �� •� C I �•.;� d ` �•��,' ••` 4 6 8 10 12 14 S, No. 39584 M R ectiyxly submitted, As a mutual protection to clients, the public and ourselves, all reports-, are submitted as the confidential property of clients, and authorization„ °, STA I F OF o � for use, publication of statements, conclusions or extracts from or regarc i °°, lssam aam 1, P.E. our reports is reserved pending our written approval. ` .W%� ••-Z OW01. �� ®�® DYNATPeR ENGINEERING CORP. SS'/®�� S. �Florida Reg. No. 39584 ° Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garage g ADDRESS: 925 N. E. 92nd_ Street, Miami Shores, FL CONTRACTOR: Distinctive Home Test No. 1 Location: Center of west footer Test No. 2 Location: Center of north footer Test No. 3 Location: Center of east footer Test No. 4 Location: Center of column footer Test No. 5 Location: Center of garage pad underslab Description of Material: Gray sand w/rock fragments / white sand 7.4 TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 108.8 108.4 109.1 108.3 106.7 MOISTURE CONTENT % 7.8 8,1 7.6 7.4 7.9 MAX. DENSITY IN THE FIELD % 98,7 98,3 99.0 98.2 99.9 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 110.2 1 110.2 1 110.2 1 110.2 1 106.8 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REOUIREMENTS *Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. a' Respectfully submitted, Sampled By: RN Alk Tested By: RN Checked By: WN iss-jimani, P.E. DYN41EGR ENGINEERING CORP. " 31"ATE 0i Florid eg:No.39584 r Cerl:Ai ate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the tested layer of material only' &Y shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client, prior to construction to verify` suis il..c it' 's. 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. F RNIIfiE SERVICES NOV 884'7 3810 NW 5th Court_• Ft Lauderdale, FL 33311 • Phone (754) 235-7126 • Fax (954) 306-3710 NOTICE OF TERMITE PROTECTION TREATMENT As Required By Florida Building Code (FBC) 104.2.6 Property Information Builder/Contractor Treatment Date /2y�� Name of Builder Treatment Time Lot Shell Contractor Block Subdivision Name CONSTRUCTION TYPE: (000 S/F OF Street Address Monolithic Stemwall S/F OF Patio S/F OF City /State /Zip Additions S/F L/F CHEMICALTYPE: ❑<yper To Cypermethrin ❑ Termidor Fipronil ❑ Dragnet Permethrin a Spray Only ❑ Pro Build TC Cypermethrin ❑ Permise Pre -Construction ❑ Spray and Tamp ❑ Other Imidacloprid residential ❑ Commercial TREATMENTTYPE: A"Underslab Date of Completion Chemical_✓ % LI Footers Gallons ❑ Wood Treatment Applicator GUARANTEE RENEWAL ❑ None ❑ Yes ❑ 1 Year ❑ No ❑ 5 Years NO LIMIT TERMITE & PEST SERVICES, LLC. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Depart- ment of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. N0* 8743 3810 NW 5th Court • Ft Lauderdale, FL 33311 • Phone (754) 235-7126 • Fax (954) 306-3710 NOTICE OF TERMITE PROTECTION TREATMENT As Required By Florida Building Code (FBC) 104.2.6 Property Information Builder/Contractor �� / �� >7i Treatment Date Name of Builder TreatmentTime Lot Shell Contractor 1 �`l, V ✓ wel V f Block Subdivision Name CONSTRUCTION TYPE: � �V Street Address �� 1Z Monolithic � S/F OF Stemwall S/F OF City / State / Zip`>S Patio S/F OF Additions F OF CHEMICALTYPE: N�Cyper To Cypermethrin /a ❑ Termidor Fipronil ❑ Dragnet Permethrin Spray Only ❑ Pro Build TC Cypermethrin ❑ Permise Pre -Construction ❑ Spray and Tamp ❑ Other Imidacloprid ❑ Residential ❑ Commercial TREATMENTTYPE: Chemical ► Z % �41nderslab Date f Co pletion Gallons 3 LJ Footers l ,D LI Wood Treatment Applicator GUARANTEE RENEWAL ❑ None ❑ Yes ❑ 1 Year ❑ No ❑ 5 Years NO LIMIT TERMITE & PEST SERVICES, LLC. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Depart- ment of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. GEOTECHNICAL , TESTING LABORATORIES ENVIRONMENTAL= , = DRILLING SERVICES HYDROGEOLOGY R INSPECTION SERVICES ASBESTOS DYNATECH ENGINEERING Cc X%°ff . G Miami, November 12, 2014 Mr. Nelson Ovado DISTINCTIVE HOME 5335 Southwest 112th Court Miami, FL 33165 Re: Addition 1 Garage 0 925 North East 92°Street Miami Shores, FL Dear Mr. Ovado: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on November 12, 2014 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, .SAA® n �(� a issam Naa , r'11p. 39584 e DYNAT_ECII' NGINEERING CORP. f qy _= 4 ATE Florida Reg. No. 39584 0k71(�' 3r ol* � Special Inspector No. 757 c<` IA,0 + RID.- Certificate of Authorization No.: CA 5491 ` 10 � l.'.S.. 750 West 841" Street, Hialeah, FL 33014 -3618 -Phone: (305) 828-7499•Fax: (305) 828 -9598- E -mail: Dynatech@bellsouth.net•www.DynatechEngineering.com • DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garage 2 ADDRESS: 925 N E. 92nd Street Miami Shores FL CONTRACTOR: Distinctive Home MATERIAL DESCRIPTION: Gray sand w/rock fragments SAMPLED BY: RN TEST RESULTS Sample Number 1 TESTED BY 17a The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 6.4 7.1 8.0 12.0 DRY DENSITY 108.0 109.2 110.8 106.4 Optimum Moisture 8.8 Percent 100% Maximum Dry Density 110.2 lbs./cu.ft. % Passing 3/ Sieve 86 Percent 112 110 108 106 104 Sampled By: RN �`0\\\ I I I I I WO ,� Tested By: RN ®�� i m,) 'VV; Checked By: WN ti� �jGjQ�\G N S4 `•T'�,b, 4 6 8 10 12 14 ��"" No. 39584 _eeti�ly submitted, As a mutual protection to clients, the public and ourselves, all reports, are submitted as the confidential property of clients, and authorization', STATE Oi= for use, publication of statements, conclusions or extracts from or reg4'nlp I Sam aam i, P.E. our reports is reserved pending our written approval. 'o®� �•,�(pR�OP'",t�. +a, DYNAIDE i ENGINEERING CORP. ,SS�OtelAt- �C�4�' ` Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305)828-7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: _ Addition / Garage ADDRESS: 925 N. E. 92nd Street Miami Shores FL CONTRACTOR: Distinctive Home Test No. 1 Location: Center of west footer Test No. 2 Location: Center of north footer Test No. 3 Location: Center of east footer Test No. 4 Location: Center of column footer Test No. 5 Location: Center of garage pad underslab Description of Material: Gray sand w/rock fragments / white sand TEST NO. 1 2 3 4 5 DEPTH 1277 1277 12'7 1297 12" FIELD DENSITY 108.8 108.4 109.1 108.3 106.7 MOISTURE CONTENT % 7.8 8.1 7.6 7.4 7.9 MAX. DENSITY IN THE FIELD % 98.7 98.3 99.0 98.2 99.9 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 110.2 1 110.2 1 110.2 1 110.2 1 106.8 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REOUIREMENTS *Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. IitsiP!/,� Respectfully submitted, ,.a'SP�1 S.'"'o 1/" Sampled By: RNi.iC;R;s•ti„�° Tested By: RN '$. Checked By: WN'o.9S84 �,- Wissa aamani, P.E. " DYNATECH ENGINEERINgPRPST * ' Florida Reg. No. 39584 ATE OF ' K' Certificate of Authorization i 3e �, 9,'j,- . - 44Q �CIDA- - !� " X *A density test determines the degree of compaction of the tested layer of material only. In no way shall a density test replace a soil bearipApa ation. A soil boring test must be provided by client, prior to construction to verify subsoil conditions. As a mutual protection to the clients, the POW d 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. i Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-224213 Permit Number: RC -5-14-1091 Scheduled Inspection Date: December 02, 2014 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Slab Owner: MAINADE, FRANK & KELARA Work Classification: Addition/Alteration Job Address: 925 NE 92 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060060070 Project: <NONE> Contractor: SEACOAST RENOVATIONS INC Phone: (786)226-5002 Building Department Comments GARAGE CONVERSION AND ADDITION OF MASTER Infractio Passed Comments BED ROOM AND FLAT ROOF COVERED 7 WINDOWS INSPECTOR COMMENTS False AND 9 DOORS Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-223203.1. Need to revise plans to reflect the full extend of the work on the garage. 2. Provide original compaction test and termite. Failed Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. December 01, 2014 For Inspections please call: (305)762-4949 Page 36 of 36 �� 8'744 3810 NW 5th Court_? Ft Lauderdale, FL 33311 • Phone (754) 235-7126 - Fax (954) 306-3710 NOTICE OF TERMITE PROTECTION TREATMENT As Required By Florida Building Code (FBC) 104.2.6 Property Information Builder/Contractor Treatment Date t Name of Builder Treatment Time Lot Shell Contractor 9 A(jKM9&7b tJ Block c� Subdivision Name Street Address 6� L CONSTRUCTION TYPE: Monolithic l� S/F OF S/F S/F OF OF �/A� AAStemwall City/State/Zip M(A (gqtgk_� V� Patio Add' Kin's % S/ OF CHEMICALTYPE: Wyper To Cypermethrin � 0. Only ❑ Termidor Fipronil ❑ Dragnet Permethrin pray ❑ Pro Build TC Cypermethrin ❑ Permise Pre -Construction ❑ Spray and Tamp ❑ Other Imidacloprid ❑ Residential ❑ Commercial TR TMENTTYPE: 1 Chemical �— �'Underslab Date of Compl tion l LJ Footers / Gallons ❑ Wood Treatment Applicator GUARANTEE RENEWAL ❑ None ❑ Yes ❑ 1 Year ❑ No ❑ 5 Years NO LIMIT TERMITE & PEST SERVICES, LLC. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Depart- ment of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. Notice of Inspection and/or Treatment Date of Inspecdon //- 7 l J lt� Pursuant to Chapter 462; Florida Statutes, 482.226 (6), this notice Is required to be posted. Arty licensee who performs control of any wood - destroying organism shall post notice of said Ovatment Immediately adjacent to the access to the attic or crawl area of other readily accessible area of the property treated. 3810 N.W. 5th Court • FT Lauderdale, FL 33311 Ph: 754-235-7126 Fax: 954-306-3710 GEOTEC TNICAL TESTING LABORATORIES ENVIRONMENTAL + + DRILLING SERVICES HYDROGEOLOGY f INSPECTION SERVICES ASBESTOS DYNATECH ENGINEERING CC, ROOFING Miami, November 12, 2014 Mr. Nelson Ovado DISTINCTIVE HOME 5335 Southwest 112'h Court Miami, FL 33165 Re: Addition / Garage �a 925 North East 92° Street Miami Shores, FL Dear Mr. Ovado: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on November 12, 2014 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do sn in the near ffitnre Sincerely yours, issam N DYNAT_ECI-YLNGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 e ` `SAA® ['40.39584 e 4 B 0 ` WATE OF 96 750 West 84th Street, Hialeah, FL 33014 -3618 -Phone: (305) 828-7499•Fax: (305) 828-9598 E-mail: Dynatech@bellsouth.netwww.DynatechEngineering.com DYNATECH ENGINEERING CORP 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garage P,, ADDRESS: 925 N. E. 92nd Street, Miami Shores, FL CONTRACTOR: Distinctive Home MATERIAL DESCRIPTION: Gray sand w/rock fragments SAMPLED BY: RN TESTED BY: RN TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 6.4 7.1 8.0 12.0 DRY DENSITY 108.0 109.2 110.8 106.4 Optimum Moisture 8.8 Percent 100% Maximum Dry Density110.2 lbs./cu.ft. %Passing 3/4' Sieve 86 Percent 112 110 108 106 104 aaya Sampled By: RN Tested By: RN Checked By: ® cv 'I g 4 6 8 10 12 14 e o ftspach 1 submitted, As a mutual protection to clients, the public and ourselves, all reporter o° are submitted as the confidential property of clients, and authorizatioYr, °, �TAk rE ' F for use, publication of statements, conclusions or extracts from or regara°� ��v r ssam aam , -P. E. our reports is reserved pending our written approval. �� O O. �� dw®' DYNA ENGINEERING CORP. gAL �'j�' Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N T Y DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: November 12, 2014, CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garage & ADDRESS: 925 N. E. 92nd Street, Miami Shores, FL CONTRACTOR: Distinctive Home Test No. 1 Location: Center of west footer Test No. 2 Location: Center of north footer Test No. 3 Location: Center of east footer Test No. 4 Location: Center of column footer Test No. 5 Location: Center of garage pad underslab Description of Material: Gray sand w/rock fragments / white sand TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 108,8 1108.4 1109.1 108.3 106.7 MOISTURE CONTENT % 7.8 8.1 7.6 7.4 7.9 MAX. DENSITY IN THE FIELD % 98,7 98,3 99.0 98.2 99.9 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 110.2 1 110.2 1 110.2 1 110.2 106.8 REMARKS: —ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS `Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Sampled By: RN ��®�v has Tested By: RN Checked By: WN b6 ss aamani, P.E. a s UYYNATECH ENGINEERING CORP. '. S.r, T'r- OF o Vorida Reg. No. 39584 ��W certificate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the t8tetl layer of o ` in noway shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client, prior to construction"tbtxe�flfy, §gbioil conditions. 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. (PII O 114 - 01 BUILDING PER)JIIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 MAY 2 8 2014 n FBC 20 ( b Master Permit No.Re i -I - 1®R Sub Permit No. 04 BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [-]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS ❑ CHANGE CONTRACTOR ❑ CANCELLATION ❑ SHOP DRAWINGS JOB ADDRESS: 1; 5 wu� q 2. ??� ? City: Miami Shores County: Miami Dade Zip: (351 v Folio/Parcel#: Occupancy Type: OWNER: Name (I Address:�G City: Nla:*" Load: Simple Title 5 NE�- Is the Building Historically Designated: Yes NO Construction Type: Flood Zone: BFE: FFE: -Cul L d b 1 r1aa� Phone—# -7& 57901 ®' Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Address: 8 ' M nw 11 City: d !� Qualifier Name: W"101 State Certification or Registration #: s Phone#: 77 �J �' '4 6 ` �� e �--� Certificate of Competency #: DESIGNER: Architectj.Engineer: Phone#: Value of Work for this .Permit: $, Type of Work: Addition 00 Alteration ❑ New thru tile: State: 1I Zip: Footage'of Work: ❑ Repair/Replace ❑ Demolition 1. I'//'/ X50• Submittal Fee $ Permit Fee $ 00c) ° oo CCF $ CO/CC $ ISO Scanning Fee $ ,0 Radon Fee $ DBPR $ Bond $ Notary $ - Training/Education Fee $ � Technology Fee $ �50aM Double Fee $ Structural Review $ TOTAL FEE NOW DUE Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State M Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. a Signature Signature �ULOX 6� �,, �� Owner or Agent The foregoing instrument was ackno ledged before me this this day of 20 by { who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Print: My Commission Expires: �, `• PAYCO'�U!SS:�,@FF'i00u?9 EXPIRES: March 10, 2018 ��Ee:t`k4�' Bonnaa'.hru Notary Public Ur.•iervrdteB Contractor The foregoi g instrument w s acknowledged before me� day of 20 by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLI , r'p er ADYLE4E RUIZ MY COMMIK-:0N 9 FF { 79 'a: EXPIRES: PAarcr 10, 018 • jg' °• ' s3anded Thr, Notary r,)L c Ur4etw bm Sign:. Print: My Commission Expires: tib b ` l� APPROVED BY T Plans Examiner1,7 Zoning Wt �® 3t / Structural Review Clerk (Revised02/24/2014)(Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) 10/24/2014 11:00 ACt�'1R`[7r ib—� 3054455122 CONTINENTAL INS AGY PAGE 01/01 CERTIFICATE OF LIABILITY INSURANCE M-MpwD1fYm 10/24/14 THIS CERTIFICATE IS iSSWaD AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. Tttls CERTIFICATE 1330ES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT I:iETWF-EN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the cerlificato holder Is an ADDITIONAL INSURED, the pollcy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and Conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the . certificate Holder In lieu of such endorsema t(s)_ _ PRODUCER Continental Insurance Agency 2307 Douglas Rd„ Suite #401 Miami, FL 33145 Phone (305)445-6550._x_ 1NSURED Fax (305)445-5122 INSURERA_ Retail Filet Insurance CO. .,c„oen a . Essex insurance Co. ry.. SeaCoast Renovations, Inc. INSURER C 910 NW 128 Ct INSURERD, Miami, FL 33145 305 IN9URERE: — _ INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: I :MIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW NAVE BEEN ISSUEUTO THE INSURED} NAMED ABOVE FOR THE POLICY PERIOD j INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS jl CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. TYPE OF INSURANCE ,INSRl S {'--- POLICY NUMBER !04 III P (MM/DD--N i _. — _ _. GENERAL LIABILITY ® COMMERCIAL GENERAL LIABILITY ❑ ❑ CLAIMS -MADE d OCOUR 3DG4563 11/27!2013 ' 11!2712014 GEN`L AGGREGATE LIMIT APPLIES PER: 66 POLICY ❑ PRO- ❑ LOC AUTOMOBILE LwaaITY ❑ ANYAUTO ❑ AUTOsNNED ❑ AUTOSUL>=D © HIRED AUTOS ❑ AUTOS rtd6D �� El — — ❑ UMBRELLALIA13 ❑ OCCUR EXCESS LIAB ❑ CLAIMS -MADE _ ❑ 0E0 ~RETENTIONS WORKERS COMPENSATION AND EMPLOYERS' MAAILITY YIN • ANY PROPRIETORMARTNER1ExECU7IVE'• 520-45710 A OFFICERIMEMBER EXCLUDED? j —'j N I A 09/18/2014 09/18/2015 (Mandatory in NH) If yes,dascribe under Q&SRIPTION OF OPEKATIONS balaw LIMITS GENERAL 80DU,Y INJURY (Per perwn) I $ BQDILY INJURY (Per oWd $ 22 100,000.00 5,000.00 1,000,000.( DESCRIPTION OF OFtRATIONS r LOCATIONS 1 VEHICLES (AtteCh ACORD 101, Addi901161 Remarks 9011801110, If mnrn space is r601redj License #CGC1518165 CERTIFICATE HOLDER-- CANCELLATION_— ' SHOULD ANY OF THE ABOVE DE3CRIBE:I7 POLICIES BE CANGELLED BEFORE Village of Miami Shores THE EXPIRATION DATE THERi` TILE WILL BE DELIVERED IN ACCORDANCE WITH THE PO Y PR IS NS. 10050 NE 2nd Ave _ Miami, FL 33138 AUTHORIZED RESeNYATIVE Fox:305-756.8972 I 011868-2010 ACOR CO ORATIO , All rights reserved. ACORD 25 (2010/05) CIF The ACORD name an logo A regist d marks of ACORD ? ti�111MhAmi ij6c t ow t iiimitoofflov io DO wo "Wo � . TACH HH HERE STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGUIATKYN CONSTRUCTION IMDUSTRY LICENSING BOARD ocisrof The GENEPbod, CONTRACTOR Named below IS CERTIFIED Under the piOrdi-S►ons 04 Chapter 48,9 FS, ExOraton date AUG 31, 2016 F-LF-SGARAY K'E EN MCOAST RENOVATICW46 AC 910 NW 128TH GT MIAMI F-1- 33182 1SSUED7. Ia t DISPLAY AS REQUIRED BY LAW SEQ 9 L14MI00009 4 Local Business Tax Receipt Miami -Dade County 0f Florida t PAY' 6554787 GUSIN1106 NAA411LOC AT ION SEACOAST RE-NOVATIONS !NX 910 NW 128 CT MIAMI Ft 33182 10, Ct 1P I' NO EXPIRES RENEWAL SEPTEMBER 30, 2015 6825344 Nlo%ol 0e ds1,P1,jw?c0 "Ope"u"c' �_A Pursuant to cowrl": C(,)(Jk,. Chapter RA - A, t t4 K I OWVNNR SACC TYPO Of OU61NESS PAYMENT RECEIVIO CONTRACTOR StAkOASI �f ".00,V, 0`6 (-%,C BY TAX COLLECTOR C. woao�f 11 S82.50 10/15/2014 CHECK21-15-002889 Th" Local east"" Tax ftwcr=pf 00ty coAfirms pat menfol the lvkol Bu%wess Lar The F4*c*ipw%nota %c*ww. lodowotlm% K,,f of must comply wo, The AMIPTNO above mut be displayed on *$I fair more Imormation w rowotmi ,Ic! IOc gf)v,1#X;,oj 1s001 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Permit No: R c I Structural Critique Sheet Z) CT Ike Q Dn nU J�' ej-Aj A A:r .09 STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Mehdi Asraf Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 S -"-1q Permit No: R c i c, - (v 7' Structural Critique Sheet Page 1 of 1 STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided, sheets in the re -submittal drawings. Mehdi Asraf Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by FRANK MAINADE to perform special inspector services under the Florida Building Code at the 925 NE 92 St. MIAMI SHORES, FL. 33138 project on the below listed structures as of JUNE, 2014 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2A.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ZP SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives 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 assigned by the 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 Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village 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 Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. 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 the work under each Building Permit I will submit to the Building Inspector at the time of 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 approved plans. Signed and Sealed E�ame rchitect MILIANO OROZCO (PW ,s':::A Address 817 SW 122 AVE. MIAMI, FL. 33175 DATE: S a 110"t Phone No. (786)-355-2788 Created on 6110/2009 I CD ILIANO OROZCC PROJECT: ADDITION AND REMODELING CLIENT: FRANK MAINADE JOB NO.: DATE: -DATA kL FORCE ALONG L SIDE: WL, WIND = 417 pif,forwind WL, sE1sMIC = 0 plf,for seismic kL FORCE ALONG B SIDE: wB, wWD = 417 pif,for wind We, sEISWC = 0 plf,for seismic NONS: L = 69 ft, B = 53 ft B1= 26.2 ft, B2 = 26.2 It GRADE (0 or 1) = 1 <= Sheathing and Single -Floor IM NOMINAL FRAMING WITH (2 or 3) = 2 in M NOMINAL PANEL THICKNESS = 19132 in )N NAIL SIZE (0=6d, 1=8d, 2=10d) 2 10d 'IC GRAVITY OF FRAMING MEMBERS 0.55 IG OF Douglas -Fir -Larch OR Soufhem Pine ? Yes SUMMARY (1) - 69.00 ft x 53 It UNBLOCKED 19!32 SHEATHING WITH 10d COMMON NAILS @ 6" O.C. ALL EDGES / 12"O.CFIELD. WV- THE THE CHORD FORCES: TL = CL = 4.68 k , Ta = Cs = 2.12 k DRAG STRUT FORCES: F, = 0.08 k , F2 = 7.11 k THE MAXIMUM DIAPHRAGM DEFLECTION: A = 1.08 in ® \LYSIS DIAPHRAGM IS CONSIDER FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR L DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE. M THE TABLE 3.1 IN ASD MANUAL SUPP 01, PAGE SP -12, THE PANEL BENDING STRENGTH CAPACITY IS 520 in-lbs/ft, THAT IS THE HRAGM CAN RESISTS 87 psf GRAVITY LOADS (DL+LL) AT 2'-0" o.c. SPACING SUPPORTS. Case 1 PAGE: DESIGN BY: E.O. REVIEW BY: L TL=C 40 OR MAX DIAPHRAGM DIMENSION RATIO L / B = 1.3 < 3, [satisfactory] MAX SHEAR FORCE ALONG B SIDE VL = 271 pif, ( Boundary Spacing = 6 in, Edges RegD = 6 in) MAX SHEAR FORCE ALONG L SIDE vB = 160 pif, ( Required Boundary/Edges Nail Spacing for Case 3 = 6 in) ALLOWABLE SHEAR FORCE FOR CASE 1 @ 6 in NAIL SPACING v1 = 320 plf, L1 = 34.5 ft MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 v1 = 285 pif, L2 = 34.5 ft THC iQWCAD CAD A r`ITIC4 OCR IRC T.W. wns; 2 1 / _QnPWCnA Tohlo A 9A with A.qn rani inhnn far it 9 n' Min. Min. Member Blocked Nail Spacing Unblocked Panel Grade Common Penetratioi Thickness Width Boundary / Other Edges 6/6 4/6 1 2.5/4 1 213 Case 1 Others Nail (in) (in) (in) Sheathing and Single -Floor 10d 15/8 1 19/32 2 320 425 1 640 1 730 285 215 MAX DIAPHRAGM DIMENSION RATIO L / B = 1.3 < 3, [satisfactory] MAX SHEAR FORCE ALONG B SIDE VL = 271 pif, ( Boundary Spacing = 6 in, Edges RegD = 6 in) MAX SHEAR FORCE ALONG L SIDE vB = 160 pif, ( Required Boundary/Edges Nail Spacing for Case 3 = 6 in) ALLOWABLE SHEAR FORCE FOR CASE 1 @ 6 in NAIL SPACING v1 = 320 plf, L1 = 34.5 ft MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 v1 = 285 pif, L2 = 34.5 ft THC iQWCAD CAD A r`ITIC4 OCR IRC T.W. wns; 2 1 / _QnPWCnA Tohlo A 9A with A.qn rani inhnn far it 9 n' Note: The indicated shear numbers have reduced by specMc gravity tactor per burvv5-uu i able 4.zA note c. =CHORD FORCES: TL=CL=(wLL2)/(8B) = 4.68 k T8=Ca=(wsB2)/(8L) = 2.12 k DRAG STRUT FORCES: Fr = 0.5 (B-2131) MAX( vi,vwND, Oovi, semc) = 0.08 k 2.8 (ASCE 7-05 S2o = F2= B2 MAX( vl,wlam, Qovr,sElslwc) = 7.11 k Table 12.2-1) MAXIMUM DIAPHRAGM DEFLECTION: (IBC 2305.2.2, / SDPWS-08 4.2.2) + + — 5VLL3 + VLL +0.188Lei+ I (Dcx) — 1.079 in 0 = /�ae„a�rg +Osr� ONau a� Ocrr< Sn+ �� — 8EAB 4Gt 2B Where: VL = 271 plf L = 69 ft E = 1.7E+06 psi A = 21.75 in` B = 53 ft G = 9.0E+04 psi,(UBC97 Page3421) t= 0.356 in,(UBC97 Page3-420) en= 0.037 in,(UBC97 Page3422) E(D�x) = 45.00 in Note: The deflection, A, above is based on completely blocked. For unblocked diaphragm, 2AA should be used. 0 Min. Min. Member Blocked Nail Spacing Unblocked Panel Grade Common Penetratioi Thickness Width Boundary / Other Edges 6/6 4/6 1 2.5/4 1 213 Case 1 Others Nail (in) (in) (in) Sheathing and Single -Floor 10d 15/8 1 19/32 2 320 425 1 640 1 730 285 215 Note: The indicated shear numbers have reduced by specMc gravity tactor per burvv5-uu i able 4.zA note c. =CHORD FORCES: TL=CL=(wLL2)/(8B) = 4.68 k T8=Ca=(wsB2)/(8L) = 2.12 k DRAG STRUT FORCES: Fr = 0.5 (B-2131) MAX( vi,vwND, Oovi, semc) = 0.08 k 2.8 (ASCE 7-05 S2o = F2= B2 MAX( vl,wlam, Qovr,sElslwc) = 7.11 k Table 12.2-1) MAXIMUM DIAPHRAGM DEFLECTION: (IBC 2305.2.2, / SDPWS-08 4.2.2) + + — 5VLL3 + VLL +0.188Lei+ I (Dcx) — 1.079 in 0 = /�ae„a�rg +Osr� ONau a� Ocrr< Sn+ �� — 8EAB 4Gt 2B Where: VL = 271 plf L = 69 ft E = 1.7E+06 psi A = 21.75 in` B = 53 ft G = 9.0E+04 psi,(UBC97 Page3421) t= 0.356 in,(UBC97 Page3-420) en= 0.037 in,(UBC97 Page3422) E(D�x) = 45.00 in Note: The deflection, A, above is based on completely blocked. For unblocked diaphragm, 2AA should be used. 0 3Vs* G -z (�Pcl' ar v4! L ZT9 4 � rivj n-foe,5 ;,i e) iv i 'e rYv) ed ft It %,Ooe BtA cv. cle. V"ll oc4vA I 72 up, 7-7 L; �vlwl 4-0 Xlc—tjv�r NYTIH, N. 4 1 -1 + E32 < 4 21 e15 �,r,4vz� uo;,� k66- Cow 4 = 3(OP5 5� (�Iomj !�� r;c�e) N OC tl Al d 4.2.4 Diaphragm Aspect Ratios Size and shape of diaphragms shall be limited to the aspect ratios in Table 4.2.4. Table 4.2.4 Maximum Diaphragm Aspect Ratios (Horizontal or Sloped Diaphragms) Diaphragm Maximum Sheathing Type L/W Ratio Wood structural panel, unblocked 3:1 Wood structural panel, blocked 4:1 Single -layer straight lumber sheathing 2:1 Single -layer diagonal lumber sheathing 3:1 Double -layer diagonal lumber sheathing 4:1 4.2.5 Horizontal Distribution o Shear Diaphragms shall be defined as rigid or flexible for the purposes of distributing shear loads and designing for torsional moments. When a diaphragm is defined as flexible, the diaphragm shear forces shall be distributed to the vertical -resisting elements based on tributary area. When a diaphragm is defined as rigid, the dia- phragm shear forces shall be distributed based on the relative lateral stiffnesses of the vertical -resisting ele- ments of the story below. 4.2.5.1 Torsional Irregularity: Structures with rigid wood diaphragms shall be considered as torsionally irregular when the maximum story drift, computed in- cluding accidental torsion, at one end of the structure is more than 1.2 times the average of the story drifts at the two ends of the structure. Where torsional irregularity exists, diaphragms shall meet the following require- ments: 1. The diaphragm conforms to 4.2.7.1 through 4.2.7.3. 2. The L/W ratio of the diaphragm is less than 1:1 for one-story structures or 1:1-1Fz for structures over one story in height. Exception: Where calculations show that dia- phragm deflections can be tolerated, the length, L, shall be permitted to be increased to an LJW ratio not greater than 1-1/z:l when sheathed in conformance with 4.2.7.1, or to 1:1 when sheathed in conformance with 4.2.7.2 or 4.2.7.3. 4.2.5.1.1 Open Front Structures: Open front struc- tures utilizing rigid wood diaphragms to distribute shear forces through torsion shall be permitted pro- vided: 1. The diaphragm length, L, (normal to the open side) does not exceed 25'. 2. The L/W ratio (as shown in Figure 4A) of the diaphragm is less than 1:1 for one-story struc- tures or 1:1-1/z for structures over one story in height. Exception: Where calculations show that dia- phragm deflections can be tolerated, the length, L, (normal to the open side) shall be permitted to be increased to an L/W ratio not greater than 1-'h:1 when sheathed in conformance with 4.2.7.1 or 4.2.7.3, or to 1:1 when sheathed in conformance with 4.2.7.2. Figure 4A ®pen Front Structure Force ck,,.,. 1nrnuc W Open Front on Structure Plan View 4.2.5.2 Cantilevered Diaphragms: Rigid wood dia- phragms shall be permitted to cantilever past the out- ermost supporting shear wall (or other vertical resisting element) a distance, L, of riot more than 25' or 2/3 of the diaphragm width, W, whichever is smaller. Figure 4B illustrates the dimensions of L, and W for a cantile- vered diaphragm. AMERICAN WOOD COUNCIL R� n m v 0 Z Table A.4.25 Nominal Unit Shear Capacities for Wood -Frame Plywood Diaphragms Unblocked Wood Structural Panel DiaphragmS1,2,3.4 I Nominal unit shear capacities shall be adjusted in accordance with 42 3 to determine ASD allowable unit shear capacit} and LRFD factored unit resistance For general construcuon requirements see 42.6. For specific requirements, see 4.2.7.1 for wood structural panel diaphragms. 2. For framing grades other than Douglas Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capac- ity by the Specific Gra%itp Adjustment Factor= [ I - (0.5 - G )J. where G = Specific Gravity of the framing lumber from the NDS. The Specific Graven Adjustment Factor shall not be greater than I. 3. Apparent shear stiffness values. G„ are based on nail slip in framing and panel stiffness values for diaphragms constructed with 3 -ply plywood with moisture content less than or equal to 1911. at time of fabrication. When 4-pl�. 5 -ply, or COM -PLY are used, G, values shall be permitted to be increased by 1.2 4. Where moisture contentofthe framing is greater than 19% at time offabrication. G.values shall be multiplied by 0.5. WIND Minimum Minimum Minimum SEISMIC Common Fastener Nominal Nominal Sheathing Grade Nail Size Penetration Panel Framing vs G. in Framing Thickness Width ki s/in. 330 (in.) (in.) 4.5 370 6.0 280 4.0 2 7.0 6d 1-1/4 5/16 6.0 400 4.0 570 10.0 3 8d 1-3/8 3/8 2 Structural 300 6.5 220 4.0 3 10d 1-1/2 15/32 2 5.5 250 4.0 370 4.5 3 3.0 430 6.5 5/16 2 480 5.5 360 3.5 3 6.0 6d 1-1/4 318 2 380 3.5 480 5.5 360 4.0 530 3 400 3.5 510 2 380 6.0 580 8.0 3/8 5.5 570 8.5 430 5.5 3 7/16 2 Sheathing and 8d 1-3/8 Single -Floor 3 15/32 2 3 15/32 2 3 10d 1-112 19132 2 3 I Nominal unit shear capacities shall be adjusted in accordance with 42 3 to determine ASD allowable unit shear capacit} and LRFD factored unit resistance For general construcuon requirements see 42.6. For specific requirements, see 4.2.7.1 for wood structural panel diaphragms. 2. For framing grades other than Douglas Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capac- ity by the Specific Gra%itp Adjustment Factor= [ I - (0.5 - G )J. where G = Specific Gravity of the framing lumber from the NDS. The Specific Graven Adjustment Factor shall not be greater than I. 3. Apparent shear stiffness values. G„ are based on nail slip in framing and panel stiffness values for diaphragms constructed with 3 -ply plywood with moisture content less than or equal to 1911. at time of fabrication. When 4-pl�. 5 -ply, or COM -PLY are used, G, values shall be permitted to be increased by 1.2 4. Where moisture contentofthe framing is greater than 19% at time offabrication. G.values shall be multiplied by 0.5. Case t E Cabe 2 B WIND A Case 1 Cases 2,3,4,5,6 SEISMIC V. I 460 Edge Nail Spacing: 6 in. 520 390 Case 1 Cases 2,3,4,5,6 Vs Ge vs G. I (kips/in. I ki s/in. 330 7.0 250 4.5 370 6.0 280 4.0 480 7.0 360 4.5 530 6.0 400 4.0 570 10.0 430 7.0 640 9.0 480 6.0 300 6.5 220 4.0 340 5.5 250 3.5 330 5.5 250 4.0 370 4.5 280 3.0 430 6.5 320 4.5 480 5.5 360 3.5 460 6.0 340 4.0 510 5.5 380 3.5 480 5.5 360 4.0 530 5.0 400 3.5 510 9.0 380 6.0 580 8.0 430 5.5 570 8.5 430 5.5 640 7.5 480 5.0 Case t E Cabe 2 B WIND Edge Nail S pacing: 6 In. Case 1 Cases 2,3,4,5,6 V. I V. I 460 350 520 390 670 505 740 560 800 600 895 670 420 310 475 350 460 350 520 390 600 450 670 505 645 475 715 530 670 505 740 560 715 530 810 600 800 600 895 670 Case 3 Continuous panel jah'U -- - � f`. Continuous panel laws I Pagel Residential Heat Loss and Heat Gain Calculation In accordance with ACCA Manual J Report Prepared By: LDHOME INC. For: FRANK MAINADE RESIDENCE 925 NE 92 ST MIAMI SHORES, FL 33138 Design Conditions: Miami Indoor: Summer temperature: 75 Winter temperature: 72 Relative humidity: 50 4/7/2014 Outdoor: Summer temperature: 90 Winter temperature: 47 Summer grains of moisture: 120 Daily temperature range:Medium Building Component Sensible Latent Total Total Gain Gain Heat Gain Heat Loss (BTUH) (BTUH) (BTUH) (BTUH) Whole House 36,909 8,791 45,700 40,024 ( 4 tons) Main Floor 36,909 8,791 45,700 40,024 All Rooms 36,909 8,791 45,700 40,024 - Whole House 36,909 8,791 45,700 40,024 ( 4 tons ) a HVAC -Calc Residential 4.0 by HVAC Computer Systems Ltd. 888 736-1101 Load calculations are estimates only, actual loads may very due to weather and construction differences. I 1 t Page 1 Report Prepared By: Residential Heat Loss and Heat Gain Calculation In accordance with ACCA Manual J LDHOME INC. For: FRANK MAINADE RESIDENCE 925 NE 92 ST MIAMI SHORES, FL 33138 4/7/2014 Design Conditions: Miami 5 3,355 1,500 0 1,150 Indoor: 1,906 0 Outdoor: 590.4 sq.ft. Summer temperature: 75 0 Summer temperature: 90 Winter temperature: 72 2,511 sq.ft. 190.6 sq.ft. Winter temperature: 47 Relative humidity: 50 9,793 686 Summer grains of moisture: 120 2,705 0 Daily temperature range:Medium Building Component Sensible Latent Total Total 0 0 Gain Gain Heat Gain Heat Loss 87.4 sq.ft. (BTUH) (BTUH) (BTUH) (BTUH) Whole House 2,511 sq.ft. 36,909 8,791 45,700 40,024 0 0 1,386 877 ( 4 tons) Main Floor 36,909 8,791 45,700 40,024 All Rooms 2,511 sq.ft. 36,909 8,791 45,700 40,024 Infiltration 3,311 7,641 10,952 8,626 Duct People 5 3,355 1,500 0 1,150 3,355 2,650 1,906 0 Miscellaneous 590.4 sq.ft. 3,500 0 3,500 0 Floor N Wall 2,511 sq.ft. 190.6 sq.ft. 0 310 0 0 0 310 9,793 686 Window 100.2 sq.ft. 2,705 0 2,705 2,893 Glassdoor S Wall 40 sq.ft. 203.4 sq.ft. 1,080 331 0 0 1,080 331 1,210 732 Window 87.4 sq.ft. ( 4 tons) 0 3,846 2,524 Glassdoor E Wall 40 sq.ft. 538.7 sq.ft. _3,846_ 1,386 877 0 0 1,386 877 1,210 1,939 Window 29 sq.ft. 2,465 0 2,465 837 Door Glassdoor 13.3 sq.ft. 40 sq.ft. 91 3,400 0 0 91 3,400 122 1,210 W Wall 590.4 sq.ft. 961 0 961 2,125 Window - Ceiling 30.6 sq.ft. 2,511 sq.ft. 2,601 5,190 0 0 2,601 5,190 884 3,327 _ Whole House 2,511 sq.ft. 36,909 8,791 45,700 40,024 HVAC -Calc Residential 4.0 by HVAC Computer Systems Ltd. ( 4 tons) 888 736-1101 Load calculations are estimates only, actual loads may vary due to weather and construction differences. HVAC -Calc Residential 4.0 by HVAC Computer Systems Ltd. 888 736-1101 Load calculations are estimates only, actual loads may very due to weather and construction differences. Page 1 Residential Heat Loss and Heat Gain Calculation 4/712014 P In accordance with ACCA Manual J Report Prepared By: LDHOME INC. For: FRANK MAINADE RESIDENCE 925 NE 92 ST MIAMI SHORES, FL 33138 • Design Conditions: Miami Indoor: Outdoor: Summer temperature: 75 Summer temperature: 90 . Winter temperature: 72 Winter temperature: 47 Relative humidity: 50 Summer grains of moisture: 120 Daily temperature range:Medium Building Component Sensible Latent Total Total Gain Gain Heat Gain Heat Loss (BTUH) (BTUH) (BTUH) (BTUH) Floors 0 0 0 9,793 Infiltration 3,311 7,641 10,952 8,626 Windows 11,617 0 11,617 7,138 Walls 2,479 0 2,479 5,482 Glassdoors 5,866 0 5,866 3,630 Ceilings 5,190 0 5,190 3,327 Duct 3,355 0 3,355 1,906 Doors 91 0 91 122 Skylights 0 0 0 0 Misc 3,500 0 3,500 0 Fireplaces 0 0 0 0 People 1,500 1,150 2,650 0 Whole House 36,909 8,791 45,700 40,024 ( 4 tons ) HVAC -Calc Residential 4.0 by HVAC Computer Systems Ltd. 888 736-1101 Load calculations are estimates only, actual loads may very due to weather and construction differences. FORM 140 10 FLOR° I ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: FRANK MAINADE'S RESIDENCE Street: 925 NE 92 ST Builder Name: OWNER Permit Office: MIAMI SHORES VILLAGE City, State, Zip: MIAMI SHORES, FL, 33138- Permit Number: RC14-1091 Owner: FRANK MAINADE Jurisdiction: 232600 J Design Location: FL, Miami 1. New construction or existing Existing (Projecte 9. Wall Types (1903.5 sqft.) n Area �. Single family or multiple family Single-family J3 a. Concrete Block - Int Insul, Exterior 1903.50 f:2 rR b. N/A ft . Number of units, if multiple family 1 c. N/A ft2 Number of Bedrooms 4 d. N/A R_ ft25. 10. Ceiling Types (2511.0 sqft.) I sulatio Area Is this a worst case? No a. Under Attic (Vented) =19.0 2511.00 ft2 (ft2) 6. Conditioned floor area above grade (ft2) 2511 b. N/A = ft2 c. N R= Conditioned floor area below grade (ft2) 11. Ducts ftz 7. Windows(300.4 sgft.) ' Des tion \ Area a. Sup: Attic, Ret: Attic, AH: Main 2.2 ()R a. U -Factor: Sgl, =0.65 300.39 ft2 SHGC: SHG =0.30 12. Cooling systems kBtu/hr Efficiency b. U -Factor. WA g2 a. Central Unit 47.0 SEER:15.00 SHGC: c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor. N/A ft2 a. Electric Heat Pump 41.5 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.300 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (2511.0 sqft.) Insulation Area EF: 0.990 a. Raised Floor R=0.0 2511.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.120 Total Proposed Modified Loads: 46.63 PASS Total Standard Reference Loads: 81.93 I hereby certify that the plans and specifications covered by Review of the plans and #his calculation are in compliance with the Florida Energy specifications covered by this {,,r Code. a calculation indicates compliance ' �' with the Florida Energy Code. trar r'^a �o ` PREPARED BY: DATE: Before construction is completed this building will be inspected for " z_ v compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes.�S with the Florida Energy Code. G'pD WE T OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: =.Zompliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7/2/2014 9:11 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: FRANK MAINADE'S RESIDE Bedrooms: 4 User Conditioned Area: 2511 FRANK MAINADE Total Stories: 1 1 Worst Case: No OWNER Rotate Angle: 0 MIAMI SHORES VILLAGE Cross Ventilation: 232600 Whole House Fan: Single-family Existing (Projected) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 925 NE 92 ST Miami -Dade MIAMI SHORES, FL, 33138- CLIMATE J Design Location IECC Design Temp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Block1 2511 22599 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2511 22599 Yes 5 4 1 Yes Yes Yes FLOORS # Floor Type Space R -Value Area Tile Wood Carpet 1 Raised Floor Main 2511 ft2 0 0 0 1 ROOF / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) a 1 Hip Barrel the 2588 ft2 0 ft2 Light 0.01 No 0.01 No 30 14 a ATTIC `/ V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2511 ft2 Y N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 19 2511 ft2 0.11 Wood 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes201 O Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent Cavity SpaceR--Vallle Width Height Sheathing Framing Solar Below 11 a Et n Et n Area on sor 1 N Exterior Concrete Block - Int Insul Main 4.1 36 9 9 0 330.8 ft2 0 0.01 0 _ 2 S Exterior Concrete Block - Int Insul Main 4.1 36 9 9 0 330.8 ft2 0 0.01 0 3 E Exterior Concrete Block - Int Insul Main 4.1 69 0 9 0 621.0 ft2 0 0.01 0 4 W Exterior Concrete Block - Int Insul Main 4.1 69 0 9 0 621.0 ft2 0 0.01 0 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V/ # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Clear) Yes 0.65 0.3 32.4 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None 2 N 1 Metal Single (Clear) Yes 0.65 0.3 25.7 ft2 2 ft 0 in Oft 20 in Drapes/blinds None 3 N 1 Metal Single (Clear) Yes 0.65 0.3 9.8 ft2 2 ft 0 in Oft 20 in Drapes/blinds None 4 N 1 Metal Single (Clear) Yes 0.65 0.3 40.0 ft2 2 It 0 in 0 ft 20 in Drapes/blinds None 5 S 2 Metal Single (Clear) Yes 0.65 0.3 48.6 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None 6 S 2 Metal Single (Clear) Yes 0.65 0.3 25.7 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None 7 S 2 Metal Single (Clear) Yes 0.65 0.3 9.8 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None 8 E 3 Metal Single (Clear) Yes 0.65 0.3 6.9 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None 9 E 3 Metal Single (Clear) Yes 0.65 0.3 16.2 ft2 2 It 0 in 0 ft 20 in Drapes/blinds None 10 E 3 Metal Single (Clear) Yes 0.65 0.3 12.8 ft2 2 It 0 in 0 ft 20 in Drapes/blinds None 11 E 3 Metal Single (Clear) Yes 0.65 0.3 40.0 ft2 2 It 0 in 0 ft 20 in Drapes/blinds None 12 W 4 Metal Single (Clear) Yes 0.65 0.3 12.8 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None 13 W 4 Metal Single (Clear) Yes 0.65 0.3 9.8 ft2 2 ft 0 in Oft 20 in Drapes/blinds None 14 W 4 Metal Single (Clear) Yes 0.65 0.3 10.0 ft2 2 ft 0 in 0 ft 20 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 1975.9 108.48 204 .207 5.246 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 7.7 41.5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 47 kBtu/hr 1410 cfm 0.85 1 sys#1 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes201 O Section 405.4.1 Compliant Software Page 3 of 5 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Main 0.99 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ftz DUCTS — Supply — — Return — Air CFM 25 CFM25 HVAC # v # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 502.2 ft Attic 125.55 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programabl[e Y Ceiling Fans: ]Thermostat: Heating (X) Jan H Feb HX Mar Apr may un Jul n Jn I i n Aug [X] [ ] Sep [ j LJ Oct 0c Nov Nov Dec DecVenting [[ ]] Jan Feb Mar Apr May Jun Jul Aug [ j Sep [xl Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 68 68 68 68 66 68 66 PM 68 68 68 68 68 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 925 NE 92 ST PERMIT #: RC14-1091 MIAMI SHORES, FL, 33138 - MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: v gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or by l other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/2/2014 9:11 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 57 The lower the EnergyPerformance Index, the more efficient the home. 925 NE 92 ST, MIAMI SHORES, FL, 33138- 1. New construction or existing Existing (Projects 9. Wall Types Insulation Area Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1903.50 ft2 b. WA R= ft2 Number of units, if multiple family 1 c. N/A R= ft2 Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=19.0 2511.00 ft2 6. Conditioned floor area (ft2) 2511 b. N/A R= ft2 7. Windows'" Description Area _ R 2 a. U -Factor. Sgl, U=0.65 300.39 ft2 11 Ducts a. Sup: Attic, Ret: Attic, AH: Main R ft2 6 502.2 SHGC: SHGC=0.30 b. U -Factor. N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U -Factor: WA ft2 a. Central Unit 47.0 SEER:15.00 SHGC: d. U -Factor. N/A ft2 . SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 2.000 ft. a. Electric Heat Pump 41.5 HSPF:7.70 Area Weighted Average SHGC: 0.300 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Raised Floor R=0.0 2511.00 ft2 a. Electric EF: 0.99 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address df New Home: Date: City/FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support • staff. . **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software ja AL - FAROOQ CORPORATION,99, CONSULTING ENGINEERS & PRODUCT DEVELOPM NC�' 1235 SW 87th Avenue • Miami, FL 33174 M�Y 28 PRODUCT APPROVAL EVALUATION By RULE CHAPTER #9N-3.005 METHOD I OPTION D FL _. Data: 8/23/2012 Detailed Product Description: Manufacturer. T.M. WINDOWS LLC. Manufacturer Address: 601 N.W. 12m AVENUE – POMPANO BEACH FL'33069 Model Nance: SERIES -390 ALUMINUM SLIDING GLASS DOOR. — Maximum Panel Width: 66" - This product compi ieA with the I-ligh Velocity Maximum Door Height: 108" Hurricane Zone (l3VHZ) testing requirements. Maximum Load: +80. -95 PSI L{Lar��e Missile linua-+t) Installation Drawings #W12-31 11 The above maximum parameters do not occur simultaneously. See charts on installation drawings for combinations of span vs. loads and anchor to e. Mandator Tests (Tested in accordance with AAMA 101/I.S.2/NAIS-02/TAS-202 T GST PTI D)[CT2lN TEST LOCATION TES'T;II'CIRT TEST DATE REPORT ASTM E28-3 Air Infiltration Fenestration Testing 06/20/2012 F'11 -68t 9 Leakage Laboratojy ASTM E331 Water Penetration! Fenestration Testing 06/201"2012 f 1 OR ASTM 547 mer. Laboratory TAS 202 ASTM F.:330 Tlnifnrm 5tati, %ri FeitestrationTesting 0600+2012 F, l TAS 202 Press. Laboratory 6/18,20J2 F I ASTM F842 Forced Entry Fenestration Testing 06/20/2012 F7 L-6868 Laboratory Comparative analysis used X Yes No ^ Su lemental Tests (Tested in accordance with TAS -2101 and TAS -203) TEST D]ESCi`1(N ; Tl1T,LOCATI®IT. I'ESTtEO1tT TEST I DATE REPORT* FBC 1626.2 Large Missile Fenestration Testing 06/20/2012 FTL-6868 (TAS201R.203) Impact R Cyclic Laboratory 6/18/2012 FTI_ -6976 Under the limitations of the attached installation drawings, to the best of my qv and ability, the iaib*tl above door product conforms to the requirements of the 2010 Flof d'a' Bh.}^ddiftg, Code. Evaluation Report Engineer: .lavad Ahmad PF. # 70592 AI-Falooq i'or )otatiort I.i3 # 3538� F, jgju ! 0 1 a" MAXDOOR WIDTH HEAD ANCHORS 0 f GL USTER OF 4 OR 6 AT STU SEE CHART ON SHIM 2J—FOR CAPACITY a" MAXDOOR WIDTH 0 CORNERS 0 I: LLZai_ (aE--- 4 q FALSE MUNTN._/ OPTIONAL 48 48 1/8, D.L. OPG. & :2 D.L. 56 1/8' 24* MAX. . PANEL WIDTH PANEL WIDTH SILL LE [SHUMRS ARE NOT REWIRED. THESE DOORS RE RIM I& E N ACT TYPICAL ELEVATION 2 TRA CK.FRAMES ' SERIE -390 (�f,RUMINUM SLIDING GLASS DOOR DESIGN LOAD RATING FOR DOORS TO BE AS PER CHARTETaDS AT 3* O.C. SHOWN ON SHEET 3. J�i THIS PRODUCT HAT BEEN DESIGNED AND TESTED To COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). A - WOOD P.1k all E BUCKS BY ODOM, MUST HE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. I ANCHORS SHALL BE AS LWED, SPACED AS SHOWN ON DETAILS, ANCHORSK1.4 EMBEDMENT TO ME MATERIAL SHALL BE MOND WALL DRESSING OR STUCCO. V, i ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THEM DETAILS ME 41f ED BY sVT YTp45. W2 NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO Wool) ONLY. FOR 7n PRG=T MATER INCLUDING BUT NOT LINKED TO STEEL/METAL SCREWS. THAT v ME P�. Z ME INO CONTACT WITH OTHER DISSULAR MATEmALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG CODE SECTION 2003.&4. `w.TEm.—Lsm AG �k-� PR6CT541w� : r-- iME Wl 2-31 U.WV (s7hoet I of 13 "40 1" W, 0 SEE CHART ON SHEET 3 FOR CAPACITY MC//"$`C 297 315 - 0 (LG F 1 CD 81 0 GLASS TTPE C1/4• TEMP. GLASS 1/4' TEMP. CLASS 3/9" AIR bHAL L S/8' AIR 5I'A'A J/16' HEAT STREN'D GLASS 3/18• HEAT STREIN'O GLASS .090 INTERLAYER .090 24TERLAM -SAFLEX PVB BY 'SOLUM' SENERYGLAS 9Y 'DUPONY \ 3/18' HEAT SIREN'D (;1. 3/18' HEAT Srm-O GLASS SILICONE �GE RGS 7700 io GERGS7700 I I I 3s 3g 9A BA '�... NOTE: GLASS CAPACITIES ON THIS SHEET ARE ` GLASS TYPE 'G4' GLASS TYPE 'G5' BASED ON ASTMIE1300-04 (3 SEC. GUSTS AND FLORIDA BUILDING COMMISSION OVERALL INSUL LAM. GLASS_ -- 1-1/19. OVERALL INSUL LAM. MASS DECLARATORY STATEMENT DCA05-DEC-219 _3/10' HEAT STRI GLASS 1/4' HFAT STREN'D MASS DESIGN LOAD CAPACITY .090 INTERLAYER ER AVERAGE PANEL WIDTH = OWR WIDTH NUMBER OF PANELS SAFLEX PYB BY 'SOLUDA'BY 'SOLUM' V 3/18• HEAT S1REN'D MASS - T STREWD GLASS 1 SNCONESILICONE/32 GIASS 'Gl'. 'G2' A '64'GLM 'Gt'. 'G2' A 'G4' GLISS •r3A;'r.r.' J ( GE FIGS 7700GE l35�C> Baas RCS 7700 W.(+) \B .J h 41/4 EXT.(+) INT.(-) � INE.( I 42 48 54 W BB '-'.7 6" 60__0 60.0 00.0 C 00.0 95.0 60.0 95.0 _ 60.0 WA 00.0 ^80.0 80.0 95.0 50.0 95.0 9s.0 _ WA 60.0 50.0 W.0 90.0 95.0 GLASS TYPE 'GI' GLASS TYPE '(;2' 7/18' OVERALL LAMINATED CLASS 9/18. OVERALL LAMINATED GLASS 95.0 1/4' NEAT STRENI GLASS 84 60.0 iINTERLAYER WA 00.0 RYGIAS BY 'DUPONT' 95.0 80A 1/4' HEAT STREN'D CLASS _ 00.0 60.0 60.0 00.0 00.0 95.0 Z 50. CONE 38 42 48 54 90 WA GE RGS 7700 00.0 00.0 00.0 85.0_ 00.0 35/ WA 00.0 00.0 00.0 00.083.8 00.0 _ BOLD 00.0 60.0 00.0 WA 00.8 00.0 60.O 60.0 WA 60.0 78.8 798 - --W.O 38 42 48 54 W WA j GLASS TTPE C1/4• TEMP. GLASS 1/4' TEMP. CLASS 3/9" AIR bHAL L S/8' AIR 5I'A'A J/16' HEAT STREN'D GLASS 3/18• HEAT STREIN'O GLASS .090 INTERLAYER .090 24TERLAM -SAFLEX PVB BY 'SOLUM' SENERYGLAS 9Y 'DUPONY \ 3/18' HEAT SIREN'D (;1. 3/18' HEAT Srm-O GLASS SILICONE �GE RGS 7700 io GERGS7700 I I I 3s 3g 9A BA '�... NOTE: GLASS CAPACITIES ON THIS SHEET ARE ` GLASS TYPE 'G4' GLASS TYPE 'G5' BASED ON ASTMIE1300-04 (3 SEC. GUSTS AND FLORIDA BUILDING COMMISSION OVERALL INSUL LAM. GLASS_ -- 1-1/19. OVERALL INSUL LAM. MASS DECLARATORY STATEMENT DCA05-DEC-219 ATCLUSTER HUD OF 8 APPLICABLE AT AFAR ONLYNa CLUSTER OF 4 TYPICAL AT SIU. '•' DESIGN LOAD CAPACITY - PSF AVERAGE PANEL WIDTH = OWR WIDTH NUMBER OF PANELS AYfRAD PATTEN. XOI1I WOR MW LIGHT RMF. HEAVY 1 GIASS 'Gl'. 'G2' A '64'GLM 'Gt'. 'G2' A 'G4' GLISS •r3A;'r.r.' CLf%TET4 OF 4 NSJIN6 CLUSTER OE 4 W24M RBSIER((X 4 ' = U;HR M 6 ANCI :•VS AT SIDE EAS a STILE ENDS AT SLOE ENDS At SR: E Em Baas aaas W.(+) P?.(-) E70.(+)INT.(-) FOR 1-3/4• SOL HEIGHT LIMIT EXT.(+) LOADS TO 34.7 EXT.(+) INT.(-) M.(+) INE.( I 42 48 54 W BB '-'.7 6" 60__0 60.0 00.0 C 00.0 95.0 60.0 95.0 _ 60.0 WA 00.0 ^80.0 80.0 95.0 50.0 95.0 9s.0 _ WA 60.0 50.0 W.0 90.0 95.0 _80_0 SILO WA 60.0 60.0 00.0 95.0 WA 95.0 - 95.0 60.0 60.0 WA 00.0 WA 00.0 80.0 60.0 WA WA W.0 SOO 87.6 80.0 95.0 36 42 48 54 W 84 60.0 WA WA 00.0 00.0 95.0 80A 95.0 _ 95.0 9s.0 95.0 _ 00.0 60.0 60.0 00.0 00.0 95.0 00.0 00.0 80.0 60.0 00.0'_ _ 94.4 WA 60.0 00.0 00.0 60.0 1 WA 003 80.6 _ _ WA 80.0 00.0 00.0 WA 63.9 WA 38 42 48 54 90 WA 80.0 00.0 00.0 00.0 85.0_ 00.0 WA 95.0 95.0 95.0 WA 00.0 00.0 00.0 00.083.8 00.0 _ BOLD 00.0 60.0 00.0 WA 00.8 00.0 60.O 60.0 WA 60.0 78.8 798 - --W.O 38 42 48 54 W WA WA WA 5" 00.0 94.4 W.0 95.0 00.0 60.0 W.0 _ WA 800 __84.1 80.0 WA _WA 00 00. .0 0 _ 78S 78.5 00.0 WA WA 00.0 SILO 70.9 70.9 -80.0 9SO 95.0 -_950 36 42 48 102 - - 00.0 _ WD W.D _ _W.D WA _ LBC.6 00.0 - _00.0 00.0 _ 00.0 GOO 60.0 -�_--_ 00.0 -- 00.0 00.0 W.0 WA W.O 36 42 48 108 - - 00.0 00.0 00.0 W.D 00.0 W.0 00.0 - - 00.0 80.0 W.0 W.O 60.0 -_ -_ .-00.0 W.O. ..60.0 SOR 60.0 00.0 GLASS TTPE C1/4• TEMP. GLASS 1/4' TEMP. CLASS 3/9" AIR bHAL L S/8' AIR 5I'A'A J/16' HEAT STREN'D GLASS 3/18• HEAT STREIN'O GLASS .090 INTERLAYER .090 24TERLAM -SAFLEX PVB BY 'SOLUM' SENERYGLAS 9Y 'DUPONY \ 3/18' HEAT SIREN'D (;1. 3/18' HEAT Srm-O GLASS SILICONE �GE RGS 7700 io GERGS7700 I I I 3s 3g 9A BA '�... NOTE: GLASS CAPACITIES ON THIS SHEET ARE ` GLASS TYPE 'G4' GLASS TYPE 'G5' BASED ON ASTMIE1300-04 (3 SEC. GUSTS AND FLORIDA BUILDING COMMISSION OVERALL INSUL LAM. GLASS_ -- 1-1/19. OVERALL INSUL LAM. MASS DECLARATORY STATEMENT DCA05-DEC-219 ATCLUSTER HUD OF 8 APPLICABLE AT AFAR ONLYNa CLUSTER OF 4 TYPICAL AT SIU. '•' - AVERAGE PANEL WIDTH = OWR WIDTH NUMBER OF PANELS �" ALL EXTERIOR(+) LOADS SHOWN IN CHARTS ABOVE ARE 1 FOR DOORS WITH 3-1/2' SILL HEIGHTS FOR 2-5/4' SIU. HEIGHT LGID EXE.(+) LOADS TO 00.0 PSI 1 FOR 1-3/4• SOL HEIGHT LIMIT EXT.(+) LOADS TO 34.7 PSF SEE SHEET 4 FOR DEFAIIS till, e5� •; ` �i � . '' • : C. • : A: r lid `-'dam_. f?drowirfg � no �,.; W12-31' �'f'T• 3 of 13 . I �fpp�to'sheet Y �NSYWiL�hB'• ' L, I I I j OX (SHOWN) XO xx Oxo (SHOWN) OXX XXO ��.� ■�4 ��4 � r! I� Wil. oxxo (SHOWN) oxxx xxxx APPROVED CONFIGURATIONS NON–PO(:KETCD DOORTWO (2) TRACK FRAMES UNIMINIMILMINNIM xxxxxxxx Z 3 v F c �4rt' qK .o xrx (sxawN)------ ------- R - z+• Ali j OXX X1.0 - _ T t' OXXXXO (SHOWN) 'El xxxxxx APPROVED CONFIGURATIONS NON—POCKETED DooRS 7TI13EE (3) TRACK FRAMES oil 412-31, rt 'D44 .Cti-� :sheet 4 of 13': � I � P�R.�4� TRACK FRAMES PX (SOWN) XP PXX (SHOWN) XXP i H PXXP (SHOWN) - - PXXXXP (SHOWN) APPROVED CONFIGURATIONS 4. 1 a PXXX (SHOWN) XXXP O Q,Z LL a._t �zna Iv PX)=XXP (SHOWN) oIp^¢m APPROVED CONFIGURATIONS POCKerPo 000ae IWO 121 TRACK FRAMES I POCKETED DOORS THRFF, (3) TRACK FRAME -- ' -----... ---'----- -_ ..----'---.`�_ .— L —...-----...---------- ---12 � II� PXXXX (SH(WN) XXXXP L PXXXXXXXXP (SHOWN) - APPROVED CONFIGURATIONS PocKETEo Doo 32 FOUR (4) TRACK FRAMES 7-1 w� Fngr. M• u I � p' 'i X40 t� yW i�;s�Ie s' I i • � _ j � d�ow�ng ,ono- LOP, J�J _ sheet 5 dti3' TYPIW. ANCHORS WPM& ANCHORS 1YPICAL ANCHORS IN PAIRS w PARS w PAIRS 1-- - SEE ELEV. FOR SPACwG SEE f FOR SPACwa SFE ELEV. FOR SPACwG Z METu 0 S sr9ucnmEs IJi � U` m Q aa'o ANCHOR C� WRH HOLES Q °� TO BE .r tt PLASTIC CAP F.R.C. AIWRTI MVL[I^N SEE SEFARATE APFFANAI CII _ - �� - WOOD BUCKS AND METAL STRUCTURE NOT BY T.M. MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. 'I TYPICAL ANCHORS: sEE ELEv. FDR sPAcwa ,I/4' OIA ULTRACON BY 'ELCO' (F-177 KW. FY -155 KSI) IMO 2BY WOOD BUCKS OR WOOD STRUCTURES x 1-1/2' MIN. PENETRATION INTO WOOD r f O- THRU TRY BUCKS INTO CONC. OR MASONRY 1-3/8' MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY �: H 1-3/8' MIN. EMBED INTO CONC. OR MASONRY — 1/4* DIA SELF DRILLING SCREWS (mm S CRS) INTO METAL STRUCTURES STEEL : 1/8' THK. MIN. (Fy - 36 KSI MIN.) ALUMINUM : 1/8' TI1K. MIN. (6063 T6 MIN.) L (STEEL Id CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 014 SMS OR SELF DRIWNG SCREWS (WADE 2 ORS) INTO F.B.C. APPROVED MUWONS (MIN. THK. n 1/87(NO SHIM SPACE)EDGE NNCRETE AND MASONRY a 2-1/2' MIN. INTO WOOD STRUCTURE - 1' MIN.INTO METAL STRUCTURE -3/4' MIN. CONCRETE AT HEAD, 50.1 OR JAMBS fc = 3DDO P51 A@L \ • `, •v :E.�: All. A1190I n l(•v ' C-90 HOLLGW/FILLED BLOCK AT JAMBS fm = 2000 PSI MW. WEEPHOLES: Wt - (6) 1• WEEP NOTCH AT EACH END OF SILL Nrwi.9 Y/2 - (6) 1• WEEP NOTCH AT EACH END OF SILL ••'. ?f AI .;, r V12-31 TWO (21 TRaCiC,DOO.fi llE1S tr. `A`:'r..' ahQftg`aj3i r1.1ns i;: A. . t SEAL WnH micaw Lw LtAx Lw urx uw Mo. M. LOADS W.8(4) LOADS TO W/ PW 0.0 PSF U ji 7 W12 TYPICAL ANCHORS �-SrE ELEV. FOR SPACING 7/4' MAX z SHIMS CD @ w Raw. 24 HEAVY REDF. none .. . . . . . ... ........... ............ Oj . . ... ........ . . 0 EXTERIOR WIDTH DOOR WIDTH WOOD BUCKS 10 EZ - ;I - 1/SHIMS 4' MAX.10 FOR IACIN: (F) c, z it 1/4* MAX son tin Mr' METAL cd PL g —17 3 rl33 TYPICAL ANCHORS SEE ELEV. TYPICAL ANCHORS EL SEE EY. DOOR WIDTH I.2 FOR SPACING FOR SPACING :7 SIN W12- 31' T!-g�A�2TRA�CKDQOR�TAI 8 af 13. ARDEMM GROUT m WN BON. ER SFEAR RUCTURE e.al t Arn — _ TFIRF, (3) TRACK DOOR' lmm S ([[YYY�i� ; ' w i 12 2 1 •FOUR (4) TRACK DOOR SiMU,AR 13ri -y 13 t --M")--TRACK DOOR 6&ILS2-31 FOUR (4) TRACK DOOR-9�IMVAR - rrEm PARr QUANTITY DESCRIPTION NA NANF./SUPPLMR/REMOICS to TM -347 1 2 TRACK FRAW WAD —3 808378 _ is Ti-=— TRACK FRAME WAD---- W63(-T6 ic 4 TRACK FRAME —WAD— am. -Ts 331 TRACK FR�su�-- - - 6063i-ts 20 Tli-:�34 FRAME S� 6053LTS -- ----- _2C W-337 1 4 TRACK FRAME SILL 80,0 �T— TM-312 2 2 TRACK FRAME JAMB --- 6063LT8 38 IM -335 2 3 jLAcfC_FRAME JAMB 3c TM -338 2 ____ 4 TRACK FRAYS JAMB 6083 TB TM -321 21 PANEL -ii- PANEL UP MW WTTOU RAIL 4A TN -330 I/ FM t PANEL WMW RAL (19tHPROF-W -To 5 PANEL UMIB*iTILE 6 ._jhf-323 AS R SM. MIER INTERLOCK 6063-T6 _7 TU -324 .L �WrERLOCK 7M-325 AS REM. ASTRAGAL SM 'E -6�jj. Im T-1 TM -327 —W-=6 — PANEL --T No WO 6063 -TO SA PANEL BEND (M. INSUL. MASS) 6063-78 - _!O TM -348 I/ FIX, PANEL Fix. PANEL CLIP 6083-78 - AS REM. FIX. PANEL CLIP WAR SOIL -To - 12 TM -339 2 JAMB C50VER---- 608-3-76 13 W-347 AS REM POCKET DOOR HOOK 8083-76 U 1M-341 AS REW. - —Ai 2- SILL RISER -j 6063 -TO u — — REM. 6093-T8 14a REM 3-1/26 SILL RISER 60" -Ts 15A _ 71A-360 AS REW. 2-3/4" SIL RISER GOL�Ts 198 TM -3S1 AS REM. a -1/Y SILL KIM W"",o IB 74-340 ----AS REM. SILL ANCHOR COVER Goo -To 17 TM -354 AS REOD. SCREEN TOP & BOTTOM RAIL is IM -355 AS RECO. SCREEN SME --- 6003 -To 7M-357 AS REOM pnp SCREEN STU -7i-- Som 20 TM -3m AS REM. OXO SCREEN MMPIER 6083-76 TV -344 AS RIM. FRAME HEAD SCREEN ADAPTER (3 & 4 TRACKS) 0063 -TS 22 7* -M5 W REM. FRAME SILL SCREEN ADAPTER (3 & 4 TRACKS) 8083--Tg 23 TM -346 AS REOD. FRAW JAMB SCREEN AnAPTER (3 & 4 TRACKS) 60112 -Ts 24 TM -328 AS REOD. HOLLDW STIFFENER --�Ts 25 TM -329 AS RED. SOLID SIBFEFIR 8083 -TIS 27 010 X 31e A3 REM. nVAM SCREWS SI. Mal- PH p amb 28 817 X 1" 2/ CORNER PANEL ASSEMBLY SCREWS ST. STEEL FH SMS 29 #to X I- AS REM. FIX. PANEL S� . �AT 6- FROM �D= 1, 24' O.C. VAX ST. STEEL FPF SMSM.S 31 1/ PANEL ROLLER ASSOMY HSTO 31 MORTISE HOOK L= FASCO 32 E708181fNI020 4/ UtE GLAZING CASKET (7/18' LAY. G5js-- ) lft� VILTRWAS M 1 4/ LITE GLAZING GASKET (9/le LAM, WOL AvEmmy VINYL A4EWIRY 33 213 6 . - I-- AS RE OD. -.— - FIN SEAL PILE its-a-uppim- - --I-,- - ULTRAFAB 33AI ...... AS REOD. FIN SEAL PILE WiiiiPPM UL AS REM. Mig WSFRIPPINO 2/ LRE SETTING FILOCr, 1/8' X 1/4 - AS REM. �W�PILE M SI -3/4" X 3- X 3/41 AS SELF ADHESNE PRE PAD F X 2-7/16- X 1/2') txTRAr;W'. REM.— SELF ADHESW PILE PAD X 2-7/16'_% t/2") -i AS REW. - — --------- --i -i*3j4j'---'---- SELF ADHESIVE PILE PAD (1/0- X jli� --- WOOL —1 - - - _TJTRAFAB - c ryjrC of , u T-1 aBALAN:rs.- r FRAME . AND PANEL CORNERS AND IN-VALLATION SIREI43 AT SILL AND A41085 sEALrD WMi JOINT SUAWIT J] C A179 71 W12•—n1 1 2'— 1 T-0 n 299 gg7 I 1207.831 2 TRACK FRAME HEAD .099 .942 k -'i-9 .2 'fV 2 TRACK FRAME SILL 3 TRACK FRAME SILL 1 10 4 TRACK FRAME SILL 3.082 -1 1.407 1- ZOOD I a soo am.07B [ 1,289 n r. F1171 a r� 997 -y am .124-- 1.823 z 0 #7 u EF .831 .est I .124 1222 3 TRACK FRAME HEAD nLc 4 TRACK FRAME HEAD 182 8.517 -6.693 -8.791 5-w 6. 19 .0110 .382 .352 .078 T -T L.L 0. 0- 1 1 41,2" 12 TRAM JAMB1 3 TRACK FRAME JAMS 4 TRACK FRAME JAMB 1.573 249 2.004 L 3 0 12 -.078 W jw .887, "5 1,117 2.098 4.0 SILL ANCHOR COVER 1.677 r 1.791 .078 PANEL JAMB s I , I. 132 (57 .121 1885 0" PANEL TOP & BOTTOM RAIL US ASTRAGAL ADAPTER 1.xOeZ ss? GLAZING BEAD C12) AMB COVER HOLLOW STIFFENER SOLID STIFFENER POCKET I 0OF r100;: (TRIvuu)) r.078 LAMINATED GLASS 7 7 r -"O 4.812 -----L .750 IZ23 .07a - 17 .298 .076 T 1.752 3802 1.12 893 v -.073 GLAZING BEAD LML MMJL � 293 7. .862 i a. CO) STD. MER INTERLOCK @ 3.140- 'i L' 1-3/4" SILL RISER SILL RISER 1.071 " 1 .374-1 - -31e SILL RISER -1/2 ass 982 (D 2 3 POCKET DOOR HOOK '0* FLt 1.480 -4 422 FIX. PANEL CUP W4- •'v L V67 : J�(). - 5(',. i L +d T 71 .073 -3.062 "3 -j I I ' cl-i.q no, . to - %c fl.. z W12-31 -BOTTOM RAIL (HIGH PROFILE) STD. OUTER INTERLOCK FlX. PANEL CUP COVER 1-1/4' SILL RISER (9 2-3/4- SILL RISER 8) 3-1/2" SILL RISER 3 0 a �� \ \ � ^� � ©^ ^ j� � « � } \ \ ^ �� \ MAME BO—TIM CORM � � ® � \ � a /:\� PANEL TOPIBOTJDM je � /;\32<. � � �/ v 709?n STATE Wl 2--'�3 1, MI MI.D MME DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY -AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION ( ( NO'T'ICE OF ACCEPTANCE (NOA) t -Q/( MIAMI-DADE COUNTY PRODUCT CONTROL �WTION 11805 SW 26 Street,Aoom 208 Miami, Florida 3'3175-2474 T(786)315-2590 1; (786 30-2599 www.iiiiainid.idv,moi,/Pera/ T. M. Windows, LLC. 601 N.W.12'h Ave. MAY x 1 2014 Pompano Beach, FL 33069 SCOPE: BY This NOA is being issued under the applicable rules and r ions governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -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 Mated 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. PERA 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. I DESCRIPTION: Series 11605 " Single Hung A uminum Window (reinforced)' APPROVAL DOCUMENT: Drawing No. W0 -34 Rev E., titled "Series �05 Aluminum Single Hung WI)W.(LMI) ", sheets I through 7 of 7, prepare by Al-Farooq Corp., dated 04-24-06 and Iast revised on AOR 25, 2012, signed and sealed by Javad Ahmad, P.E., baring the Miami -Dade County .Product Control Revision st:xmp 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 Limitation: 1. Exception: Glass type I (sheet 4) is not approved for Small Missile Impact Rating & shall not be installed above 30' above the grade. 2. See Design Pressure Ratings size VS glass type and reinforcement type in sheet 2. All United installed with optional Fin-mount:are limited to max Dp = +/- 61.0 Of. LABELING: Each unit shall bear a permanent label rlvith the manufacturer's naive or logo, city,'state and series and following statement: "Miami -Dade County Product Control Approved% noted' herein, RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been' no change in the applicable building code negatively affecting the performance of thispro duct. 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 distributots and shall be available for inspection at the job site at the request of the Building Official. This NOA.revises &, renews NOA # 09-0604.24 and consists of this page 1 and evidence pages E-1, as well ; s approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. MIAMI-DAne COUNTYM NOA No 12-0213.05 �„ • • Expiration Date: July 05, 2017 Approval Date: May 03, 2012 Page I T. M. Windows. LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (transferred from file # 09-0604.24) 2. Drawing No. W06-34 Rev E., titled "Series 605 Aluminum Single Hung WDW.(LMI) ",sheets 1 through 7 of 7, prepared by Al-Farooq Corp., dated 04-24-06 and last revised on APR 25, 2012, signed and sealed by Javad Ahmad, P.E. B. TESTS (transferred from file # 09-0604.24) 1. Test report on 1) Air Infiltration Test, per TAS 202-94 2) Uniform Static Air Pressure Test, Loading per TAS 202-94 3) Large Missile Impact Test, TAS 201-94 4) Cyclic; Loading Test, per TAS 203 -?4 along with installation diagram of an aluminum Single Hung ;window, prepared by Fenestration Testing Laboratory Inc., Test Report No. FTL-5439 dated 12'-10-07 and FTL-5742, dated 01- 22-09, both signed and sealed by Michael S. Wenzel, PA 2. Test report on (Transferred from file # 07-0404.04) 1) Air Infiltration Test, per TAS 202-944 2) Uniform Static Air Pressure Test, Loading per TAS 202-94 3) Water Resistance Test, per TAS 202-94 4) Large Missile Impact Test, TAS 201794 5) Cyclic Loading Test, per TAS 203-94 along with installation diagram of an alum Single Hung window; prepared by Fenestration Testing Lab Inc., Test Report No. FTL-3975 dated 10-22-03, FTL-3755 dated 03-24-03 and FTL-4514 dated 01-25-05, all signed and sealed by Edmundo' Largaespada, P.E. 3. Additional test report No. CTLAL416W dated 04-11-00 issued by Certified Testing lab w/ addendum. letter Jan 22, 2002, signed and sealed by Ramesh Patel, P.E. C. CALCULATIONS 1, Anchor Verification calculations complying w/ FBC 2010, prepared by AL-Farooq Corp., dated JAN 18, 2012, signed &sealed by Javlad Ahmad, P.E. 2. Anchor Verification Calculations & comparative analysis complying w/ FBC 2007, prepared by AL-Farooq Corp., dtd 05-15-09, signed'&sealedlby Arshad Viqar, P.E. (file#09-0604.24). 3. Glazing complies w/ ASTMS -1,300-02 & -04. D. QUALITY ASSURANCE I . Miami Dade Department 'of Permitting, Environment, end Regulatory Affairs E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11IL0325.05 issued to Solutia Inc. for their "Sat'lex Clear. or colored interlayer", expiring on 05/21/16. 2. Notice of Acceptance No.12-0130.01, issued to Cytec Industries Inc. for "Uvckol S laminated glass interlayer ", expiring on 02/08/2014: F. STATEMENTS 1. Statement letter of conformance FBC 2010 Arid letter of n6. financial interest, prepared by Al- Farooq,C.orporation, 01'/13/12, signed and sealed by Javad Ahmad, P.E. 2. Statement letter of conformance FBC 2007 `�nd letter of no financial interest, prepared by Al- Farooq Corporation, dated 05/28/9, signed and'sealed by Arshad Viqar, P.E. (file # 09-0604.24) 3. Lab compliance as part of the above referenced test report. G. OTHER I ' 1. This NOA revises & renews NOA' 4 09-0604.24, expiring on April 21, 2016. 2. Test proposal # 07-3765 approved by BCCO dated Feb. 0 ,' 2 07.' N--1�- Ishaq I. Chanda, P.E. Product Control Examiner NOA No 12-0213.05 j Expiration Date: July 05, 2017 Approval Date: May 03, 2012 E-1 4.L 53 I/V 53 I/W WINDOW WIDTH wwroad wm 48 1/4' a0 ILL On. W. In=) DL On(MED) . W. P FALSE MUNTINS FALSE MUNIM (StMACE 0 (SURFACE APP'l"J 21* MAX PUER) OP My BE USED (A) 4EAD/SILL MAY BE MAY, a NJ (A)l HEAD/SRL LA m Q, THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT SHUTTERS ARE NOT REQUIRED. SERIES 805 SINGLE HUNG WINDO DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF S.H./S.H. OR SINGLE HUNG WITH OTHER WINDOW TYPESIN MODULES OF TWO OR MORE WINDOWS USING MIAMI—DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULUON APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). IBY OR 28Y WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOAD$ TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAM ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORINGOR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED ToSTE ETAL SCREWS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MAVIALS SHALL MEETTHE REQUIREMENTS OF THE FLORIDA SLOG. CODE SECTION 2003.8.4. 0- L_D_.l RY1. (VENT) comIns D.L. OPG. (VENT) 50 1/8- 1 so t/0 - VENT WO ELEVATIONTYPICAL ELEVATION TYPICAL WITH OPTIONAL RN (SEE DESIGN CAPACITY CHART) EQUAL LITES g T (LIMIT DESIGN CAPACITY TO *61.0 PSF MAX.) D.L.O. WIDTH (FIXED) = WINDOW WIDTH 4.813' D.LO. WIDTH (VENT) = WINDOW WIDTH — 5.375" D.LO. HEIGHT - WINDOW HEIGHT/2 — 4.5" LAMINATED CLASS F, NSUL. [AM. GLASS 0.FMYA LARGF MISSILE IMPA I cm PE i § I II I i` t () NO. IN PARENINESIS OIOICATE N0. OF ANCHORS PER JAMS 1'1 DE91,yJ1I'{ ]AAD CAPACITY - PSF (IPITF7 ,4fBEL REINVORCINO) WINDPW DIMS. GLASS TYPE 'F' (7 Q. muMGM E.BT,(+) INT.(-) 26 II � k NII 132) 28-1/2 26, 80.0 37" (4) eo9 ns.9 117u S 9J-1/ • Rf1.0 1 19-1/8• 80.0 115.0 l a' L 26-1/2' 800 119.0 `) d 1 38-3/8 UUU ¢¢ J]' : (a) 80.0 119.0 (17 S 53-1/8•• 80.0 IIS.O 18-1/8' 80.0 119,0 IB--11//e8°' 8800..00 111158..00 l O 28-1/2'50-3/8 80.0 119.0 937" (3) iSA T N� pO45f0 _ND -80.0 26-1/2' SBs0.0 118A 37, (0) - J 80.0 I15.0 53-t/9• 80.0 110.o 19-1/8" 80.0 113.0 28-i/2• 83, 8p,4 118.0 � � 3r (6) 50.0 119.0 b 83-I/8• 80.0 119.0 M :d 211-1/8' 80.0 118.0 37' 80.0 ICAO (n ¢ 2 p 19 /W 26-1/2' 80.0 116.0 O IV N _d - 3r (» 80.0 116.0 Z' 26•80.0 119.0 30' Sao 118.0 a 18' 42' 80.0 118.0 (S) 80.0 115.0 _ J 411' 80.0 11 5.0 54. 80.0 1Is.0 24• 80.0 nso L; 30' 80.0 118.0 38 42' ' 60, 89.0 113.0.Sd Bffi@DBDTYEA7BP8 6 89.0 119.0 gg n $' b 141®pa F141ffi 48' () 80.0 115.0 qI I�g g NR f Gf 84' 80.0 2130 g t; $ i fth"wDm� za• y 30• 72• 90.0 f 15.0 II 38• (7) 42° 80.0 119.0 T4' gq• 80.0_ () NO.•, 81 PARENT-t[I T'01CATE NO. OT ANCHORS PFR .WM Engr: JAV4p µVNep ENA FU. PJ' d 30982 ° CA:N. 3539 NOTE: 5 9 5 GLASS CAPACITIES ON THIS SHEET ARE _ - _--_--- BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION Wo 6-34 DECLARATORY STATEMENT DCA05--DEC-219, AM 2 5 2012 -- sheel DESIGN LOAD CAPACITY - PSF (97TH ALUMINUM REINFORCING) Goss TYPES WINDOW DIMS- GLASS TYPE •C' D' k V GLASS TYPE 'F' GTA9s TYPE 'G GLASS TYPE 'H G44S.R TYPE Y' C TYPE 'J' WIDTH HEIGHT Ott,(+) INT.(-) EXT.(+) INI.4 EXE.(+) 1M.(-) EXT.(+) INT.(-) EXT.(f) IM( ) EXI.(+) 1NT.(-) EX7.(+) INE.(-) I9-1/8' ]00 70.0 61.0 81.0 60.0 1 80.0 900 800 80.0 800 80.0 80.0 LA0 800 26- IB -I/2• 2B' 70.0 700 81.0 810 EMO �.0 80.0 SoO 800 800 80.0 800 !)0.0 '_80.0 37' (4) 70.0 70.0 81.0 810 80.0 80`0 80.0 �0 BOp 800 --m-0- 0.9 80.0 $0.0 80.0 53-1/8• 70.0 70.0 01.0 810 80.0 80.0 80.0 80A 80.0 800 80.0 80.0 80.0 80.0 19-1/8• 70.0 70.0 61.0 810 80.0 80.0 800 800 80.0 80.0 80.0 80.0 900 80.0 28-1/2' Jam, 70.0 70.0 81.0 OT.O 80.0 80.0 80.0 �A 83.0 _ 80.0 80.0 800 99.0 80.0 37' (4) 70.0 70.0 91.0 91.0 80.0 8Q0 80.0 80.0 60.0 80.0 80.0 80.0 80.0 53-7/11'• ]0.0 70A BI.O-H.1.0 80.0 80.0 80.0 80.0 80.0 80.0 80A 80.0 _80.0 80.0 90.0 19-1/8• 70.0 70.0 81.0 61.0 60.0_ 80.0 80.0 80.0 80.0_ BOA 800 BoA 90.0 80.0 26-I/2' so s/e' 70.0 70.0 81A BID 8oG 80.0 SOD 89.0 80.0 80.0 80.0 80.0 80.0 _ 80.0 17' 81A 81.0 0.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 70.0 70.0 OLD 81.0 80.0 80.0 80.0 �A 80.0 -80.0 80.0 80,0 $0.0 80.0 53-2/8' 19-1/8• 70.0 704 81.0 61.0 _ 80.0 80.0 BOA BOA 80.0 90.0 80.0 80.0 80.0 28-1/2' S8-6/8• 70.0 704 B1A 61.0 80.0 80.0 80.0_ 80.0 80.0_ 80.9 80.0 _80.0 80.0 _70.0 ]0.0 81.0 B1A 80,0 BOA 80.0 80.0 80.0 _90.0 80.0 80.0 80.0 80.0 _80.0 80.0 37' (6) 33 70A 70A 81.0 81A 80.0 BOA 80.0 BOA 80.0 80.0 80.0 80.0 �.0 80.0 19-1/8' 70.0 '704 61.0 61.0- 80.0 1 80.0 80.010, BOA 80.0 80.0 80.0 80.0 80.0 26-1/2" 63• 70.0 70.0 61.0 BIG 30.0 80.0_ 84.0 80.0 80.0 80.0 80.0 80.0 io 37° (6) 70.0 70.0 81A 81.0 BOA 80.0 80.0 80.0 _ 80,0_ BOA 80.0 60.0 _ 800 83-1/8• 70G 70.0 81.0 81.0 80.0 80.0 8 0 804 MIT BOA 80.0 80.0 80 19-1/6" 70.0 70.0 81.0 61.0 BOA 80.0 Boo 80A 80.0 80.0 80.0 80.0 28-1/272• 70.0 81A _ 81.0 800 Sao BOA 80.0 80.0 80.0 80.0 80.9 37' m 70.0.0 - 81.080.0 89.0800 �80�0 80.0 80.0 80.0 80.0 80.053-i/8'-- - 81.0 814 - - 80.0 80.0 782 782 80.0 BOA 19-1/8° 700 70.0 81.0 1 SIA 80.0 89.0 80.0 80.0 80.0 80,0 &1A 60.0 80.o 80.0 28-1/2' 70.0 70.0 81.0 1 BID 80.0 80.0 80.0 800 Soo 80.0 80.0 90.0 80.0 BOA 37• (7) 70.0 70.0 61.0 81.0 80.0 80.0 - 80.0 80.0 800 80.0 BOA 80.0 80.0 80.0 53-1/8' - - BI.O 81.0 - - 77.8 TY.B 80.0 80.0 745 74.5 80.0 80.0 24• 70.0 70.0 BIA 81.0 80.0 80.0 80.0 80.0 80.0 e0A som Bo.O 80.0 80.0 30" 70.0 70.0 BIA 810 60.0 _ BOA 80.0 80.9 80.o 80.0 80.0 80.o 80.0 80.0 38' 70.0 70.0 81.0 BIO 804 80.0 80.0 80.0 80.0 80.0 80.0 800 80.0 80.0 42" 5) 70.0 70.0 81.0 810 80.0 BOA _80.0 80.0 80.0 80.0_ BOA $DO 80.0 80.0 48° 70.0 70.0 8f.0. 810 80A W.0 80.0 8(IA 80.0 80.0 BOA 80.0 80.0 80.0_ 34• M.0 700 8f.0 81.0 80.0 SCG 80.0 8(1.0 80.0 80.0 80.0 80.0 80.0 89.0 24' 70.0 _ 70A. 81.0 81.0 80.0 80.0 Soo 80.0 BOA 8D.0 80.0 80.0 .0 80.0 30• 70.0 70.0 61.0 61.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 84.0 80.0 38' BO" 70.D 70.0 81.0 BIA 80.0 80.9 80.o BDo 80A � 80.0 80.0 8D.0 B0A 80.0 - 42• (6) 70.0 70.0 _ BI.O B1.o so.o- Do.o eo.o Bao Sa.o Bao _ e9.o 80.0 8po m.o 48' 70.0 70.0 81.0 87.0 80.0 BO•D 80,0 800 80.o 804 80.0 a .0 80.0 se 70.0 76.0 61.0 81.0 80.0 80.0 80.0 800 80.0 800 _80.0 80.0 80.0 4 80.0 24 700 70.0 61.0 810 80.0 80,9 80.010" 80.0 800 80.0 80.0 .0 80.0 30 700 _70.0 _81.0_ 81.0 '80.0 800 89.00 80.0 60.0 80.0 90.0 8 .0 -s6.-0- 0.036" 36" 7x• 70.0 70.0 61.0 81.0 Soo 60.0 80.60 80.0 _ 60.0 89.0 60.0 ! .0 80.0 4x' (7) 700 7.0.0 e1.o ef.0 80.0 _ eaD Bo.oo eo.o Bhp_ _ Bao BGA17.- 90.0 60.0 80.0 80.0 80.0 80.0 �M+4 70.1 79.1 79.1 7E.i 78.8788 24' 70.0 70.0 61.0 81.0 Hao 80.0 60.11 80.0 80.0 80.9 80.o ROD SO' 700 70.0 8fA 81.9 80A 80.0 80.0 80.0_ 80.0 89.6 80.0 800 1.. 8VA BOA_ 18' ea• 61,0 61.0 - 80.0 80.0 80.0 �,0 BD.O 80.0 80.0 800 42" (e) - _ 81.0 _ 81.0 _ 80.0 80.0 80.0 90.0 80.0 80.0 84.0 80.0 48• BI.O 814 60.0 80.0 80.0 80.0 774 77.9 80.0 890 () NO. IN PARENINESIS OIOICATE N0. OF ANCHORS PER JAMS 1'1 DE91,yJ1I'{ ]AAD CAPACITY - PSF (IPITF7 ,4fBEL REINVORCINO) WINDPW DIMS. GLASS TYPE 'F' (7 Q. muMGM E.BT,(+) INT.(-) 26 II � k NII 132) 28-1/2 26, 80.0 37" (4) eo9 ns.9 117u S 9J-1/ • Rf1.0 1 19-1/8• 80.0 115.0 l a' L 26-1/2' 800 119.0 `) d 1 38-3/8 UUU ¢¢ J]' : (a) 80.0 119.0 (17 S 53-1/8•• 80.0 IIS.O 18-1/8' 80.0 119,0 IB--11//e8°' 8800..00 111158..00 l O 28-1/2'50-3/8 80.0 119.0 937" (3) iSA T N� pO45f0 _ND -80.0 26-1/2' SBs0.0 118A 37, (0) - J 80.0 I15.0 53-t/9• 80.0 110.o 19-1/8" 80.0 113.0 28-i/2• 83, 8p,4 118.0 � � 3r (6) 50.0 119.0 b 83-I/8• 80.0 119.0 M :d 211-1/8' 80.0 118.0 37' 80.0 ICAO (n ¢ 2 p 19 /W 26-1/2' 80.0 116.0 O IV N _d - 3r (» 80.0 116.0 Z' 26•80.0 119.0 30' Sao 118.0 a 18' 42' 80.0 118.0 (S) 80.0 115.0 _ J 411' 80.0 11 5.0 54. 80.0 1Is.0 24• 80.0 nso L; 30' 80.0 118.0 38 42' ' 60, 89.0 113.0.Sd Bffi@DBDTYEA7BP8 6 89.0 119.0 gg n $' b 141®pa F141ffi 48' () 80.0 115.0 qI I�g g NR f Gf 84' 80.0 2130 g t; $ i fth"wDm� za• y 30• 72• 90.0 f 15.0 II 38• (7) 42° 80.0 119.0 T4' gq• 80.0_ () NO.•, 81 PARENT-t[I T'01CATE NO. OT ANCHORS PFR .WM Engr: JAV4p µVNep ENA FU. PJ' d 30982 ° CA:N. 3539 NOTE: 5 9 5 GLASS CAPACITIES ON THIS SHEET ARE _ - _--_--- BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION Wo 6-34 DECLARATORY STATEMENT DCA05--DEC-219, AM 2 5 2012 -- sheel f dal I L f dal 1/0` ANN. GLASS 3/10` AMY CLASS 3/16• ANN. CLASS -3/16` REST STRENT GLASS � yy Ia0• INTERLAYER �UVEKOL-LIQ RESIN 120` INTERLAYER OVEKOL-LIQ RESIN 090• INTERAVER SAFLEi m0 PVB BY SOLUM 1ao' INTERLAYER UVEHOL-LIO RESIN e o qGI 6 O Q yy 1/0` ANN. GLASS r -3/1E• ANN. GLASS 3/16" ANN. GLASS 3/16• HEAT STREN-0 GLASS 0 I p LL SILICONE 3 DOW CORNING 99S zl SILICONE DOW COMING 995 f I SILICONE iDOPY CORNING 995 SILICONE DOW CORING 996 t Q O y{� L¢ / ---- GLASS TYPE 'C' •D, GLASS E TYP GLAS� TYPE 'E' CLASS TYPE n: U i � -1/8` ANN.: 1/8• TEMP. GLASS G i/8' ANN. GLASS --I/8' NEAT STREN'D GLASS 1/4' AIR SPACE 1/4` AIR SPACE = a y O w " 090` D.Y. SAFLEX m0 PVH BY SOLUM 090' IMERLAYEfl -SAFLEx mG PVB BY SOLUTIA I B• ANN. GLASS - / -1/8' HEAT STflEN'0 CLASS p ^ m m Z ' 090• INTERLAYER `SAFLEx M PVS BY 'SOLUM' .090' INTERLAYER SAFLEx MG PYB RY 'sOLUTA' b a` A i a O �- ANN. GLASS SILICONE i 1/B` HEAT STREN'D CLASS ' f/8` ANN. GLASS 1/8` HEAT Sm D G1A55 C H«a GE RGS7700 SILICONE 'CE RG57700 SILICONE GE RG57700 SILICONE + GE RGsnao tNOMDW Y6YliW1 e�.«1e1Le.oTA �4, 98 I 98 \ 1 9C A.NpwMlw /.44A11M SM. n{ F GAS TYPE 'G' CLASS TYPE H' GLASS TYPES GLASS TYPE 'J' 10 bilvl' o THIS GLASS TYPE ONLY FOR LARGE MISSILE IMPACT USE. N07 OUAUFIED FOR SMALL MISSILE IMPACT AREAS. j II$ if (Sl u11 .JAVA9 AWLN GLUING_OPTtoN__S ` CA1. 3s''r 1 drOwi iy W0&-341 Pk 7 6 201 2i -t.3 of 7 ) f dal , t L o p IBDas) ltOl9Z bd (xvw Ad C•LB$ 01 .w0VdVO NOIS30 unn) W b£ -90A4 Rbadb Ntd [isAt aw " bwmo.p ON13VdS WJ 'A313 33S I ��' samta+V 1VmdA1 Y 6C5f ' YJ \ \ zssoz d 3d YL, [s VN 8,476 hqq I, N 031 NOIN31X3 30 CN3 HOV3 1V HDAN ONOI ,B/L - ZM S .(' 03l N01831N1 10 (IN] IIOV3 IV HOlON ONOI ,Z/1 - IM @� 115.-SMOHdU S N'N '1NV1V35 OIIAHOV 80 3No3nis Hill% 031V3S SN0003NNOO 3WVa3 ONV SLNIOP TrV 'MW Isd 00", - wd semvp 1V NOom 03TUd/NOTI0N 00-0 I .� p $ o o I 'mm rd OOOf m o,1 SBNVD a0 ThS 'Otl3H ld �13a0N0'J 3N ? a 'NIR „Z/l 38fUDnd4 W13A OLNI 'NO'1 L 3Hn10n US DOOM 01NI .Z AHNOSVW ONV 3283NOO O1NI ! I! (33Vds WIHS ON) 18 ('NIW 'NHl .9/1) SNOC MW 03AOHddV AINnOO 30VO-IWVM O1NI i - 3 w (5eq z 3010 o F 'win" 1031NIVd NO 031V1d 38 01 WnNIWnIV HWM 10V1NO3 NI 13I1S) ; Q m _ o I ('v01 Sl -f909) NO 'NVL '>U41 9/1 : WnNIM-W 13315 .r ? w n,('MW ISN Of A3) 'NW tlO ZL IN 93NIILOnsis 1V13W 01M �M4lNF � L 13315 335 'T a D (Sa0 T. 1Na0) SNOOdO1N1 ONg1103a rn fl Ai1NOSVW a0 ':)NOD O1NI OMY13 AHNOSVW HO 'ONO:} O1NI A1133HIC ®„ AIINOS" 80 'ONOO GIM O38W3 'NM ,t,/L-1 AHNOSVW 80 'ONOO O1NI SN01l6 AM nH41 A c OOOM O1M NOILVH13N3d 'NIA ,Z/t-t Z4 at, rg S38mom1S COOM No VMS OOOM AM Om MVT 1yNOUO MOMS st r-. (a01 ES^X! 1SN OElM3) ON046 HU 'AM MS '3at11On2I1S ONIOWS 3N1 Ol W3H1 H3� CNV l y f W31SAS ON0410 A8 03SOdWl SOVOI NIVISII 1SnW a pm SMOONIM Wl AS LON 311=nUIS IV13M ONIV SNO118 COOM _ • 3 Oua0J 'ATU 335 9NOWdS a01 'A333 335 SEOHONV Wawa h jw0 5a0low 4WdD NJ4L3 0 a g '� f SI Isla. _30a3 _z S 33S 7003 lr.', • omm 3y111011a1g -IWVIW 1tl13N SII l I`.'! � Q .•\—.-.._- 0NIova WA 313;335 ___ SaOHONtl 1tlOhdA1 i I .i I � I A ON'1,", a0d """ 335 313HON00 SaOHONV 1V01d11 ° s w L yyaa _ I T— 190 "W. >D . \'s1�10 y Xans O �A > 30U3 �•�r o p 31iaON0O Ki ° ON10Vd5 H01 'A313 339 I= 3AUVd1Sn111 SW.0, 1VOId11 I 11 �••_3N \j z � J, I S i v � dI � t t � I 3 I 1 0�\ 9MOa05ryp111N13N1 �i0 Q D O .❑ s 335 L 133HS 33S Ido )1.. SNOILdo O1,109113a yl I I ONIOW-OGH et I' iI Iu A Ip w L _ I T— >D . \'s1�10 y Xans O �A > 30U3 �•�r o p 31iaON0O 1VA NI AS LON ISMO'1NI a0 '1X3 ON10Vd5 H01 'A313 339 I= 3AUVd1Sn111 SW.0, 1VOId11 I t i t I I ? ( I r I, I I 'I _ VENr WIDTH -� S* L 8�4pJ B1 I MFRAME SILL SEL (Y WCII) - ;'FBRNT, vANP./sUPPiJrn/RP.dfaRR3 —q - - 1/4' MAN. 6083 -TB w d) MWE 1/4• I D.L. Om t8 SHIMS Atm J 0W-31448_ -..._ i ) - SiON 8 �1J { 17 SEE M. XORS ? MEETING RAA 8081 T8 -__ .— FOR SPACING 4 0W-36796 METAL _ . (� STRUCTURE j% 18 P > S GW -38885 1 VENT TOP RAIL 8OW-377-30 t VENC BOTTOM RAO. (4• SU) 6081-Tfi _ ..ol 3> 6q 9fJ-37656 -I VENT BOTTOM RAL (J• SILL) 6D8} -T8 _ _ -.. _ - _ L 7 OW -31134 2 VENT JAMB STYE 5081 -TS C - 0W 31470 2 VENC STOP -. -- 6063 -Ts '_ ANdtORS I 9 19-56 4/10EX QUBEM AWl 6683 -Ts VA W-123 a EW WZM BEAD 808 -3 -Ts kA 9B TM -170 a/VEX CL 2M BEM ep8}-Te - - qq� W �p�+ 8C TM-IBt 4/VENT OVZINO BEAD (NSUL LnM. MASS) 6083-T6 EXTERIOR IBY 10 Q8 X 1/2• 12/VENT ZMG ANGLE SCREWS J3 STEfL MOS �I WOW BUCKS It 4017 (1) STRIP FIN SEAL WEATHERSTRRIP RAp./FRAME Spy D.4 OPO. (F=)12 2240 (1) STRIP FN SEAL WFATHERSIRP - VENT TOP t WINpOW WIDTH 13 3722 (2) STRIP Fol SEAL WEATHERSTRIP- VEX JAMB STILES n-- --� -- -• 14 - 2 1 1/2•x7/8•x3/a• FIR$EAL PAD - FRANH SILL COINER$ TYPICAL ANCHORS is - 2/VENT LATCH LOCH AT 6• FROM ENDS CAST VENT'TOP FOR; SEE ELEV. FSPACING MQKLANCHORS tI-118A 2/VENT SPRNO LOADED EGRESS LOCK 8081 -TB VENT BOTTOM RA8 Dr I. � SEEN ELEV. FOR SPACING i8_ _. -.. _ 4/VENT VEM OCpE __ NMN VEX INT. CORNERS 1/4• MAX, \L._,/ 17 - 2/VOdT CALOMEL SPIRA_ BALANCES - AT FRALIC 1MJAO n 1/4* SFIW _-- __.. 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FOR SPACING oqMue l2elfEEr. 4 L; `y'2 I I w / .ter II WI• yI ( cr+a -AREis, EXTIRIOI C/ 1 dfaw'rn9 ------ WINDOW worth-_-- _wmooW wDrH A I W06-34 i 2 5 2012 = Ishoot 5 11 7 i X t i I i I Ili J aoaz•- I 1.5750 A82 .847 - 1 425y.wq- �� '-'I I( - _t .052 i 1.500 --- x.500 .082 125I�.oaz C27, I 1.000 1 @) .500 I ��U�Igr� _.� 3.718 1.0I00 ,9�_ 1.082 �, FRAME HEAD 5.009 I \1.000 MTO. RAIL REINFORCINGS 1 I .1x0 -• � 9A �' .0451 •. ..405 i1 V " 'a $ 923- i vi 1.OW 1.888 .052 2.188 V FRAME JAMB (� �' NAIL FIN (H ) STEEL MTG.. RAIL REINFORCINGS ALUMINUM 'I 1- 040 Il'I"""" .5s] y C d r• p T 0 ry .- Q b F �� - 1.000.595 I 750 LIB] I - � i •� �- I 1 300 .oez z.fsa _}, J- � 1.ia6 j i .602 98 I -+ p � .126 .923.i it R -+-1.375 U MaTOP MEETING RAO_ Q VENT STOP 26 NAIL FIN (JAMD) RAIL REINFORCING STEEL TOP RAIL REINFORCING ALUMINUM m �- z O 1 a „ 1.373 - - .062 1.75D a.2so r.i88• 1 -.l. I a74 ,062 7199 1 3.199'-- -- .osx laza-.1 .183- +}� � 040 { ICJ _ '�T- c .82) -a e, 3 y o O V m m ... _ .-j 1.oeo�1 „II .�B 2.!5WJ 1z » 1.11 I 2 GLAZING BEADS 'y J 44 .�- C VENT TOP RAIL U SASH SIDE RAIL ® NAIL LATCH LACK �IA1fwNp $1 FIN (501) 1-2.202 -3.243 .082 1812 Ou 4.312 5 �-E; -F 4.347 3.027 3.439 3.M1 2,g3p I 3.130 a g m .082 12.918 .062 884 . 694 smp;, CONN--�:-a C.N.FU ® 70597 7578 � a I ''. l•.-1III -- idroning W06-347 (5n¢el 6 0' 7 :� 1375- _ B VENT BOTTOM RAILS84/ -1.J73� FRAME SILL (za) NOTE: EIIHER BILL CM%E USED APA 2.5120): FRAME BOTTOM CORNE 0 VENT IOP CORNE VENT BOTTOM CORNE ��} � ( J ' . � Z - § \\ \ � Ig 013 $�,z \\ AS z §3io Ilk p ftdGJz G 9i � � � /]{ � (�\/\}\� W06-1 (t 34 I ---. 3hie7 of 7 T. M. Windows LLC 601 NW 12"Ave. Pompano Beach, FL 33069 A A II -DADS COUNTY PRODUCT CONTROL SECTION RCES (I, R) 11805 SW 26 Street, Rooni 208 1 L4 .11 1(786) 315-2590 F(786)3t5-2599 ICER7EID I AVAVW.miAmidade.anv/ernnnmv MAY 2 8 2014 SCOPE:This NOA is being issued under the applicable titles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County ITER - Product Control Section to be used iii Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiation date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or tl?e AID (in areas Other than Miami Dade County) reserve the right to have this product or material tested f6r quality assurance purposes. If this product or material fails to perforin in the accepted manner, the rvanufaeturer will incur the expense ;of such testing and the All! may immediately revoke, modify, or suspend the use of such product or material within their juri:idiction.. RFR reserves the right to revoke this acceptance, if it is determined by Miatni-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 11805" Aluminum Horizontal Rolling Window — L.M.I. APPROVAL DOCUMENT: Drawing No. W08-81, titled "Series 805 Alum. Horizontal Rolling Wdw. (L.M.1.)", sheets 1 through 7 of 7, dated 09/19/08, with revision D dated 11/15/13, prepared by Al—Farooq Corporation, signed and sealed by Javad Ah4miid, 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, city, state, Model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after 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 occu!1r after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture sof 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. I�aihlre to comply with any section of this NOA shall be cause for termination aiid removal of NOA, ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may bedisplayed in advertising �teratlre., If any portioat of (lie 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# 12-0321.02 and consists'of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval Aocument mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E: NOA No. 14-0107.08 MIAMI•D7ADE COUN Expiration Date: May 13, 2019 Approval Date: February 20, 20A / Page 1 T. M. Windows LLC A. DRAWINGS i 1. Manufacturer's die drawings and sections. 2. Drav►liiig No W4841, titled "Series 805 Alum Horizontal Rolling Wdw. (L.M.I.)", sheets 1 through 7 of 7, dated 09/19/08, with revision b dated 11/15/13, prepared by Al Farooq Corporation, signed and sealed by Javad Abroad, P.E. B. TESTS 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 24113.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum horizontal rolling window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. I'TL-5945, dated 07/31/09, signed and sealed by Julio E. Gonzalez, F.E. (Sttbrnitted ttitder NOA No. 09 1110.02) 2. Test reports on: 1) Au 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 IBC, ".CAS 203-94 b) Forced Entry Test, per FBC; 24113.2. 1, TAS 202-94 along with marked -up drawings and installation diagram of an aluminum horizontal rolling window, prepared by Fenestration Testing Laboratory, Inc., Test 1Zepoyt FTL 5457, dated 01/22/08, signed and sealed by Carlos S. Rionda, P.E. (Submitted under NOA No. 09-0105.02) 3. 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 along with marked up drawings and installation diagram of aluminum horizontal rolling window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTI -5459, dated 01/17/08, signed and sealed by Michael R. Wenzel, P.E. (Submitted under NOA N'o. 69-0105.02) 4. Test Yeports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202--94 2) Large, Missile Impact Test peri FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum horizontal rolling window (XO), prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-3995, dated 11/13/03, signed and sealed by Edmundo Largaespada, P.E. (Subinitted under NOA No. 04-0120. 01) � _Mau rel Pea•�i; )�.. L, Product Control NOA No. 14-0107.08 Expiration Date: May 13, 2019 Approval Date: February 20, 2014 E-1' T. M. Windows LLC B. TESTS (CONTINUED) • 5. Test reports on: 1) Air Infiltration Test, per FBC, 'CAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum horizontal rolling window (XOX), prepared by Fenestration Testing Laboratory, Inc., 'rest Report No. PTL -3946, dated 11./04/03, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 04-0120. 01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, revised and updated to FBC-2010 on 02/27/12, prepared by Al-Farooq Corporation, signed and sealed by Jav4d Ahniad, P.E. (Submitted wider NOA4,09-1110.02) 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade DepTIment of Regulatory and Economic Resources (REF) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., lite. for their "DuPont SentryGlas® Interlayer" dated 08/25/11, expiring on 01/14/17. 2. Notice of Acceptance No. 12-123i.10 issued to Eastman Chemical Company (Mk) for their "Safle� Clear and Color Glass Interlayers" dated 03/28/13, expiring on 05/21/16.' u 3. Notice of Acceptance No. '13i-1126.20 issued to Allnex USA' Inc. for their "Uvekol® S Laminated Glass Interlayer"; dated 02/20/14, expiring on 02/08/19. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-2010, dated November 18, 2013, issued by Al-Farooq Corporation, signed and sealed'by Javad Ahmad, P.E. 2. Statement letter of conformance, complying with FBC-2010, and of no .financial interest, dated February Z7,2012, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. (Srcbrrritted under• pr•evtqus NOA#12-0321.02) b9anud Peres, E. Product Control Esa in ier NOA No. 14.0 7.08 t Expiration Date: May 13, 2019 E-2 Approval Datc: February 20, 2014 i T. M. Windows LLC NOTICE OF ACCEkTANCE: EVIDENCE SUBMITTED G. STATEMENTS 3. Laboratory compliance letter for Test Report No. FTL-5945, issued by Fenestration Testing Laboratory, Inc., dated 07/31/09, signed and sealed by Julio E. Gonzalez, P.E (Submitted under NOA#09 1110.02) 4. Laboratory compliance letter for Test Report No. FTL-5457, issued by Fenestration Testing Laboratory, Inc., dated 03/13/08, signed and sealed by Carlos S. Rionda, P.E. (Submitted ander NOA No. 09-0105.02) 4. Laboratory compliance letter for Test Report No. I'T1,5459, issued by Fenestration Testing Laboratory, Inc., dated 02/21/08, signed and sealed by Michael R. Wenzel, P.E. (Submitted render NOA No. 09--0105.02) 5. Laboratory compliance letter for Test Report No.'s FTL-3945 and FTL-3995, issued by Fenestration Testing Laboratory, Inc., dated 11/04 -13/03, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA �o 04--0120.01) G. OTHERS 1. Notice of Acceptance No. 12-0321.02, issued to T. M. Winslow, LLC, for their Scrie:s "805" Aluminum Horizontal Rolling Window - L.M.I., approved on 05/13/14 and expiring on 05/13/14. 0 E-3 n Mannel Perez.,$ r". 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D.L CVO. 0.1.. 01'G. i$.b/8 'n }2 5/B' 28 1/4• I VENT WIDIT - - VEM WIDTH .•- 0 T H Ul VENT WIDTH VENT MUTN $ 1 c]'- i3�a` ; XOX S17.F•5 TYPIC -AL ELEVATIONS XOR SIZES ' MAXIMUM DESIGN LOAD RATING - PSV MAXIMUM DESIGN LOAD RATTNC -PSP FOR SM SHOW ABOVE OR SMALLER FOR SIZES SHOWN ABOVE OR SMALLER OEM TYPE 'd' OIAS9 TYPB TI' GLASS TYPE 'C GLASS TYPE 'E' A _ GtAS3 1YPE 'A' OIS� TYPE 'e' _ IM.( -)1. BOA 80.0 90.0 130.0 90.0 90.0 29A 18.0 —80� 90.0 80.0 1y00 i NII+'I SHOWLOADS METALLIC ABOVE ARE FOR LIMIT Y VENTS PlDII SPRNO LDAOCO N.W U1tl2S, LOADS SHOHIN A90VF.' ARE FOR YHES, VENTS FOR 6tETALUC SlYEFP UTCFRS CTAT tWL LOADS 10 i30.0 PST. eWTH SPR01G LMOEO ALM LATCHES, FOR ,'�la� UETALUC LATC11i LIMIT M%. 10" ' TO 180.0 PSF. SUEEP . ; It, l' Q i�Y�Fj A ogn NR" I-RoD1u-^TItRVL9L11 TO PES ,1.4MM ^IPWB'S WHIN 14e Ptnrlda a $(� ! R �� n� NOTE: CLA :S CAPACITIES ON THIS SHEET ARE Rv.,,_:.' +�i - ' BASED ON ASTM E1300-08 {3 SEC. G(>.TTS) W13t{ 1 Roil ; _•�'�- j P4immilnNd: P�quR1t1NRITJI `d; mv:nG N A14D FLORIDA BUILDING COMMI`iION ,�H08,_�.� VECURAJORY SVa EMENI DCA05--DEC-219 2 t TT W3 -I W4 -7, Typim AmtoRS SEE ELEV. W2, IS FOR SPACZ10 wt-/ 0 TYPw', WIN" SEE Err. 'IHr. STRriCTIW A11,110 110 x C368; SEE P4 Sms ION & uu I to\ mc,`104sl PERSEPARATE N— AAJI U3 o" 11E 111VAHCHOPS . 0 R FOR SPACM LL WOOD SUCKS AND METAL STRUCTURE NOT En TM VANDnWl, (MUST SUSTAIN LOADS IMPOSED By CLAZNC SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. SEALANTS; =AL. ANMRS: su, ELEv. reR spA=G ALL FRAME AND VENT JOINTS AND CONNECTIONS SFAI ED WITH JIM M ULTRACON BY D`—I" X% Fy.l&l SILICONE OR ACRYLIC SEALANT. f WTO 28Y WOOD SUCKS OR WOOD STRUCTURES WFU110LES 1-112' MIN. PENETRATION INTO WOOD Wl .,1-1/4" X 1/4* WEEPHOUIES VATH PLASTIC BATTLE THRU Ilry BUCKS INIO CONC. OR MASONRY AT 4-7/8" M EACH END AND AT MIDSPAN 1-1/4' MIN. EMBED INTO CONC OR MASONRY W2 = I 1/4-X I/4?%VEEPIIOLES DIRECTLY INTO CONC. OR MASONRY NTu AT 4-7/8" FROMEACH END AND AT MIDSPAN 1 -5/8- MIN. EMBED INTO CONC. OR MASONRY o W3 _ 2" LONG WEEP NOTCH AT EACH END 1. W4 1. LONG WEEP NOTCH AT 32' FROM EACH END1/4` lEKS OR cc F MILLING SCREWS (mmor 5 m) H. z INTO METAL STRUCTUPES M STEEL U.105, (Fy = 36 KSI MIN.) r IN' (6083 T� MIN.) t� AIIIMINIIM : 1/8" 1 it - M N (',TEEL IN CONTACT WIIII A19M(NUM Tn HE PIAT0 OR PAJNI('.)) t,,RAm :•--a 101 1p, AIAPIFR INTO M-AMf -DADi7 1011111, AprRoWq Mill tO, :)VII, Iv (NO SHIM --PACE) riMr-4"(24C -DW&CE T,yl -V v INTO CONt;IVC AND kf.%Vtj,' 0'!10 0 V4'01) SrR.IG7tII`I. I ' MIN It'j, MlIAL STRII(AW;l 3/1" MIN. CONCRETE AT' HIM Sit, OR JAmos f',-. m 3000 1 31 .M,, C-90 HOLI.01Y/19UED VIA= AT JAMES 1'. . 20,,0 KI miti. —Em, Pk=mr ravism K AIM 5X, A fly Y TYPICAL ABHORS 3 PER 0. 0 I TYPICAL ANOUIRS Im-SEE vmf, OUCA E-Ev. FOR SPAIAX 2 t TT W3 -I W4 -7, Typim AmtoRS SEE ELEV. W2, IS FOR SPACZ10 wt-/ 0 TYPw', WIN" SEE Err. 'IHr. STRriCTIW A11,110 110 x C368; SEE P4 Sms ION & uu I to\ mc,`104sl PERSEPARATE N— AAJI U3 o" 11E 111VAHCHOPS . 0 R FOR SPACM LL WOOD SUCKS AND METAL STRUCTURE NOT En TM VANDnWl, (MUST SUSTAIN LOADS IMPOSED By CLAZNC SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. SEALANTS; =AL. ANMRS: su, ELEv. reR spA=G ALL FRAME AND VENT JOINTS AND CONNECTIONS SFAI ED WITH JIM M ULTRACON BY D`—I" X% Fy.l&l SILICONE OR ACRYLIC SEALANT. f WTO 28Y WOOD SUCKS OR WOOD STRUCTURES WFU110LES 1-112' MIN. PENETRATION INTO WOOD Wl .,1-1/4" X 1/4* WEEPHOUIES VATH PLASTIC BATTLE THRU Ilry BUCKS INIO CONC. OR MASONRY AT 4-7/8" M EACH END AND AT MIDSPAN 1-1/4' MIN. EMBED INTO CONC OR MASONRY W2 = I 1/4-X I/4?%VEEPIIOLES DIRECTLY INTO CONC. OR MASONRY NTu AT 4-7/8" FROMEACH END AND AT MIDSPAN 1 -5/8- MIN. EMBED INTO CONC. OR MASONRY o W3 _ 2" LONG WEEP NOTCH AT EACH END 1. W4 1. LONG WEEP NOTCH AT 32' FROM EACH END1/4` lEKS OR cc F MILLING SCREWS (mmor 5 m) H. z INTO METAL STRUCTUPES M STEEL U.105, (Fy = 36 KSI MIN.) r IN' (6083 T� MIN.) t� AIIIMINIIM : 1/8" 1 it - M N (',TEEL IN CONTACT WIIII A19M(NUM Tn HE PIAT0 OR PAJNI('.)) t,,RAm :•--a 101 1p, AIAPIFR INTO M-AMf -DADi7 1011111, AprRoWq Mill tO, :)VII, Iv (NO SHIM --PACE) riMr-4"(24C -DW&CE T,yl -V v INTO CONt;IVC AND kf.%Vtj,' 0'!10 0 V4'01) SrR.IG7tII`I. I ' MIN It'j, MlIAL STRII(AW;l 3/1" MIN. CONCRETE AT' HIM Sit, OR JAmos f',-. m 3000 1 31 .M,, C-90 HOLI.01Y/19UED VIA= AT JAMES 1'. . 20,,0 KI miti. —Em, Pk=mr ravism K AIM 5X, A fly Y TYPICAL ABHORS 3 PER 0. 0 I 1/4' SM <C.) STRUCTURE \ fl � 1 18 1; -----� iH5 OI'I. ' I ---- '"'I'll AIt�HORS J I SEE ELEV. 4 V IB FOR SPMW exz'EF.1 R XU LAYOUT OX OPPGSITF I (C) I �D) I/4' Stl VENT VJIDiH MAXCR 1 C r YWOD 811CR . C�]nO�SiRUC(IIFE _.... d TYPIG� ANCHORS SLE ELM FOR SPAflNO BXTb:R10}i ._ .... _....pmuoq mmx LAYOUT XOX U]A\N-DAA COUNTY APPRA MULLION SEE SEPARATE NOA 1/4-'U.x w'Hr VMifl__ I SWMS I TRY r "Y BUCXS I 1 �J�1I}I I 1 1 SCREENS IT, --i `j , ° ` ME ELEV. s jEr� rav svncalc �— �--- VENTS {4ITH II I RING LOADED LATCHES 1 � • —='N HISIUUT RF.VLSk1r ? II II CIVM1 mmMrk9 n'DIIih Plw(da I � `�� •r M. m� �anlr coda S i- i li it I y 1>,ryeWnm O,ve.Y.'s?_.�=4::i.: iib IT. q �, (204: • • [� R , .I a _ AIWvN ltaie �i.tW NL'PwPI d. •imi M. I EXTE .. ; 41'08 -81 _T._ •_tnucwv mum ._—�,_ __ vmmofv mmx __..._.... i I I t ' I 1 I i I �— �--- VENTS {4ITH II I RING LOADED LATCHES 1 � • —='N HISIUUT RF.VLSk1r ? II II CIVM1 mmMrk9 n'DIIih Plw(da I � `�� •r M. m� �anlr coda S i- i li it I y 1>,ryeWnm O,ve.Y.'s?_.�=4::i.: iib IT. q �, (204: • • [� R , .I a _ AIWvN ltaie �i.tW NL'PwPI d. •imi M. I EXTE .. ; 41'08 -81 _T._ •_tnucwv mum ._—�,_ __ vmmofv mmx __..._.... i I I t ' I 1 u ANT 11,0111 1/4' VAX. u"A I t 14 8 nvtm Amcm z vmx"r. sm FlEv. 0 rOR SPACING 0 0 7 --SMUUNS OPT. wl�o SUCKS 44 RA 14- lz T�PMM, AR"fORSj I , �—LL 8 SEE ELM 6 rout srm OX OPPOSITE ii la� r� I 0 1/4'. MAX (. 1/4' SM YEW ymvi w toy SUCKS 117T kk I' -SE' E ELEV. 4r '11, FOi 'PAC", . .._. .__ , it q EXTMIRl— LWI-DADC COUNTY A tic E 'S'Eft-MDUTEMINIC N 7 7 VENTS WITH SWEPT I.Anims � - - _ Ergr .amo Avtwn N:nO{9'T Rrvtel;h . I II 1 L.� 7 I I smam mt. of I I Ron F.XTFRIOR 4!40014W07H m -Som 7-- W08- IS I 5 1 7 s.Dae ---- I�• - trn •{ 1.oDe F.. .062 I J782� fI.--• •-{ � , � 7S0 %5 { 7.l-�J7 � 1.428 ).-.. II 1• j� .128 � {• 1.000 4• C<) VAND LOAb CLIP tA00- (6) TOP G BOTTOM RAIL �� I•� fi` I.oso FRAME HEAD Low %60 �l 064 I - 1.480 .125• 07) 1 aa 2.201 - --'d 1.375 - I tl?; MTC. STLL[ REINr. -4 F 31s Asa ..oey� 1.aDo sm r 7.317. ) .107.( (,a) SILL TRACK (]) JAMB STILE 23 111.000 L, f 0.]Y 2,312 ;;Oi 11x. STILE Row. 1.214 i0Y? . I �'J3'a )0. 1 .• � 7.3] 1.29 3 1.378 1 c"L 1546 I .1 - 929 .. 1000 1 a4s -11 1 + 1.2JS 11) SILL CLIP ADAPTER �(--L- - I.7E0- ��••�� 0.82 (---•-; `tA66(e; MEETING STILE (12) VENT LATCH 1.'tg 3.2%0 I 2.798 .Y62 641 iTPV PARD 8 giMi4M DEMIT'F10N MAT AL YANP./9lmrlli'R%BF:fIpR4 i 1M-130 t tTN)./E FffAD 60a3 -Te - 2 Ile -1339 _ 1 L'lC su PATE em -To - 3 _1Y-134 1 _ I'MW WIL lOP 8083-T8 °I IV -132 AS MQIL I FTNLY JAYS - 1RC0 TOP - 601791INA BOPS -T6 8083-T6 - - Engr�KC .NRUD _ TV -131A AS =D. - 8 TO -138 2/ WNT W -ISO i/ VENT ] JAYS SOLI' - .. LLawStat 6083 808to 3 18 - - B W-140 1/ Vol 9 IM -131 1/ VEOT r m) sTa (SMBNO LOADED Tom 6083-T6 - 8A TY -137A I/ VEYT I='HLE (a»ECP LATO'o 8083.. T8 10 tH-138 1 SLLL INApf 1N9ERt ----- 809.5•Tg ,1 1Y-13! I SBJ. QP AW12_L(VG AT YTD. SRIE LMAtNu --- $2 IM -118 t/ WK SYRBVG LOADED VETO LAKY, 3-'/8 iONo .6083-T8 ao63 -ra At 400 !.MN 12A - 1/ VIN"!._ IeEWL10 b51TEP tMCH - AT L00 'SAN -- --- 126 }e % 3/4- 2/LATCH Smp Lac,, YOIAFTDtO slRlm FH sYs t3 N-1410. N-IPl 0.5 10'00. AS IffOD. GWIW. I!AO (FALTOIAOV G10.5G) C .m PE:9t (0616- W,. GIASS) 6063 t6 GO&1-18 - 130. t4 ll1-IS4 0.9 KW. Y'RD) LOAD CLIP, 4- LW 8063-10 - IS - 1/ S11LE !e[DIIN(. SME RE900RC9M. 6083-18 - '6 ..17 - 2/ bME F=D ST6 REINFOFCVm.. 6083-16 - H31225 AS R000. F94 SEAL N TRI^r1Y' (.270• % .220- HF.H) }'mm r8 N43371 AS REQ=. FW SF% O TFIP@m (187 % 37D 1 UI) \i99i 14 Y!432M _ A RlQD TTN `;Ek 7 TF -PN (IP v ,200• ICH) YM _ 2U 8904} 4@RSIJ P LbSF Cfl FOAU ]/8 % I- % I 16 u"' 71 2f YC1O _ VENT MLFR Idt4NC h' GNIF M ,PC At EAC Ett T ROLLEC/Y tEtt 27 A 2 I- 2/ CUPOLR rPUrc 0.55[ IJ T'tYO a_._ --_... - H PML 4- 24 /10 % I' 7/ CORtO.R VLM ASSE4IRIT YMttt - nH, R'1L4•-, ,,}1. 76 - 1/ LATCH VENT incl '2TtR(G 1, sen - 76 TTSI11r AS NIDA Im 9FM tl•:INIM9tm (.1e7• % .171 IWR1) 2] IY-I01 1 9m W A BOB3-18 }) FRAME SILL TOP I.M4 -S.O99 -p _+. _082..092 t �z TTP. TTP. 2828 11 1919 1.799 f �2 992-• 3.042 3•' 3 3.I B8 3. I42 I .. -I 1, typ. I it It 1- Ins -r - ( U _- -p REQ I .183. �I A� 7 I+-3.069.978 •- FRAME SILL BASE L4% FRAME JAMB VENT I.6)FRAME JAMB - FIXEO (27) SILL RISER .----2312--�•� h2.31 435, 1833f •wID1.437t �8> FIXED SOLE (ST'WNG V.TCH) .. •LISo �9Af FD(ED STILE (SWEEP LATCH) .0-3) GIAANG KATI 11 (Lm. GLASS) 923-J (V) C=NG BEAD (96OL. LAY. 9IADS) }) FRAME SILL TOP I.M4 -S.O99 -p _+. _082..092 t �z TTP. TTP. 2828 11 1919 1.799 f �2 992-• 3.042 3•' 3 3.I B8 3. I42 I .. -I 1, typ. I it It 1- Ins -r - ( U _- -p REQ I .183. �I A� 7 I+-3.069.978 •- FRAME SILL BASE L4% FRAME JAMB VENT I.6)FRAME JAMB - FIXEO (27) SILL RISER i °I wl �Slui� IIC Engr�KC .NRUD 1'Hla)IVLW9) �11 �I CML m..mphtllg Wnm"mghlh447m167 yy t�pp� AcnplomC Ho4N �,�' ) `, h8aM 0.de rrudla, l'•miyd i,.'.6ng n dV08_-81 ?L; SIC�g PH. SMS. FRAME TOP CORNER (4) 912 1 1 I/V M Slit A (muc ov, SCUD", #10. V PIL � 'k. �-- A��Y Samos I Im. Pr ASSfNBLY In - ANT BOTIMd CORK ml 2 1 ail WO8- 81 . kml Dm- P� 1 IIAMOUE MIAMI-DADE COUNTY ii I NEW PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA)Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION IL 1. —° T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA j C E - I �-6 w•ww.iniamidade.gov/1 era/ T. M. Windows, LLC. MAY 2 2014 601 N.W. 12" Ave. Pompano Beach, FL 33069 DY: 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 PERA -Product Control Section io 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 Miarni 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 stzch testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA 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 -249 Aluminum Outswing Doors w/wo Sidelites-L.M.I. .APPROVAL DOCUMENT: Drawing No. WII-03 Rev B, titled "Series- 249 Alum Out -swing Door w/ Sidelites (L.M.I.)", sheets 1 through 16 of 16, prepared by AL-Farooq Corporation, dated 02/10/11 and last revised on APR 18, 2012, signed and sealed by Javad Ahmad, P.E., btlaring the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Section. MISSILE IMiPACT RATING: Large and SmWl Missile Impact Resistant Limitation: E' 1. See sheet 5 for single or double Door Des gn Pressure (DP) rating Vs glass type and/ or threshold type (Exterior (+) water limit) 2. See sheet 6 for Stationary unit or doors w/ sidelite DP rating Vs glass type and/ or threshold type. Lower DP rating of Doors or Sidelites shall control when combined together. 3. See sheet 4 for Single Door w/ SHW design pressure rating Vs glass type ,and/ or threshold type, limited to single door application only. LABELING: Each unit shall bear a permanent label with the ma'nufacturer's name or logo, city, state and series and following statement: "MiamNQade 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 kiterature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A, copy of this entire I40A shall 6c provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at tate request of the Building Official. This NOA revises NOA # 11-0218.05 and consists of this page I and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda; P.E. t; NOA No 12-0208.14 MIAMIQADECOt]rVTY Expiration Date: April 21, 2016 j Approval Date: May 03, 2012 �`I ;�Page 1 t � 41 T. M. Windows, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A., DRAWINGS 1. Manufacturer's die drawings and sections (transferred from file # 11-0218.05) 2. Drawing No. Wl 1-03 Rev B, titled "Series- 249 Alum Out -swing Door w/ Sidelites (L.M.L)", sheets 1 through 16 of 16, prepared by AL-Farooq Corporation, dated 02/10/11 and last revised on APR 18, 2012, signed and sealed by Javad Ahmad, P.E. Note: This revision consists of FBC 2010 notes only. B. TESTS (transferred from file # 11-0218.05) 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) WaterjResistance Test, per FBC, TAS 202-94 4) Large (Missile Impact Test per FBC!; TAS 201-94 5) Cyclic Wind Pressure Loading; per VBC, TAS 203-94 i. 6) Force Entry Test, per FBC 2411312. 1, TAS 202-94 along with marked -up drawings �nd installation diagram of aluminum outswing doors W/ wo Sidelites (samples A-1 thru F-1),1 prepared by Fenestration Testing lab, Inc., Test Report No. FTL-6168, dated 12/14/2010, witnessed by Jorge A. Causo, P. E. and signed and sealed by reviewing engineer Marlin D. Brinson, P. E. Note: This test report has an addendum letter dated March 28, 2011, issued by Fenestration Testing lab, Inc., signed and sealed by reviewing engineer Marlin D. Brinson, P. E. C. CALCULATIONS 1. Anchor verification calculations and structural. analysis, complying with FBC-2007, prepared by Al Farooq Corpqration, dated 02/17/11 and last revised on 04/01/11, signed and sealed by Javad Ahmad, P.E. (submitted under file # 11-0218.05) 2. Glazing complies w/ ASTMS -1300-02 & -04. D. QUALITY ASSURANCE 1. Miami Dade. Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 110624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Sentry Glass ;interlayer 0", expiring on 01/14/17. 2-. Notice of Acceptance No. 11x0325.05 issued to Solutia Inc. for their "Saflex Clear or colored interlayer", expirini on 05/21/16. I F. STATEMENTS 1. Statement letter of conformance FBC 2010 and letter of no financial interest, prepared by Al-Farooq. Corporation, 01/19/12, signed and sealed by Javad Ahmad, P.E. 2. Statement letter of conformance FBC 2007 and letter of no financial interest, prepared by Al-Farooq Corporation, 02/17/11, signed and sealed by Javad Ahmad, P.E. (submitted under file # 11-0218.05) 3. Lab compliance as part of the above referenced test report.. G.. OTHER 1. This NOA revises NOA # 11-0218.05, expiring on April 21, 2016. 2. Test proposal # 10-0017, dated 01/06/10 and e-mail test revision dated Oct 06, 2010 approved by BCCO. 1 - Ishaq 1. Chanda, P.E. Product Control Examiner NOA No 12-0208.14 Expiration Date: April 21, 2016 Approval Date: May 03, 2012 E-1 HEAD/SRL ANCHORS ( f 1 AT SIRE ENDS 41 7/e' (8) AT 3', D.C. FRAME WIDTH(' �wwTH _ _ 8_4A7t. 3' I Q p SURFACE APPLIED HEAD/SRI. Trp. iS• 4Ax I �' }p FIEAp/SRL UREDO/SSW. r FALSE MUNrNTS S CORNERS HEAD/sot Fj a CORNERS A� I MAY BE USED I{F r A , \ ' SEE SHEET 5 / i \ p•O � g vI O - s \LOEE SHEENS I , Ir \SEE SHEET S oLOOK SEE IONS SHEET ' ... \\ ' / �I 0 z o e ; CB) .. I CLASS D.LO. DIMS. SI l I - INACt:tE _ ACIWE C-go 1 D.Lo. HEIGM (DOOR & SIOEI.ITE) =FRAME HEIGHT – 14.875' _ , . __.. ..._— :_ --j_� ---_.f p.11=pa D.L.O. WIDTH (X DOORS & O PANELS) - FRAME WIDTH – 11.875' pp I I' I D.L.O. WIDTH (XX DOORS) - (FRAME WIDTH – 20'/229 7'P „ },I , 1 O.L. aPc. i YY§§SS u.t Um uL. o"V. OB S/8^ 38 S/e" -- LEN' WIDTH LEAF tWUEH 38 5/8" LEAF WIDTH SERIES-24D ALUMINUM. FRF' N_�P_Q_4R.FI$ 'fYpICAL ELEVATION TrPICAi Ei FvATION P P, L'BQDLI(; T' Rcvteum APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (%x) LEAF DOORS (x) < xx) OAudffiRnFk yI.j WITH OR WITHOUT SIDEUTES. SIDE UTFS CAN BE ON ONE OR BOTH SDES OF DOOR. S1NGI.R LEAF DDDR RIIAL LVAC ,pypR A-*Pb—qe •It} SEE SHEET 8 FOR DESIGN LOAD CAPACITIES. -- . – n42$_ar-Mores 1 ry-m I THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WRH THE REONREMENTS OF THE FLORIDA MALOING CODE INCLUDING HIGH VELOCITY o HURRICANE ZONE (HVHZ). Iffy OR 28Y WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. -_.- - .. __.. • b 4 I . ARE RATED NOWT PART OF DmrNr To SAGE�mAlER1x SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCOSHUTTER•' ARE NOT REQUIREDFOR LARGE AND SMALL MISSILE IMPACT-I FwCA�N.y� T0�82 f HIS ANCHORS SHALL BE AS'USTED, SPACED AS SHOWN ON DETAILS, ANCHORS -5d! JI HPoNOR LOADING CONDITIONS NOT SHOWN G N THESE DETAILS ARE I OVAL A LOAD DURATION INCREASE IS USED N DESIGN OF ANCHORS INTO WOOD ONLY. -- _ MATERIALS INCLUDING BUT HOT LIMITEDTO SITA/4ETAL SCREWS, THAT tlranitgl o.i COME MP CONTACT WITH OTHER DISS8IILAR MATERUUS SHALL MEET THE W1 1-03 „REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. AP 1-8 202 -- `h9et 1 of 161 1 I'. i f 4 Y I} n z 0 51 0 CY 09 UR 4 z 41 (3 Z 1,'*,.-, .02 A"4*— ftl�� 0-6- AU2:Lw_ d..i.(j ( wil — ftel 2 -fl ANCHORS AT MVUJON HEAD/SLL ANCHORS AT 4". 7' & 10" FROM END OF AT STILE ENDS AT 3 O.C. /-FRAME At DOOR AND SIDELITES AT HEAD/SILL FRAME WOM l/—(6) '1 41 7/8V' 11/4' MM 1/4- 80" MAR. 4'/" 1 SIDELITE FRAME %mm U DOOR FRAME FRAME WIDTH V MAX. r SURFACE APPLIED FrFAD-1su TMP. FALSE MUNTINS CORNERS ORNERS F F MAY BE USED HWCE OPTIMS SEE SHEEY5 4 ttt S iii OPTION II \LOCK �EE SHEET N nE3 D.L. OPG. 28 7/8" D.L. WC. 0. , '.l. LEAF WIDTH 38 5/8 - LEAF' WIpTIi LEAF TMCAL QZZM ( oxxo ) WITH PANEL SlUNUM SIDELITE OPTION z 0 51 0 CY 09 UR 4 z 41 (3 Z 1,'*,.-, .02 A"4*— ftl�� 0-6- AU2:Lw_ d..i.(j ( wil — ftel 2 -fl 41 5/8-29 7 :2=RtV". ---(3pc- t).L /a. ;:=.A pb" D.L. .L. D.L. OPO. 46 3/9, moM. 5 /S� Man. WWIDTHA 4 LEAF TYPICAL ELEVATION ( OxxG ) YOU Hi N 9 Ra- -SET- MD. Urlz -SIVE=B OPTXO ';. TrG=Z 4AR 1'8 gI HEAD/SILL ANCHDRS ANCHORS AT 0, r AT MULLION & 10* FRAM END OF (Al) IM "B" Al 3- O.C.-FRAME DOOR AND SIDEUTES FRWE WWH NP. AT M/VtL WAD SILL n? 15" Mo. DOOR MAW SURFACE APPLIFA COWERS FALSE MUXM4S MAY BE USED LF SEE SHEEY 5 o \LC" OPMN �EE SHEET 5- L -. INACTIVE ArTMK b 41 5/8-29 7 :2=RtV". ---(3pc- t).L /a. ;:=.A pb" D.L. .L. D.L. OPO. 46 3/9, moM. 5 /S� Man. WWIDTHA 4 LEAF TYPICAL ELEVATION ( OxxG ) YOU Hi N 9 Ra- -SET- MD. Urlz -SIVE=B OPTXO ';. TrG=Z 4AR 1'8 gI 41 Et j 1 i -t z is gms: (.p\ NOTE: � BI SIN LE HUNG WINDOW IS INTEGRAL PART OF THE SINGLE DOOR.I 4 DP +65 —80 PSF o s • EXT.(+) DP WITH HIGH THRESHOLD, LINOTED TO +58 PSF WITH SSD. THRESHOLD MODUCPRI:VMW w �PP6'bY with t9. Florida y 9 � I Ct\ Id � 77 �wllMl C_.... 0 :IJm ° �Im ISE !�%9j / m s m I / g' fs / jsneel 4_0! 1611 O - OPO. 38 3/B' eML �— LEAF WIDTH IM CAL ELEVAllON ( x ) FOR DESIGN LOAD CAPACITY SEE SHEET 3 SINGLE 4EAE DOOR PITH SIMPLE HUNG VMIN, INSERT S.H. WINDOW., INSERT OPTLoN 1 I l I t z P: �o �U 5 0 n m gags N O 3LL LLzoi_� ¢b�g� i J ar 'a p. vuv, wwm j 1 i -t z is gms: NOTE: SIN LE HUNG WINDOW IS INTEGRAL PART OF THE SINGLE DOOR.I DP +65 —80 PSF o s • EXT.(+) DP WITH HIGH THRESHOLD, LINOTED TO +58 PSF WITH SSD. THRESHOLD MODUCPRI:VMW w �PP6'bY with t9. Florida � �wllMl C_.... 0 :IJm ° �Im ISE !�%9j 'APPF1A [ DIA a[¢U,xel : 2 `.,: W11 03 II jsneel 4_0! 1611 j 1 1� rt � j I I I I I I I i ' SII .. R TNDTEf� DOOR WIDTH F(LTME WIDTtiI 11� 4'VI SII ya b AtTNE I � IWLiIVE AACIItlE- � �nCihE fC �a 1 Fj Rg h_ _- — 4(7.1 Y 81NCL6 1.6AA (%) DOORS WITHOUT SIDELIT65 D008).E LEAF (%%) DOORB PITROOT 91UKLITE9 SINULI: LKAI� {%) TIMES 19ITFI .Y_.11. INCFItT Q 615' t2ij DESIGN LOAD CAPACITY - PSA j DESIGN LDAD CAPACITY - P8A DESIGN LOAD CAPACITY - IRP --- -_--_ '� GLASS TYPES GLASS TYPES GLASS TYI'E8 ---- _ — �' FRAME WIDTH FRAME HEIGHT A OR AI' S' OR 'BI' iRAA1F Y/1DTN FPAME HB(ITI 'h', 'AI', Tt' OR 'fll GLASS TYPES 0 Oi1011 FRAVE WHOM FRAME HLIC.HT 'A', 'AI'. 'B' ON '81' INCITES INCHES E%T.(«) Wf.(-) EXT.(+) NT(-) INCHES INCfICS E%f.<+) DR.(-) IAKHES INCHES 42 109 80.0 89.0 100.0 141.0 80 708 80.0 80.0 42 LOB 85.0 I 80.0 EXT.(+) LDADS SHOWN ABOVE ARE WITH mGH TLISESIOLD EU.(+) LOADS SHIM ABOVE ARE WH MGM THRESHOLD GLASS TYPE 'F' @ S.H. On.r o FOB SID. THRESHOLD OWN EXT.(+) LOADS TO S&O PST FOR SD, THRESHOLD UW EKT.(+) LOADS TO SILO PSF EXY.(+) LOADS S M ABOVE ARE VARA HOLT THRESHOLD FOR SPO. THRESHOLD LOO EXT.(+) LOADS TO 58.0 m R t ox. 15 rye Z Zip a. 44SJ4�) HINGES: rreYUCPRrAM OPTION Bt OPTION &1 nM11Ear/4aBh STANDARD STEEL THROW BOLT LOCK, KEY OPERATED ON 7-5/8" LONG ALUM BUTT HINGES. AT 12" PROM EACH END laMiai N. 2.-0 'lY EXTERIOR AND THUMB TURN ON INTERIOR AND ONE AT MIDSPAN OF LEAF. 8 (o AT EACH ACTNE LEAF LOCK STILE, 48" FROM BOTTOM B!rrn £ CONVENTIONAL. LOCKSET WITH KNOB, KEY OPERATED ON 3-1OPTION/4LONG ALUM PHOT RANGES, AT 12" FROM EACH END BBFwi 3 i, EXTERIOR AND THUMB TURN ON INTERIOR AND ONE AT ALUMIDWA OF LEAF. 4 AT EACH ACTIVE LEAF LOCK STILE, 35-1/2" FROM BOTTOM FASTENED TO FRAME WITH ((2) 1/4-20 X 1-1/2" MS u MANUALLY OPERATED CONCEALED FLUSH BOLTS FASTENED TO PANEL WITH (2) SJ 18-18 X 1-1/2" MS I .. . AT TOP & BOTTOM OF EACH LEAF LOCK SANE NOTE: _ (4) AT OOUBLE(XX) DOORS, (2) AT SINGLE(X) DOORS GLASS CAPACITIES ON THIS SHEET ARE OPTION 62 .0 Lam' ' "' BASED ON ASTM E1300-04 (3 SEC. GUSTS) MULTI-POINT LOCK SYSTEM WITH LEVER FIANOLE LOCATED FRAME CORNERS AND GLAZING SM TO PANEL SEALED AND FLORIDA BUILDING COMMISSION AT 40-1/2" FROM BOTTOM OF ACTNE LEpF LOCK SRIF WITH WHAT COLORED SEALANT. DECLARATORY STATEMEM DCA05-DEC-219 -_` FASTENED WITH (2) 812-28 X 2-1/4" OH MS SEAMS BETWEEN MULLION AND JAMBS SEALED WITH SILICONE. — - METALLIC STRIKE PLATE AT 40" FROM BOTTOM f� j-1 OF INACTIVE LEAF LOCK STILE FASTENED WELL (3) 810 X 1/2" FH SMS fLA VE g 7W112 o.A.rL 4838 MANUALLY OPERATED CONCEALED FLUSH BOLTS /' u AT TOP & BOTTOM OF INACTIVE LEAF LOCK STILE OPERATORS AT `) 1� 2" & 76 IK2" FROM BOTTOM L r ,inp FASTENED WITH 2 8-32 X 1/2 FH MS , drol (FLUSH BOLTS AT TOP & BOTTOM OF ACTH ASO MAO➢VE LEAFS li I W 1 TO W APR A 2012 ENO6GEp WPoNO ('ERg09 OF NVRPoG4IE NAWIMC) I t -iheet 5 1161 - I I � fl I 1 STATIONARY PANEL (0) OR DOORS WrrH MOMM iI DEMON LOAD cApAciTy - rsF 51DE111 11, PANEL/DIRECT SET GLASS TYPES FR" NEWT D DOOR WIH w SLnE =IN OR '31, INCHES INCHES INCHES EXT: TINT 81 41 7/8 (X) 48 80.0 69.7 In 41 7/8 so (m)48 80.0 69.7 91 41 80 (XX) 48 80.0 69.7 97 41 7/8 (X) so (XX) 42 80.0 79.8 103 4180 /8 (X) (XX) 42 80+0 79.6 10 41 7/8 CID SO (X* 41 710 80.0 80.0 M TLOADS SHOWN ABOVE ABARE WH HIGH THRESHOLD FOR STD. THRESHOLD LWT M.(+) LOADS 70 58.0 PSF NOTE: FOR DOORS CAPACITIES SEE SHEET S. FOR SIDELITE CAPACITIES SEE CHART ABOVE. LOWER VALUES FROM DOOR OR SIDELITE CHART WILL APPLY TO ENTIRE SYSTEM. I. DIRECT SET SIDELITE WIDTH ODOR UOTH m OR OR)— FF PANEL SOELITE WUM DOOR MOTH m LEO JI! IMAGINE PANEL SIDELITE WIDTH DOOR WIDTH I 013 STATIONARY -0 ,200R W. SIDEIJTE 11, SWEOTE W. DOOR W. 50MITL W, t 4L 04X OX0 z 0 �31DELITE WDOOR W. SIDELITE W DOOR W .a4 I — — oma (0") ( xxO ) CUD�'° ry -09UCTREV. FNFJ—D -M ILI IF F"' �Il iii (W111-03 (eh -=60 161 iI 51DE111 11, NOTE: GLASS CAPACITI, 1111 11115 S R BASED ON AST. E"""_.4 SEC. GUSTS) AND IU COMMISSION ;e DECLARATORYi"I TEMENT DCA05—DEC-219 I. DIRECT SET SIDELITE WIDTH ODOR UOTH m OR OR)— FF PANEL SOELITE WUM DOOR MOTH m LEO JI! IMAGINE PANEL SIDELITE WIDTH DOOR WIDTH I 013 STATIONARY -0 ,200R W. SIDEIJTE 11, SWEOTE W. DOOR W. 50MITL W, t 4L 04X OX0 z 0 �31DELITE WDOOR W. SIDELITE W DOOR W .a4 I — — oma (0") ( xxO ) CUD�'° ry -09UCTREV. FNFJ—D -M ILI IF F"' �Il iii (W111-03 (eh -=60 161 GLAZING DETAAT SIDELITE F10.CAIL B 7Fw8'e 4 Vi 3/10` HEAT STREMD GLASS 3/18' HEAT STREN-0 GLASS .1/4' AIR SPACE (Fy Ft 3/18° HEAT ST1EN'D GLASS -1/4' AIR SPACE 3/18' HEAT SIREWD CLASS —• W0 94TERLAYER 3/18' HEAT STREN•D GLASS -3118' HEAT STREN'D GLASS .090 INTERLAYER 0 SAFLEX PVB BY 'SOLUM' .090 INIERUYER SAFL" PVB BY 'SOLUM' .OSO 1NfER1AYER SENTRYGIAS BY 'DUPONT' SENTRYGIAS BY '-1/8' HUT STREN'D GLASS R a F u 3/18' HEAT STRERD GLASS SILICONE -3118' HEAT STREN'D GLASS 3/18' HEAT STREN'0 GIf� 3/18' HEAT STREN'O MASS SILICONE .090 INTERIAYER SLNT1'GUS B•' 'OUPOfIT' o ' o[ RGsno1 SILICONE GE 12$7701 OE ROS7701 GE 1200 g 1A- HFAT STRFN'0 GI ASSf dOE1200 F /7" SILICONE9 CE 1287701 O'O�rog 2 GE 1200 O a 0 11' I ro� ~ OWN¢ 1i i n o_ O N 4 � o SA � SPACER �8 BMS/2' FROM ENDS \� �-AT 4to s-iS/2' FROM AND 10-1/2' O.O. AND to -,/a• O.C. i EPOM SE11N0 BLOCK --- EPDM SETTING TAOCN I .. 1/B' 2 3/4' XeLONG 1/8' x 3/4' z 4' LONG m 2 PFR LRE, AT 8' FROM ENDS 'Al! 2 PER UTE. AT 8' FROM 'D1' ENDS GLASS TYPE,-' -CALASS TYPE MASSTYP lm-, GLASS TYPE GLASS TYPE T (S.H. WINDOW PATH SINGLE DOOR APPLICATION ONLY) U •I �yw, ik 9LAZIN.9-u-UQN3 ` 'k GLASS TYPES GLASS TYPES wg 3 G 'A' OR 'B' (ABOVE) 'Al' OR '8T' (ABOVE) .i o fear ¢, 50.1CONE GE ROS7701 GE 1200 p¢. F3 SILICONE GE RGS7701 GE 1200 - - - !4B� "P(1 DPA GLAZING DETAAT SIDELITE F10.CAIL B 7Fw8'e 4 f I TYPICAL ANCHORS SEE ELEVATIONS lay Wows= 'OR SPACING EDGE DIST (SEE NOTE SHEET ALTERNATE A . 111,10,01, 1 110, 14 0A IL , 119 0 TYPICAL ANcKORS 16 SEE ELEVATIONS OIL a < FOR SPACING FOR SPACING wooD BUCKS AND METAL STRUCTURE NOT BY TM WIN 0 'a METAL MUST SUSTAIN LOADS IMPOSED GLAZING SrRUCTURE TRANSFER TkIEM TO SYSTEM EDGE AND THE BUILDING STRUCTURE. DIST._� 4 4WOMOLT PENI rRATION el SEE ELEV. FOR SPACING BY � ELCO (F. -I 7 KKS.Fy-I INTO 2BY WOOD SUCKS OR WOOD STRUCTURES 1-,1/2" MIN. PENETR,%[IOM M110WOOD rn �A THRU IBY BUCKS INTO CONIC, OR MASONRY FOR SPACING 1-1/4' MIN. EMBED'MTU CONC, OR MASONRY O DIRECTLY IMO CONIC. OR MASONRY 1-1/4- MIN.' EMBED INTO CONC. OR MASONRY 0 'tjlt C SCR (GRADE 5 CrS) MTO ROVED MULLIONS (MIN. -,-K I/B ) I z INTO METAL STRUCTURES App STEEL : i/8. THH. MI (Fy - 36 KSI MIN.) N ALUMINUM :.1/8" THK. MIN. (6063-T5 MIN.) OR (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 6— 1 TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY INTO WOOD STRUCTURE 1' M; 2* MIN. IN. INTO METAL STRUCTURE a 3/4" MIN. CONCRETE AT HEAD. SU OR JAMBS Ve - 3000 PSI Num E? OR C-90 HOLLOWI BLOCK AT JAMBS f'. - 20M PS MIN. raoumaxvi" PiORNEDIA,TCM is :2 08 44willawma.FlAft cl to A. ALTERNATE ALTERNATE y_,� OIIItATING INIT' �) 3/9' X FOR SPACING FOR SPACING WEEPS En. AM c Ig FROM TYPICAL ANCHORS GAL ANCHORS • ENDS SEE ELEVATIONS T,; a." TI(PICA1. ANCHORS ma DIST. EDGE DIST. SEE ELEVATIONS EDGE O.Sf. —SEE ELEVATIONS h FOR SPACING HIGH THRESHOLDDAM THRESHOLD LOW THRESHOLD MFOR R WATER RESISTANCE Ag� "INCE NOT �'D FOR WATER RESISTANCE tlroreiny FOR WATER W36 LIMIT MAX. LOADS TO 100.0 PSF((SNGLE LIMIT WX EXT(+) LOADS TO 58.0 PSF - XT(+ 0 DOUBLE LIMIT MAY DE.J++� Qj� _7rjZ APR.. 2012sheet a of 16: / 3/8' MAX. J O 3/B• NA1L �y II l sxw auRnuTE E SHIW '- IWCHOR C lOG6HON \ J,? MAL �_. - __-_.-- J 3 .HOOD BUCK , Z n SIRVCRAlE __ ACTIVE LEAF I O0 �I rdnmL ANCHORS o Q U , FOR SPAOPlO ` -__ atl ._ _ ._. _. .... _.. rt _ o ® _.�,21 � `�XX CHORS 13 iEE EXTERIOR (S apR SPRUNG $ n iilL FRAME JAM8 I. LL Z --- Ea VqH nooR_FR.E WIDTH � 0� OPTIMS — -- - — -- � S 3/s• e+nx.. sHua � P m . OC ummow �� 2w Vi= e/uCrc N V a IN -ACTIVE LEAF m TURF 3 "P�ceLC _•• J ,—� � ACTIVE LEAF FOR SPACING "a\ I IB 21 r - ---- -� a1 21 S � . TYPICAL PNCHORS o EXTERIOR SEE ELEV. t I IFAF 6YIDTH FOR SPACING c SM MNMS SEE LOCH OPTIONS -- - ._PICT MGM (SEE -___• DOOR FRN.fC R907H-._ HPlaOE OPTIONS f S) o b' iFlFlbtvlwla Qe F/xMn — Aeens! OpEftATI UNITE yy�Fa, S i d—in ( W1 1 APR :R 2012 —03 Lr,oet9 et 161 I TYPICAL ANCHORS SEE ELEVATIONS EDGE DIST. FOR SPACING ALTERNATE 16 21 21 *' EXTERIOR LEAF Am BOW FUNGES DOOR FRAME WlUrH T' OR OR IYNps CM, (is) EAObxM 0,1. F- 161 ALTERFIATE • EDGE ;yi;. G is LE mis 3/8' Ila,ENDS TYPICAL ANCHORS FROM SEE ELEVATIONS WE ELEVATIONS ";m ANCHORS FOR SPACING R PANEL H Lyl —03 SIkELITH NIT (BIG -L- - --UXM—L= —Tj=i0LD) EANEL—MRIUM—u TltU$—H0jW Sheet 10 of W 0 TYPICAL ANCHORS SEE ELEVATIONS EDGE DIST. FOR SPACING ALTERNATE IIV 4% IIANUk--SIDFTJTK_LNSI'AjLAMION Dg-l-AIL'i 1111 �>--'.=710CATION /10 CF) da Is ALT, FRAME JAM 6 0 3/a* MA)L SHW I0 x * P, so 0io x I" Fx sms AT C FROM ENDS AND I r O.C. MAILAT -,c fLj 6 FROM ENDS 'm 24* G.C. c TYPICAL ANCHORS SEE ELEV. FOR SPACING 16 16 21 21 *' EXTERIOR LEAF Am BOW FUNGES DOOR FRAME WlUrH T' OR OR IYNps CM, (is) EAObxM 0,1. F- 161 ALTERFIATE • EDGE ;yi;. G is LE mis 3/8' Ila,ENDS TYPICAL ANCHORS FROM SEE ELEVATIONS WE ELEVATIONS ";m ANCHORS FOR SPACING R PANEL H Lyl —03 SIkELITH NIT (BIG -L- - --UXM—L= —Tj=i0LD) EANEL—MRIUM—u TltU$—H0jW Sheet 10 of W 0 u TYPICAL ANCHoes D��— �S�WELIA UATJIDDL� DY,'YATII,.'; EDGE DIST. FOR SPACING R (DK 0m OM m JS S 0 m 3/8* MAX. SFUM CM) CD 15 TYPICAL ANCHOM SEE ELEV A ---- -- - FOR - - ------------- ----- 21 EXTERTOR 5 D.L. OPG.— LEAr WIDTI� SILICONE ;.T DIRECT KT SIOUSTE WIDTH.---... DDOR FRAME MOLH #10 x I- PH sms AT n^ FROM ENDS 910 16' O.C. MAX P"mw 2 bdoq 0. 2,9 c C 1p R WICT SET SIDELITL EDW DW. •_—_. wl 1 _.4=- ,. }�}so L_.. 12.5 �- '°zs _{ 062 ,__.._ r .5W_ 1.750 2.37 I &� ..�h.332 g -1.843 1 1.84J - {«., 45 of Vij FRAME HEAD C7 TM o99 I .080 � PANEL GLAZING BEAD 3 M 9 SIDEUT H'EAD/SILL pp--3.483- B. FCu I•- .715050 } .082 -2.375 r--2.125 .1211 0.310 Cad CENTER 7888 0S]2 II., a 4.000 ifs I.]99 T ? w BOTTOM RAIL I{ lit _i m } 19 t,i82 .-i. -2.125 �•I� .125 �I 0.245 -'jam"( 0.572) OW 37889-A OUTER ROUGE. HWGE PEN, SICD7EUTE GLAZING BEAD (INSUL LAM. GLASS) C1 "/ PIVOT HINGE Q E _ r___ s . Oo J?4 DOOR IM-29236 1.5oo •250 { 082 C \ STD. SILL ADAPTER 2• N�S788 ..4.060 125 I.O� .900 .i80 I, .125 5 I II 1316 I -- MID RAIL CORNER CHANNEL �� 1.780- .� l D DOOR JAMB/SIDELITE FRAME BA!3AOa9999 I^-}.025 .082 I 1J&1-'1 •*'.055 .082 III.-f.egg A93 _ .825 LOW THRESHOLD 97DKO pJ z R 1.O1J0 ) - .oez 9.800 .._.._, -_4.090 093 � HINCE CAP, .250 p -t.eT9 j jIII • DOOR HINGE STILE . TM -37995 BIO X 1J2' F.H. SMS - HIGH SRL ADAPTER (28) ,M-193.562 '�t.BB6-•� ; o� 2.iS7- L 895 .625 X8 2 M-4Aoe-. /^ ODOR TOP/BOROM RAR. TM -J2994 ° II 2.000 T I ° I 3.900 ° I I ].BBB L °o I II o0 2. 4.530 .125. INSUL. GLASS PANEL 1DAPTLR I17 -4.059-- ryI _ I` 2.040 1.750 9� �Y5I 1,574 _..� 7p A7S .625 1----4.00D - 2.128 ! FRAME SILL (STD.)O J2 M797 MULLION 1$ IM -,a IA SILL GOVER J0 TM-1so .�-2.625- eBODOITRvvmw 3'3 U�\ ACTIVE LEAF LOCK STILE TM -172 Q BUR HINGE .2 c + �` C�DWEATHER-STR7IPB GA -31826 oo 4D'JPII- .,BB - ��M•cn. wCm�:sLa�Te' �•8iG1�.9a1N8"W2RR'A.ABlMudFye'%°7A/ft 4.658 W3 A7S s.ob1.790 � �-S.]9I 0 ..1I25� IA4 � 'ep,�_m 1287 .0so -ADAPTER .7 8 1I_ L yog I C� F`-EAF l SIOEUTE GIAZINC BEAD (LAM. GLASS TM L..---- 84ACTNE LEAF LOCK STILE TM -36048 REMFORGNG BAR 31 TM 182 ALT• DOOR JAMB/SIDELRE FRAME ALT. FRAME COVER • pp f W11-03 . - 84 DA Ai0 R' (sheet i 2 of j6 i REN N PARE @ QDARRIY D63CR0+17ON - tlATT{MAL NANP./3UPPLTE[t/N6MANi(S lf�t 1 1 M-089 1 ftM HEAD2 BAS79] I FRAME 541 (S1DJ X03-i87A B97OK8 � 1LOR IIAiE9i0LO 0083 -TB � 3 SA8499 2' - FRAME JM - / BOBS -TB - `.. Q _.— k JA 9A AS PEW. ALT. Dpi JANB/SIDELIIE MANE BOBJ-T6 38 SA AS PEW. ALT. FRA IE COVER OOBJ-T6 _ _.._. 4 N-1]2 I ACTIVE LEAs LOOM SIRE 8O&T-TB y v AA 7M-98098 I BVACINE LEAs LOCK SIRE _ DBJ-TB 5 TM -32995 1 PANEL FO:Y[✓£ S70E ...__ BOB] -T8 ... I7 _ 8 -... TN -92994 f PANET, i0PI8OR0Y RAA. _ _ 8O&T-TB - H m 31829 4 NEAIRERSIMP A®3PrM 8003-T8 ENO OF DOOR STILES (TOP/DRO69) 8 FD 107 3/ LEAF SUR HMOE 0083 -TB SULLNAN @ ASSOC ¢¢ Q Q 6 BA - J/ LE0.G PHOT FOHOE --. � 8083 -TB LORA 7 r O 9 GW30788 AS REW. SIDELIfE IIFM/9LL T. .—. ... 10 D 32222 a DOOR LOCK INSERT 0063-18 TOCK !ME 21 i 11 ow -34808 2/ LEAF PRESSURE PLATE TIE ROD .. ALU UM'UM 4 IANO AO� 12 FS I2Ua 2/LEAF FLUSH SOL.T ASSEMBLY .•. .. _. IUNMILM SULLNAN @ ASSOC. IS TN -121A AS REWi H UULLKIM 9O&T-LB --' IB 32001 AS REO'O. FOAM PUED WE V SITWPING 1 107 % 50 T 5101 ( i TOA J2O84 AS REOD. UULP FLAP FOAM PLIED BULB tY,STRIF+PING f FRAME TOP CORNER I IBB 1191, - SIDELITE CORNER i _ As REB'D. FDAU FlLIEO IKAB W'STLaIN+I% _ IB] x Jan —1_01._ i 1] FRGF 2/LEAF_ FLU91BL4T 47900E LOCKLDCK 5fLLE E)IIS (TO>/ROTTOM) 6009-T6 4 F M LASICS I9 _ TM 28230 1 PANEL BOTTOM RAR _ _ IM -M _ 20 AB ITEM @10 % I/2- FN UNL'E m SUS' _ STEEL i fLOsl Gn115 21 = z/LEAF 1/2-4 1HRFLDED IOD, gASHF.R Q NUT ... STRi TW/BDTTC. -ID 0A', 22 DEAD 801.7 LOCWNO HANDLE NVAK -SEI -1- UJ ~, 23 1._ MULE POMP LOCK - AC1NE LEAF. el- TPCM BOTiOU 6. _...._— 25 30 DU91 PLOD (OPNDNM.) _ _ PLASTIC ODOR .w.'S INSTALL xw' H00 t . 2 28 - AS RED. BTO A V Pa SIM (Asti('. SCRE57 STEEL. WOR MME tlEUBERS 3 I _. /Mui( aIF TB e9a]9e AS RED. 510. SBL aDMITA BOB}75 _ �' Z • I 28 BA AS RED. IDI( SRL AOAPTEII (USED WRIT SLD. SAL) BDJ-Ts - _ _- 3 ° .• 30 YM -180 I sLL COVER ' -- - 0089 -Ts 31 TU -182 - LOCK STRE REINFORCEMENT BOBS -Te - p p _ _._._ —SEE—UM / Je TM -15] 4 SpEUIE O1A249C BFAD (WL GLA55) OOBJ-TB SIDE UlE OUZWO PERBIETpt 35A _ 4 =WYE OIAZMS BEAD (WWI. UM. OIASS) BCB}-i8 SIDE NE BIALNG PERIMETEN —_ DOOR LEAF CORNER 37 TM -155A OPDONX PANEL MAZM0 SEAD ..__ 8083-78 - _ __ 38 TM -194 - MSIR. OUSE PANLI ADAPTER -. _.6083-T5 - DOOR COMPONENTS a o� faun�ui%cLv iwvwm ffi, fr S �l'adiwkA lM R1ARA 1 �i A4acp.m4N4 ./Y r I i e%81I.m1e.ow � Figr, JAvab AIWAD dci o 111 � ;I I Fl� 111A ]0892 dravinq FRAME BOTTOM CORNER MID RAIL CORNER w� —03 SMCAE DDR p/ SH. ppw.' APR . $ '/.pi2 OWL I3 or 16 I d j TYPICAL ANG14ORS GIST. ELEVW6� 1 ��OOE qm �z:SM .ALTERNATE O 'OCATIGN "O _ /C' 1� 7 , o"o >Q 8 i #10 x 1-1/2- FN --SEE ELEVATIONS ! FOR SPACOS ryr a a ��a?? M U ?I - w W e. Is• I ' VWDucf REVI"a x u:e PMffi s Pbay.+o V k• �iIW h'�t � �' o jz ' R• 1e) f IN.GLE h 0 F!' G U IT5 )t' S.II. iVD{s. -.� �]._.1;'__.2'[•.1..�—_N tG x t-t/z• FN sNs .� SEE R SPACtN5 2! r,IWAO Nuu11 FOR SPACMG ,ry �� \ � ( 1099§.• +1 AN. i :5?8 ➢ o i o-nvcnANCHORS Rs E0E GS. 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WXll t l'Yp 3wYM! 1 M0 £ZIBf 1'n l f 5Jf L OCl—. 9z9' f �I -i'809 I _ 9YPA` 3AYMd L Ltl wt I'Z -iF. Z90' A I�` l� 91"f809 3NMYM8H/88t1ad119/'GNV{q 1Y8L%YM 0n3,J 3P,YM! 1 NOLLIWO69a '003M BBL® LIP 1't ®MNLI j ---11184L III--- . GCB' 1— it i� ;1 I ~ f 0 I anks Ave. BUILDING DROPS 127W.FairbSuite 438 A Perfect Solution in Every Drop Winter Park, FL 32789407.644.6957 PH Certificate of Authorization: 29578 407.644.2366 FX contact@buildingdrops.com Product Evaluation Report Of JELD-WEN, inc. Steel Wood Edge Steel Inswing & Outswing Opaque Door w/ Sidelites for Florida Product Approval Florida Building Code 2010 Per Rule 9N-3 Method: 1— A (Certification) Category: Exterior Doors Sub — Category: Swinging Exterior Door Assemblies Product: Steel Wood Edge Steel LIS & O/S Opaque Door w/Sidelites Material: Steel/Wood Product Dimensions: 149"X 81.875" (Maximum) Prepared For: ,TELD-WEN, inc. ``0111111111111 3737 Lakeport Blvd. ��` ES F. O Klamath Falls, OR. 97601 �� •''..... • ..�` ��. 'Z� .o 00 Prepared by: = * 7 Hermes F. Norero, P.E. T T � Florida Professional Engineer # 73778 tl/ Date: 02/13/2012 i O •. �� Contents: i F 6Z Evaluation ton Details Pagges 5 — 6 ��1SS/�NAI. 11111111 Digitally signed by Hermes F Norero, P.E. Hermes F. Norero, P.E. Reason: I am approving this document Florida No. 73778 Date: 2012.04.18 20:55:36 -04'00' BUILDING DROPS FL#:FL15256 A Perfect Solution in Every Drop Date: 02/13/2012Report No: 1802 Certificate of Authorization: 29578 Manufacturer: JELD-WEN, Inc. Product Category: Exterior Doors Product Sub -Category: Swinging Exterior Door Assemblies Compliance Method: State Product Approval Rule 9N-3.005 (1)(a) Product Name: Steel Wood Edge Steel I/S & O/S Opaque Door w/ Sidelites 149" X 81.875" (Maximum) Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for JELD-WEN Inc. based on Rule Chapter No. 9N-3.005, Method 1a of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 2010 Florida Building Code. See Installation Instructions JW032012FL, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code, includine the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Section 1609.1.2 of the 2010 Florida Building Code and does not require an impact resistant covering. 4. Non -Impact sidelites do require an impact resistant covering when used in areas requiring wind borne debris protection to comply with Section 1609.1.2 of the 2010 Florida Building Code. 5. Site conditions that deviate from the details of drawing JW032012FL require further engineering analysis by a licensed engineer or registered architect. 6. See Installation Instructions JW032012FL for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 6 r BUILDING DROPS FL#:FL15256 A Perfect Solution in Every Drop Date: 02/13/2012Report No: 1802 Certificate of Authorization: 29578 Quality Assurance: The manufacturer has demonstrated compliance of door products in Accordance _ with the Florida Building Code and Rule 9N-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through National Accreditation & Management Institute, Inc. (FBC Organization #QUA1789) Performance Standards: The product described herein has been tested per: • TAS 201-94 • TAS 202-94 • TAS 203-94 Referenced Data: 1. Product Testing performed by National Certified Testing Laboratory, Inc. (FBC Organization # TST1589) Report #: NCTL-210-3801-2, Report Date: 02/04/2012 Report #: NCTL-110-11987-1, Report Date: 04/06/2009 2. Quality Assurance National Accreditation and Management Institute (FBC Organization #: QUA 1789) 3. Miami Dade BCCO (FBC Organization #: CER 1592) NOA #: 08-0206.01 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 6 /MA \\ BUILDING DROPS A Perfect Solution in Every Drop 16 Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: FL#:FL15256 Date: 02/13/2012 Report No: 1802 Through Frame Installation: A. For two by (2X) wood buck substrate, use #10 Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete or masonry substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete or masonry substrate where wood bucking is NOT employed, use 3/16" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. Refer to Installation Instructions (JW032012FL) for anchor spacing and more details of the installation requirements. Design Pressure: *Product has not been rated for water infiltration. If authority having jurisdiction requires that product meets this requirement, product shall be used when installed at location protected by overhang such that overhang (OH) ratio = OH length/OH height is 1.0. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 6 Design Pressure XX, XXO, OXXO X, OXO Outswing Positive 60 PSF* Positive 65 PSF* Negative 60 PSF Negative 65 PSF Positive 60 PSF* Positive 65 PSF* Inswing Negative 60 PSF I Negative 65 PSF *Product has not been rated for water infiltration. If authority having jurisdiction requires that product meets this requirement, product shall be used when installed at location protected by overhang such that overhang (OH) ratio = OH length/OH height is 1.0. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 6 BUILDING DROPS FL#:FL15256 A Perfect Solution in Every Drop Date: 02/13/2012Report No: 1802 Certificate of Authorization: 29578 Installation Method JELD-WEN, inc. Steel Wood Edge Steel Inswing & Outswing Opaque Door w/ Sidelites 149" MAX. O.A. FRAME �- �3" TYP. C7 C7 3" TYP.—I Z o NZ I I CO) OZ5 WW 4 D7 ' i D7 ["�!MAX. O. FRAME 3�TYP.P. 3" TYP.� 1 37 112" MAX OA. FRAME I -- 3" TYP. 1 V 11110 a P -�a: x �v_-- Hermes F. Norero, P.E. Florida No. 73778 Page 5 of 6 BUILDING DROPS FL*:FL15256 A Perfect Solution in Every Drop Date: 02/13/2012Report No: 1802 Certificate of Authorization: 29578 1121!2' MAX FRAME g �--3" TYP. 3" TYP.—► Z I I i v�0 8a LL LL - 6 � - r G 3" TYP. 00— i 0- ww PAN0. CENTEi I.A. ao a i c�3 � 200 Hermes F. Norero, P.E. Florida No. 73778 Page 6 of 6 NOTICE OF PRODUCT CERTIFICATION Company: JELD-'WEN Doors Certification No.: NIOI 1062 3737 Lakeport Drive Certification Date: 04/17/2012 Klamath Falls, OR 97601 Expiration Date: 04/30/2016 Product: 24 Ga. Steel Wood Edge Impact Rated Opaque Doors w/ & wto Impact & Non -Impact Rated Glazed Sidelites (w/wood frame unless specified) Specification: TAS 201-94/202-94IZ03-94 The "Notice of Product Certification' is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Nanticertification.com. NAMi's Certification Program is accredited by The American National Standards Institute (ANSI). National Accreditation & Management Institute, Igc./4794 George Washington Memorial Highway/Hayes, VA 7,3.u7z Tet: (904) 694-5124/Fax: (904) 681-5122 NAMI AUTHORIZED SIGNATURE: Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Drawing Number & outswing Opaque size PosNeg Rated Comments X IIS Opaque 37' x 6'1 +65165 psf Yes NL`rl-•aza390t-2/FL 1802 �n[l Size: J322Single tstiMilsW0FL Qualifies Configuratiorm X X O/S Opaque 3'2" x 6'9" +65/65 psf Yes NCTL-210-3801-2/FL tso2 Max Panel Size: 3'0" x 6'8" Single gI Installation Details: JW-32Dl2F.. Qualifies Configurations: X OXO I/S Door -Opaque 9'5" x 6'10" +65/65 psf Door -Yes NG11-210-3801-M IW2 Single w/Sidelites Sidelite-Glazed Sidelite-No c Pawl Size. lazin 6 43- 119"G$fit'pere tn8; i'9" x 5`3" Glazing' IG t!9" Tempered Installation Details: JW.32012FL Qualifies Configurations; ©/WOX/XO/OXO OXO O/S Doer -Opaque 9'5" x 6'9" +65/65 psf. Door -Yes Ncn-210-3801-21FL 1802 Single w/Sidelites Sidelite-Glazed Sidelite-No Max Panel Size: s'W' x Wr iDaylightOPening 1'9"x 5'3" Glazing: I& 1/8" Tempered Installation Details; JW -3201M cualdies Cont' ations: OIXJO rXQ(OXO OXO I/S Door -Opaque 9'5"x 6'l0" +65/65 psf Door -Yes Nen-210-3801.2ffll.I W2 Single w/Sidelites �' SideGte-Glazed Sidelite-Yes Max Panel size: 3'o^ x 61"Maylight Opening: 1'4" x 53„ GhWng: IG- Laminate -I/$" Annealed Glassi.OW Solutia M latertayer/1!S'" Annealed Glaasil Ir Tempered Glass Installation Details: 1W-32012FL ifresConfi ,ons:0DU()Jf/XO/OXv OXO O/S Door -Opaque 9'5" x 6'9" +65/65 psf Door -Yes 21t1-210 Single w/Sidelites Sidelite-Glazed Sidelite-Yes . 3V Open M- Parra sem= 3ro°' x sle6'8d GuytiBl;t Opening; tis^ x rater tila�r� !G- l.,asninate-U$" 'Annealed Cilass/.QRO^ Sottara PSIB Interlayer/118" Annealed 66WI!$"Temwred Glass tnitatlation Delau7s: JW 32012FL des Co urations: O&,-1OXrXO/OXO National Accreditation & Management Institute, Igc./4794 George Washington Memorial Highway/Hayes, VA 7,3.u7z Tet: (904) 694-5124/Fax: (904) 681-5122 NAMI AUTHORIZED SIGNATURE: 7ELD-WEN DOOR INSTALLATION DETAILS STEEL 24 GA. WOOD EDGE OPAQUE & GLAZED SIDELITES UP TO 12'-0" X 6'-S" OUTSWING/INSWING GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH CURRENT INTERNATIONAL BUILDING CODE (I.B.C.) & INTERNATIONAL RESIDENTIAL CODE P.R.C.) AND THE CURRENT FLORIDA BUILDING CODES (FBC). PRODUCT HAS BEEN TESTED TO TAS 201-94, TAS 202-94 AND TAS 20394. PRODUCT ALSO MEETS 'HIGH VELOCITY HURRICANE ZONE- (HVHZ) REQUIREMENTS. 2. 1X AND 2X WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. BUCK MATERIAL MUST HAVE A SPECIFIC GRAVITY OF 0.55 OR GREATER. 3. PRODUCT ANCHOR TYPES AND SPACING ARE SHOWN ON SHEET 7. DIMENSIONS SHOWN FOR ANCHOR SPACING ARE ALWAYS FROM EDGE OF UNIT FRAME. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. THIS DOCUMENT SUPERCEDES OTHER ANCHOR INSTALLATION INSTRUCTIONS FOR IMPACT RATED DOORS. FOR OTHER IMPORTANT INSTALLATION INSTRUCTIONS, REFER TO JELD-WEN DOCUMENT #.111106 (INSTALLATION INSTRUCTIONS FOR PRE -HUNG ENTRY DOORS) FOUND ON THE JELD-WEN WEBSITE: JELD-WEN.COM/LEARN/RESOURCES(INSTALLATION & FINISHING/. SU. FLORIDA APPROVED IMPACT RESISTANCE SHUTTERS ARE REQUIRED ON NON -IMPACT GLASS SIDELITES. 8. FOR DESIGN PRESSURE RATINGS, SEE TABLE 1, 37 1/2' MAX 149" MAX. FRAME SHEET 1. FRAME TYP. 74' MAX FRAME 7. ALL FASTENERS IN WOOD SHALL BE COUNTERSUNK 3/18' DEEP. EXAMPLE 3/16' J 8. CORE DESIGN: EXP ED POLYSTYRENE WITH 1.0 TO 1.25 LBS DENSITY, BY JELD-WEN INC. 9. FACE SHEETS: 24 GA (0.021' MIN) THICKNESS. t GALVANIZED STEEL WITH AVERAGE MINIMUM YIELD _ STRENGTH FY(AVE)-403W PSI. C IMPACT LITE NON -IMPACT LITE )IC NOTE: PRODUCT HAS NOT BEEN RATED FOR SEE SHT. #2 SEE SHT. #2 �• • H\ 371/2" MAX OA W y w r NON -COMPRESSION SHIM (025' MAX. THK) FRAME� w 1� � WOOD FOLD 3 1x WOOD SUB BUCK (S.G. MUST BE 0.55 OR GREATER) WOOD AS REQ. 4 #10 WOOD INSTALLATION SCREW W/ 1 1/2" MIN. EMBEDMENT �_ AS REQ. \ 3/16• ITW TAPCON ANCHOR W/ 1 1/4" MIN. EMBEDMENT W LITE `` TlG 6 #10 X 2" PHILLIPS FLATHEAD WOOD SCREW — W /1 7 98 X 2" PHILLIPS FLATHEAD WOOD SCREW 0 AS REQ. \ #9 X 1" PHILLIPS FLATHEAD WOOD SCREW Z 21 OR 28 9 1" OVERALL ALUMINUM FRAME IMPACT GLAZING IG BY ODL ALUMINUM 1 10 KWIKSET LOCK SERIES 400 hjZO 1 \ KWIKSET DEADBOLT SERIES 780 0-5 1 12 1' OVERALL PLASTIC FRAME NON -IMPACT GLAZING IG BY ODI, PVC 1 13 #8 X 11/2" PHILLIPS FLATHEAD WOOD SCREW L � Fon OPAQUE FULL 3-0 X 6-8 ELEVATION SINGLE (X) & (0) D.L.O. SHT. COMPONENT LIST wAm NONE )IC NOTE: PRODUCT HAS NOT BEEN RATED FOR S2 4 �W x ^w O � Z LL 0 ZUj DESCRIPTION �• • H\ QTY. W y w r NON -COMPRESSION SHIM (025' MAX. THK) UCT"' w 1� � WOOD FOLD 12-0 X 6-B ELEVATION DOUBLE DOOR W/ FULL 3-0 SIDELITES (OXXO) I HVHZ APPROVED SYSTEMS: 0, X 00, XO w OX OXO, 000, Oxx w xx0. OXXO, 000 W/ BOXED SIDELITES xx INSWING TALL OVERHANG LENGTH COMPONENT LIST wAm NONE )IC NOTE: PRODUCT HAS NOT BEEN RATED FOR ITEM DESCRIPTION MATERIAL QTY. 1 NON -COMPRESSION SHIM (025' MAX. THK) WOOD AS REQ. 2 2x WOOD SUB BUCK (B.G. MUST BE 0.55 OR GREATER) WOOD AS REQ. 3 1x WOOD SUB BUCK (S.G. MUST BE 0.55 OR GREATER) WOOD AS REQ. 4 #10 WOOD INSTALLATION SCREW W/ 1 1/2" MIN. EMBEDMENT STEEL AS REQ. 5 3/16• ITW TAPCON ANCHOR W/ 1 1/4" MIN. EMBEDMENT STEEL AS REQ. 6 #10 X 2" PHILLIPS FLATHEAD WOOD SCREW STEEL 3 OR 6 7 98 X 2" PHILLIPS FLATHEAD WOOD SCREW STEEL AS REQ. 8 #9 X 1" PHILLIPS FLATHEAD WOOD SCREW STEEL 21 OR 28 9 1" OVERALL ALUMINUM FRAME IMPACT GLAZING IG BY ODL ALUMINUM 1 10 KWIKSET LOCK SERIES 400 STEEL 1 11 KWIKSET DEADBOLT SERIES 780 STEEL 1 12 1' OVERALL PLASTIC FRAME NON -IMPACT GLAZING IG BY ODI, PVC 1 13 #8 X 11/2" PHILLIPS FLATHEAD WOOD SCREW STEEL AS REQ. OVERHANG LENGTH M wAm NONE )IC NOTE: PRODUCT HAS NOT BEEN RATED FOR • 0 > � WATER INFILTRATION. IF AUTHORITY HAVING 0 M '4 N JURISDICTION REQUIRES THAT PRODUCT MEETS THIS REQUIREMENT, PRODUCT SHALL BE USED j 'x $ 0 °� 9.-. WHEN INSTALLED AT LOCATION PROTECTED BY O w OVERHANG SUCH THAT OVERHANG (OH) RATIO =u OH LENGTH = OH HEIGHT IS ? 1.0 = p LL ui OVERHANG S 1nm1 m a RAno � 3 z �0 -75" MAX FRAME 1 75' MAX FRAME—moi 112 1/2' MAX FRAME [-7W MAX FRAME L I LLJd P �XCi a 0 f ICY ICY• �e e� �0 N21 O Z0Z • • • IIII�/II{'/�II�IIIy1-III�II1 • Z Q 6-0 X 6-8 ELEVATION 3 z LA INACTIVE DOUBLE ()OC) FODFD O FD®L FD D ASE FUND � f 8 6-0 X 6-8 ELEVATION 6-0 X 6-0 ELEVATION 9-0 X B 8 ELEVATION \\\\111 111477, ., DOUBLE (OX) DOUBLE (XO) TRIPLE (OXO) ,�� S F. O Z�rr N �•� �Q ,.• F '•r uAm 1/202012 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document27: Date: 2012.04.1918:47:17 -04'00'3W032012FL �. 7 • • O * * = FBPEE C �'IS .29M wAm NONE a•tsrG.LUBBECKE CM SSAFFELL — 1 w 7 APPLY DAP ALEX PLUS SILICONE 6-#8X2" OR EQUIV. BETWEEN PFH SCREW AT JAMBS BEFORE MULLING EACH MULLION TYP. 201/4' MAX. D.L.O. MAX. 4 UNITS EXAMPLE: OXXO, OXO, OX 1162 62 FIXED ACTIVE _ O J n ` ODL IMPACT (ALLEN) FULL LITE ODL LIP -LITE NON -IMPACT 3-0 X 6-8 SHOWN 3-0 X 6-8 SHOWN ODL REDISEAL 5/8"MIN. 171W INTERIOR 1/8' TEMPEREI FOAM GASKET GLASS SITE 9 12 SIDE GLASS 1/8' TEMPERED INTERIOR 3IDE GLASS T T I 1 1"MAX 13/14' 131/4" 11� 0.509' AIR SPACE 1 3/4" AIRSPACE (2)1/8' ANNEALED 1/2" MIN. GLASS GLASS ODL REDISEAL 13/8" BITE FOAM GASKET U -D SPACER 0.090 PVB DETAIL B2 DETAIL C2 T DETAIL A2 (12) FASTENER LOCATIONS AT DOUBLE -BACK JAMB ATTACHMENT INTERLAYER BY SOLUTIA ODL IMPACT GLAZING DETAIL ODL NON -IMPACT GLAZING DETAIL Pn (NOA808-0206.01) MAX. D.L.0:20 1/2"X62 1/2" MAX. D.L.0:21"X63" F. !O ODL PLASTIC LITE KIT MATERIAL ```��ES �� APPROVED UNDER NOA #10-1209.01 �` -Z i �O',% T DETAIL A2 (12) FASTENER LOCATIONS AT DOUBLE -BACK JAMB ATTACHMENT 1" MIN. 1" MIN. 1" MIN. 4 1 21 1' MIN. Imo— 1" MIN. 4 114" MAX 2 2 EMBED. OUTSWING HINGE JAMB AT FRAME 1 12' MIN. 1 12" MIN. EMB. 1 EMB. 1 1/4' %% —� 1/4" tINTEPIOR MAX. 1/8" MAX SHIM SHIMSEE NOTE #7 INTERIOR EXTERIOR SEE NOTE #EXTERIOR ON SHEET 1 ON SHEET OUTSWING OPERATING UNIT OUTSWING STATIONARY UNIT VERTICAL CROSS SECTION VERTICAL CROSS SECTION HEADJAMB HEADJAMB 1 12' hm V4' MAX. QED' r sHmn SEE NOTE #7 1' nmol SHEET 1 1 INTERIOR 1' ArllF1 STATIONARY UNIT EXTERIOR HORIZONTAL CROSS SECTION OUTSWING SHOWN 2�1° MIN. 1- MIN. \\� 4 1/4" MAX 1 12" MIN. Ll SHIM EMBED. OUTSWING LATCH JAMS AT FRAME HORIZONTAL CROSS SECTION INTERIOR EXTERIOR 1 12' M, IN. EMBED. / Al 1" MIN. INTERIOR 1"MIN. SEE NOTE #7 ON SHEET 1 114" MAX SHIM 1 12' MIN. EMBED. OUTSWING HINGE JAMB AT FRAME HORIZONTAL CROSS SECTION 1°MIN 1" MIN OUTSWING OPERATING UNIT VERTICAL CROSS SECTION SILL NOTES: FOR PLACEMENT OF DW TAPCON ANCHORS IN 2X BUCK OR 1X BUCK CONCRETE/MASONRY OPENINGS, SEE SHEET 4 OPTIONALLY, ANCHOR CAN BE PLACED IN NARROW SECTION OF HEAD OR JAMB AS LONG AS MINIMUM EMBEDMENT IS ACHIEVED. ITEM #8, (#10 X 2') ONE SCREW TO BE INSTALLED IN EACH HINGE AT JOB SITE, CLOSEST TO WEATHERSTRIP. ®AT SILL, PLACE ANCHOR IN SILL BASE MATERIAL FOR MAXIMUM SUPPORT. 11 1 1" MIN. V MIN. 1' MIN. 1 114" 1. MIN. 1° MN. 1 1" MIN EMBED e 5 CONCRETE! 1' MIN. 1' MIN. 1' MIN. MASONRY 1 11/4" 1' MIN. BY OTHERS TYP. MN. 1" NUN. 1 NTERIOR EXTERIOR EMB. 1 1/4" MIN. 5 3 ^ • :' ' EMBED 10 CONCR '• 9 ~ 4 MASONRY 7 -- CON 11/4• A. 3 REO'D EMBED 8 X X f— 1" MIN 1" MIN \ I OUTSWING STATIONARY UNIT VERTICAL CROSS SECTION BOXED SIDELTTE SILL v �v '1 A' �4 ••�. ,..� . BY OTHERS MASONRY MN. 1 1/4° 1' MIN. BY OTHERST 1 EMBED 1• MIN 1' MIN MAX S 1/4" %% EXTERIOR 1/4* MAX. %% OUTSWING OPERATING UNIT PAX 1'MIN.`SEE MAX. ITEM #7 1•MIN. SHIM EXTERIOR VERTICAL CROSS SECTION SEE NOTE I SHIM 11W MIN. EMBED SILL OUTSWING OPERATING UNIT OUTSWING OPERATING UNIT � SEE NOTE #7 MTERIOR ON SHEET 1 VERTICAL CROSS SECTION SEE NOTE #7 ON SHEET 1 SEE NOTE #7 OPTIONAL 1"BUCK ON SHEET 1 ON SHEET 1NIERIOR EXTERIOR CONCRETE/ OUTSWING OPERATING UNIT OUTSWING STATIONARY UNIT \, ' \ MASONRY BY OTHERS VERTICAL CROSS SEC77ON VERTICAL CROSS SECTION HEAD JAMB HEAD JAMB 1 V4" MIN. 5 3 REO'D EMBED 8 X X f— 1" MIN 1" MIN \ I OUTSWING STATIONARY UNIT VERTICAL CROSS SECTION BOXED SIDELTTE SILL EMBED'r IN v �v \ o 1' MIN. PAX 1'MIN.`SEE EMBED'r IN 1"MIN.\\ '--IEE NOTE#7f 1'MIN. I'•. rON SHEET 1 S , 11 MIN. 1' MIN. 1 � e , � 5 1/4" MAX : = P MIN. L 1/4' MAX SHIM I 1 1/4" MIN. 1• MIN. 1 U4" MN. SHIM EMBED. EMBED. .e OUTSWING HINGE JAMB AT FRAME OUTSWING LATCH JAMB AT FRAME e I 114• MAX HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION d tll"'•"""" SHIM NOTES: 4 OPTIONALLY, ANCHOR CAN BE PLACED IN NARROW SECTION OF HEAD OR JAMB AS LONG AS MINIMUM CONCRETEIMASONRY 1 1/2' MRN, EMBEDMENT IS ACHIEVED. BY OTHERS EMBED REM #S, (#10 X 2•) ONE SCREW TO BE INSTALLED IN EACH HINGE AT JOB SITE, CLOSEST TO WEATHERSTRIP. OPTIONAL MASONRY/CONCRETE INSTALL CROSS SECTION OF HEAD JAMB OR SIDE JAMB �T SILL, PLACE ANCHOR IN SILL BASE MATERIAL FOR MAXIMUM SUPPORT. SEE NOTE #7 ON SHEET 1 5 1' MIN. PAX 1'MIN.`SEE ITEM #7 1•MIN. ON SHEET 1 M 11W MIN. EMBED OUTSWING OPERATING UNIT HORIZONTAL CROSS SECTION OPTIONAL 1" BUCK 1"MIN.\\ '--IEE NOTE#7f 1'MIN. I'•. rON SHEET 1 S , 11 MIN. 1' MIN. 1 � e , � 5 1/4" MAX : = P MIN. L 1/4' MAX SHIM I 1 1/4" MIN. 1• MIN. 1 U4" MN. SHIM EMBED. EMBED. .e OUTSWING HINGE JAMB AT FRAME OUTSWING LATCH JAMB AT FRAME e I 114• MAX HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION d tll"'•"""" SHIM NOTES: 4 OPTIONALLY, ANCHOR CAN BE PLACED IN NARROW SECTION OF HEAD OR JAMB AS LONG AS MINIMUM CONCRETEIMASONRY 1 1/2' MRN, EMBEDMENT IS ACHIEVED. BY OTHERS EMBED REM #S, (#10 X 2•) ONE SCREW TO BE INSTALLED IN EACH HINGE AT JOB SITE, CLOSEST TO WEATHERSTRIP. OPTIONAL MASONRY/CONCRETE INSTALL CROSS SECTION OF HEAD JAMB OR SIDE JAMB �T SILL, PLACE ANCHOR IN SILL BASE MATERIAL FOR MAXIMUM SUPPORT. SEE NOTE #7 ON SHEET 1 1" MIN. 1' MIN. 4 1 2 1' MIN. 1' MIN. 4 I ON SHEET 1 2 I 1/4° MAX. 1 1/2° MIN. 2 1 1/2' MIN. EXTERIOR INSWING LATCH JAMB AT FRAME 1 1/2" MIN. 1 4 4 HORIZONTAL CROSS SECTION EMB. 1 EMB. �AT4 SILL, PLACE ANCHOR IN SILL BASE MATERIAL FOR 1 1��' 3 tn 1/4° �- 1/4' 1 1/2° MIN. 2 EMBED. MAX. 1/8" MAX. SHIM 1• MIN SHIM 1' MIN SEE NOTE #71 EXTERIOR INTERIOR SEE NOTE 07 EXTERIOR INTERIOR ON SHEET 1 ox ON SHEET 1 OPERATING UNIT INSWING STATIONARY UNIT INSWING OPERATING UNIT INSWING STATIONARY UNIT VERTICAL CROSS SECTION VERTICAL CROSS SECTION BOXED SIDEL TE SILL HEAD JAMB HEAD JAMB 1 12• WN 1!4' MAX SKM id EMgm. r SEE NOTE #7 �ON SHEET 1 I•MIN 1 EXTERIOR r MIN. L INTERIOR STATIONARY UNIT HORIZONTAL CROSS SECTION INSWING SHOWN [1>1'MIN. 1' MIN. EXTERIOR SEE NOTE 97 1' MIN.\� /1 I ON SHEET 1 1/4' MAX I 1/4° MAX. 1 1/2° MIN. SHIM EMBED. EXTERIOR INSWING LATCH JAMB AT FRAME HORIZONTAL CROSS SECTION HINGE Q AIL 3 RE NOTES: 1' MIN. EXTERIOR SEE NOTE 97 f 1" MIN. - SEE NOTE #7 ON SHEET 1 ON SHEET 1 1/4' MAX p m w+ p SHIM ��Illlll EXTERIOR ACHIEVED. EXTERIOR INTERIOR 1 4 1 4 4 HORIZONTAL CROSS SECTION HINGE AT JOB SITE, CLOSEST TO WEATHERSTRIP. �AT4 SILL, PLACE ANCHOR IN SILL BASE MATERIAL FOR ► m Q MAXIMUM SUPPORT. 3 tn d O 1 1/2' MIN. 1 1/2° MIN. 2 EMBED. EMBED. ftn 1• MIN 1' MIN 2 %b a a 0 I- MIN X ox INSWING OPERATING UNIT INSWING STATIONARY UNIT VERTICAL CROSS SECTION VERTICAL CROSS SECTION W O SILL BOXED SIDEL TE SILL NOTES: 1' MIN. EXTERIOR f 1" MIN. - SEE NOTE #7 ON SHEET 1 g 1/4' MAX p m w+ p SHIM ��Illlll .L+ c' '� b ACHIEVED. 1 1/2' MIN. EMBED. INSWING HINGE JAMB AT FRAME HORIZONTAL CROSS SECTION NOTES: FOR PLACEMENT OF ITW TAPCON ANCHORS IN 2X BUCK OR 1X BUCK CONCRETE/MASONRY OPENINGS, SEE SHEET 8 - M g ®OPTIONALLY, ANCHOR CAN BE PLACED IN NARROW SECTION p m w+ p OF HEAD OR JAMB AS LONG AS MINIMUM EMBEDMENT IS .L+ c' '� b ACHIEVED. • g O '^ w a=+`� LL nrrEM #8, (#10 X 2') ONE SCREW TO BE INSTALLED IN EACH p 9 HINGE AT JOB SITE, CLOSEST TO WEATHERSTRIP. �AT4 SILL, PLACE ANCHOR IN SILL BASE MATERIAL FOR ► m Q MAXIMUM SUPPORT. 3 tn d O uiO ftn O m %b a a 0 X ox 4 03 0 W O id I N 1/20/2012 NONE G.LUBBECKE as �: S.SAFFELL 27 VI/! 1WO32012FL � 5 w 7 FBPE CEFNI .29578 111 2 W 3w i 'w � g f (CO Oru N y 0 U m of �FY 0 Ey CF 2y t � � O nW� �l4k � O ."4 w ZOj�I wZ IVY ? i 2= y0 � HKIw0 Z —ZZE �m z m i — � U O� U gw GGpI Z OJ Pw d� • •, 2�('� S. 00 OJ \\_ w U g� eH a • OLLI m O O ? i J� A • ' U2� 0 Wm ) ZW 02 Z 0 ON Z uj In "W 'f pgpgpp • Ny ZN Z CZ10t�9 N t/gg� NU O OZ m H f t� 0 � LL p O� V C 2 g q IL w O3° ®® }W �Nm 222'''"' �yO W m RR W U 2 W 3w i 'w � g f (CO Oru N y 0 U m 2 gym • 2y t � � O � V ."4 •� ZOj�I i ? i 2= y0 � HKIw0 Z —ZZE �m z m i — � U O� U gw GGpI Z OJ Pw d� • •, 2�('� S. OJ \\_ w U g� eH a • OLLI m O O U2� 0 Wm Z 0 ON Z vm U 0 i "w w0 Pw t� 0 � LL p W N r C 2 RIJ z of q IL w ®® }W �Nm 222'''"' �yO W m RR W U € ? N R JZ�F'02 \• == WO O O ZUZ .• =z ' O K J \\I • N O1 0 6 2 w i m g i� a / W ul Z Lu Z y0 I 'O 2 W 3w i 'w � g f (CO Oru N y 0 2 gym • 2y t � � O � V P ° ► �. �w O i ? i 2= y0 ru gWalm HKIw0 Z —ZZE �m z 2 W 3w i 'w � g f (CO Oru N y 0 IL 2y P ° ► �. �w O i 2= y0 i z m i — � U O� U gw p Z s 7-71 Pw d� • •, S U S. OJ \\_ w U g� eH a OLLI m O O Z 0 0 Co ZZ w0 U 0 i W ? 0 O LL p 'g Wz O p RIJ z of q IL w ®® W m �yO W m RR W U Cal ? N R JZ�F'02 == WO O O ZUZ .• =z ' O J tL Z6 N O1 0 6 IL NOTE: SHIM FOR SUPPORT AT OR NEAR EACH ANCHOR IS REQUIRED 149" MAX. OA FRAME �3" TYP' C7 C7 3" TYP.-I Zn z0 112 1/2" MAX FRAM�3" 1 g� I I 0 PANEL CENTER I X I 0 4 5 0z I 1 Oc B � I I 1 O I I x Mr I �I �'D7 a0 I I D7 I i 12-0 X 6-8 OUTSWINGANSWING (50) ANCHOR LOCATIONS (FROM EDGE OF FRAME) �3" TYP. 112 1/2" MAX FRAM�3" 1 g� I I 0 PANEL CENTER I X I 0 4 5 1 I 1 74" MAX. OA FRAME �3" TYP. 1 3" TYP.-�{ C7 C7 37 1/2" MAX. OA FRAME I► -3" TYP. �O z0 I T a Oc I 1 w B 'n v 1 v 0 ^ I I ^ a: CO F 1 co D7 I D7 a 4 S S I 6-0 X 6-8 OUTSWINGANSWING 3-0 X 6-8 OUTSWINGANSWING (30) ANCHOR LOCATIONS (18) ANCHOR LOCATIONS (FROM EDGE OF FRAME) (FROM EDGE OF FRAME) ° �4-Lra75' MAX FRAME 'TYP. 3"TYP. O°► m Ng' 23"TYP 10N A t C7v O i M oz I I -T ► "^�4a y� 1 O w A7 4 S n: W I44eO PANEL4 5 I DETAIL A7 0 " " V (8) ANCHOR LOCATIONS AT MULL a o /� i 0 1 n 6" 6" m G 3" TYP. X n 1 I•TYP. ry z m 1 OD ~ z 6-0 X 6-8 OUTSWING/INSWING I o I ' ' ' ' 1 1— ' ' ' I - 1 (28) ANCHOR LOCATIONS 9-0 X 6-8 OUTSWINGANSWING I (FROM EDGE OF FRAME) S (38) ANCHOR (FROM EDGE OF FRAME) 2- #8 X 3" PFH �� %% A IONS V% F. aO��,i,' N 2- #B X 3" PFH SCREW FROM .�� li� :�fV �� m*� 1/20/2012 SCREW FROM ASTRAGAL KIT7 . O 4 S NONE ASTRAGAL IIT °o -- 1- BOTTOM ASTRAGAL o * mj" o EFI 1 _ m en G.LUBBECKE STRIKE PLATE = y a; DETAIL B7 °tlL S.SAFFELL STRIKE p�TE� 1- BOTTOM SHOOT 273pf. ouaru�rma (10) ANCHOR LOCATIONS DETAIL C7—C7 DETAIL D7—D7 BOLT INSERT PLUG DETAIL D7—D7 t3XRKJW032012FL OUTWING OR INSWING OUTWING ONLY INSWING ONLY FISPE 4C1�. 29578 AT ASTRAGAL , 7 w 7 ESR -1622 and ESR -3050 SIMPSON STRONG -TIE COMPANY, INC. Used for Florida State Wide Product Approval # FL10849 Products on this Report which are approved: Product FL# Product FL# Product FL# AB44 10849.1 ABE46 10849.5 CBSQ86-SDS2 10849.8 AB44R 10849.1 ABE46Z 10849.5 CBSQ88-SDS2 10849.8 AB44Z 10849.1 ABE66 10849.5 EPB44A 10849.9 AB46 10849.1 ABE66Z 10849.5 EPB44 10849.9 AB46R 10849.1 ABU44 10849.6 EPB46 10849.9 AB46Z 10849.1 ABU44Z 10849.6 EPB66 10849.9 AB66 10849.1 ABU46 10849.6 EPS4Z 10849.10 AB66R 10849.1 ABU46Z 10849.6 LCB44 10849.11 AB66Z 10849.1 ABU66 10849.6 LCB66 10849.11 ABA44 10849.2 ABU66Z 10849.6 PB44 10849.12 ABA44R 10849.2 ABU88 10849.6 PB44R 10849.12 ABA44Z 10849.2 ABU88HDG 10849.6 PB46 10849.12 ABA46 10849.3 CB44 10849.7 PB66 10849.12 ABA46R 10849.3 CB46 10849.7 PB66R 10849.12 ABA46Z 10849.3 CB48 10849.7 PBS44A 10849.13 ABA66 10849.3 CB66 10849.7 PBS46 10849.13 ABA66R 10849.3 CB68 10849.7 PBS66 10849.13 ABA66Z 10849.3 CBSQ44-SDS2 10849.8 PBV6 10849.14 ABE44 10849.4 CBSQ46-SDS2 10849.8 PBV10 10849.14 ABE44Z 10849.4 SBSQ66-SDS2 10849.8 SIMPSON STRONG -TIE COMPANY, INC. kwad 16ble: See code reoort.listings below These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. r F Model.Column No• Nominal ;Size Ebtliteriat Dimensions Stra Base p' W, �1Na! D 6a x width (0a) Column Fasteners Machine Nails Bolts 4ty. Dia: Allowable 4lit{Loads, (DFFj;: Nails Bolts: (160) (160)' LCB44 4x4 12 gax 2 16 3% 31h 6% 12-16d 2 1l- 2705 4250 CB44 4x4 7 ga x 2 7 3% 3144 8 — 2 % — 4200 LC846 44 12 ga x 2 16 3% 5 1h I 6th 12-16d 2 tea 2705 4240 CB46 4x6 7 ga x 2 7 31'lte 5* 8 — 2 '/a — 4200 CB48 I 4x8 7 ga x.2 7 3 7% 8 — 2 % — 4200 085=455 6LUL" IgaxI 7 4th. 611e- 8 : ' — 2 fire 4200 C85-6. ' :SLULAM ' .7 g'ax 3 7 6 5W 8 - — 2 % — 4200:., LCB66 6x6 12gax2 16 5th 51h I 51h 12-16d 2 1h 2705 4230 CB64 6x4 7gax53 7 5% 3% 8 — 2 ala — 4200 CB66 6x6 7 ga x 3 7 51h 51h 8 — 2 % — 4200 C86-7 6x 7 8 x 3 7 5%, 7 8 — 2 Sia — 4200 C868 6x8 7 ga x 3 7 514 71h 8 — 2 % — 4200 CB610 6x8 7 a x 3 7 5114 9th 8 — 2 % — 4200 CB612 6x12 7 ga.x 3 7 5[14 1111- 8 — 2 4200 C871A F$L. 3 go k.3 7. 1%V:4 8 : — 2 . 8650 GB7*13 ' PSL :3 ga x a 7 7% '6% 8 — 2 3/a COT', 3 ga x 3 - 7_ Tia . 7 8 — .2 V4 C87.6' GLULAM :1g,ax3 7 6 -6W 8.: — 2 CWT 7,5.' GLULAM ' 3 ga z 3 7` Tfa; ;6318 8 — 2 V4— 6650 C87>9. GII ULAM Z'gaxI 7 Via 6l! 8 — 2 fi'o — 6650 C87=40:5. Gid ULAM, ' 3 ga x:3 7' 901'ii : 6�/� $' — 2 _ a/a 6650: CB86 8x6 I 3 ga x 3 7 7th 55th 8 1 — 2 1 1 — 6650 C988 8x8 39ax3 7 7h 1 71h 8 — 2 -% — 6650 110494,; 6LULAM :3;ga-x53' 7 ` 6 8% ,8 — 2 -f 089-75 OWLAM ` 3 gax 3 , ' T 716 83/4 8 — 2 6650 C89=9. Q ULAM '; :19a x 3 7 9 8N 8 — 2. 3/a — 6650 CW1Q5. GL'ULAM 3,gax.3 7: 10% "8a/a. 5 — 2 V !3650 CB1010 1000 3 ga x 3 3 9/h 91h 8 — 2 V — 6650 CB1012 10x12 3gax3 3 9% 11th 8 — 2 V — 6650 081212 12x12 3 ga x 3 3 11%' 1111- 8 — 2 ela — 6650 1. Uplift loads have been increased 60% for wind or earthquake loading, with no further increase allowed; reduce where other loads govern. 2:o PSL is parallel strand lumber. 3. LCB products maybe installed with either bolts or nails (not both) to achieve table loads. 4. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. ■ Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM for values on the narrow face (edge). LCB bases installed with nails must be installed Into the wide face. 5. Designer is responsible for concrete design. 6. See Post Capacities for common post allowable loads. 7. .-NAILS: 16d = 0.162° dia. x 31 /2° long. See other nail sizes and information. Code Reports (PDFs): IAPMO UES ICC -ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ER CS See specific model numbers for code listings. CB1010 No code listing: Please contact us fortest data. - CB1012 No code listing:Plessecontactusfor test data. .top .next .top LEGACY REPORTS ICC -ES NER ICC -ES ER ICC -ES ES c > ESR-2604 g Used for Florida State Wide Product Approval # FL10860 - Products on this Report which are SIMPSON STRONG-TIE COMPANY, _ approved: INC Product FL# Product FL# Product FL# Product FL# AC4 10860.1 CC64HDG 10860.4 ECC31/4-6 10860.8 ECCQ74SDS2.5 10860.13 ANR 10860.1 CC66 10860.4 ECC31/4-6HDG 10860.8 ECCQ76SDS2.5 10860.13 AC4Z 10860.1 CC66HDG 10860.4 ECC44 10860.8 ECCQ77SDS2.5 10860.13 AC6 10860.1 CC68 10860.4 ECC44HDG 10860.8 ECCQ78SDS2.5 10860.13 AC6R 10860.1 CC68HDG 10860.4 ECC46 10860.8 EPC44 10860.14 AC6Z 10860.1 CC76 10860.4 ECC46HDG 10860.8 EPC44-16 10860.14 ACE4 10860.1 CC77 10860.4 ECC51/4-4 10860.9 EPC44-16Z 10860.14 ACE4Z 10860.1 CC78 10860.4 ECC51/4-4HDG 10860.9 EPC46 10860.14 ACE6 10860.1 CC86 10860.4 ECC51/4-6 10860.9 EPC46-16 10860.14 ACE6Z 10860.1 CC88 10860.4 ECC51/4-6HDG 10860.9 EPC46-16Z 10860.14 BN 10860.2 CC88HDG 10860.4 ECC51/4-8 10860.9 EPC48 10860.14 BC46 10860.2 CC96 10860.4 ECC64 10860.9 EPC48-16 10860.14 BC4R 10860.2 CC98 10860.4 ECC64HDG 10860.9 EPC64 10860.14 BC4Z 10860.2 CCQ3-4SDS2.5 10860.5 ECC66 10860.9 EPC64-16 10860.14 BC6 10860.2 CCQ3-4SDS2.5HDG 10860.5 ECC66HDG 10860.9 EPC66 10860.14 BUR 10860.2 CCQ3-65D52.5 10860.5 ECC68 10860.9 EPC66-16 10860.14 BC6Z 10860.2 CCQ3-65D52.5HDG 10860.5 ECC76 10860.9 EPC68 10860.14 BC8 10860.2 CCQ44SDS2.5 10860.5 ECC77 10860.9 EPC84 10860.14 BCS2-2/4 10860.2 CCQ44-SDS2.5HDG 10860.5 ECC78 10860.9 EPC88 10860.14 BCS2-2/4Z 10860.2 CCQ46SDS2.5 10860.5 ECC86 10860.9 LPC4Z 10860.15 BCS2-3/6 10860.2 CCQ46-SDS2.5HDG 10860.5 ECC88 10860.9 LPC6Z 10860.15 BCS2-3/6Z 10860.2 CCQ48SDS2.5 10860.5 ECC96 10860.9 PC44 10860.16 CC106 10860.3 CCQ48-SDS2.SHDG 10860.5 ECC98 10860.9 PC44-16 10860.16 CC31/4-4 10860.3 CCAS-4SDS2.5 10860.6 ECCQ3-4SDS2.5 10860.10 PC44-16Z 10860.16 CC31/4-4HDG 10860.3 CCQ5-65D52.5 10860.6 ECCQ3-6SDS2.5 10860.10 PC46 10860.16 CC31/4-6 10860.3 CCQ5-8SDS2.5 10860.6 ECCQ44SDS2.5 10860.10 PC46-16 10860.16 CC31/4-6HDG 10860.3 CCQ64SDS2.5 10860.6 ECCQ44-5D52.5HDG 10860.10 PC46-16Z 10860.16 CC44 10860.3 CCQ66SDS2.5 10860.6 ECCQ46SDS2.5 10860.10 PC48 10860.16 CC44HDG 10860.3 CCQ66-SDS2.5HDG 10860.6 ECCQ46-SDS2.5HDG 10860.10 PC48-16 10860.16 CC46 10860.3 CCQ68SDS2.5 10860.6 ECCQ48SDS2.5 10860.10 PC64 10860.17 y CC46HDG 10860.3 CCQ74SDS2.5 10860.7 ECCQ48-SDS2.5HDG 10860.10 PC64-16 10860.17 CC51/4-4 10860.3 CCQ76SDS2.5 10860.7 ECCQ5-4SDS2.5 10860.11 PC66 10860.17 CC51/4-4HDG 10860.3 CCQ77SDS2.5 10860.7 ECCQ5-6SDS2.5 10860.11 PC66-16 10860.17 CC51/4-6 10860.3 CCQ78SDS2.5 10860.7 ECCQ5-8SDS2.5 10860.11 PC68 10860.17 CC51/4-6HDG 10860.3 ECC106 10860.8 ECCQ64SDS2.5 10860.12 PC84 10860.17 CC51/4-8 10860.3 ECC31/4-4 10860.8 ECCQ66SDS2.5 10860.12 PC86 10860.17 CC64 10860.4 ECC31/4-4HDG 10860.8 ECCQ68SDS2.5 10860.12 PC88 10860.17 " ° Page 5 of 9, ESR -2604 TABLE 2-CCQ AND ECCQ SERIES COLUMN CAPS MODEL NO. COLUMN CAP DIMENSIONS (Inches) QUANTITY OF SDS'/4 x 2'/2 SCREWS' ALLOWABLE LOADS A5 (Ibs) Width for Beam (W+) Width for Post (Wz) Bearing Length for Beam L U -Channel Height for Beam (H+) CCQ ECCQ! CCQ ECCQe CCQ ECCQ Into Beam Into Post Uplif .9 Download 11;12-- Co=1.33 Co=1.6 Co=1.33 CD=1.0 CD=1.6 CCQ3-4-SDS2.53 3 /" /e 11 81/2 7 16 14 5,680 5,680 3,695 16,980 6,125 CCQ3-6-SDS2.5 5+/z 5,680 5,680 3,695 19,250 9,625 CCQ44-SDS2.5 36/e T. 11 8'/2 7 16 14 5,680 5,680 4,040 19,020 7,655 CCQ46-5D52.5 51/" 5,955 7,145 4,040 24,065 12,030 CCQ48SDS2.5 7'/2 5,955 7,145 4,040 24,065 16,405 CCQ54-SDS2.5 51/4 35/e 11 8'/2 7 16 14 5,680 5,680 4,040 26,635 10,045 CCQ56SDS2.5 5/2 6,270 7,245 5,535 28,190 15,785 CCQ58SDS2.5 71/2 6,270 7,245 5,535 31,570 21,525 CCQ64SDS2.5 51/2 3 /8 11 8'/2 7 16 14 5,680 5,680 4,040 28,585 12,030 CCQ66SDS2.5 5'/z 5,955 7,145 4,040 30,250 18,905 CCQ68SDS2.5 7 /z 5,955 7,145 4,040 37,815 25,780 CCQ74-SDS2.5 6 /e 35/B 11 1 8 /z 7 16 14 5,680 5,680 4,040 33,490 13,230 CC076SDS2.55'/z 6,270 7,245 5,535 37,125 20,790 CCQ77SDS2.5 6 /8 6,270 7,245 5,535 41,580 25,515 CCQ78SDS2.5 7'/z 6,270 7,245 1 5,535 41,580 28,350 rul e71: 1 111u11 = 40.°I 111111, 1 lob = 4.4.7 IV. 'The model number for the SDS1/4x21/2 is SDS25250 (see ESR -2236). The screws are included as components of the CCQ/ECCQ column caps. "Tabulated allowable load must be selected based on duration of load as permitted by the applicable building code. 3The wood post depth must be equal to the wood beam width (W,). °If structural composite lumber posts are used, installation of the fasteners into the wide face (fasteners perpendicular to the strandstveneers) Is required in order to obtain the loads listed In this report The structural composite lumber must have an ICC -ES report that shows fastener design specific gravity equivalent of 0.50 or better. SECCQ uses 14-SDS'/z screws into tab eam and 14-SDS'/,x2'/z screws into the post. eThe uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. 'Allowable uplift loads for the CCQ column caps do not apply to spliced beam conditions. 'All 0wabI uplift loads assume a minimum beam height of 7 inches to ensure minimum edge distance for the top SDS screws in the U-shaped channel loaded perpendicular to the grain of the wood beam. 9Allowabie downloads for beams that are continuous over the length (L) of the CCQ connector. 7eWhen a spliced beam condition occurs, that is, where the ends of two beams are supported by the post and connected to the CCQ post cap connector, the splice must occur at the middle of the connector and the maximum allowable download for spliced beams Is one half of the tabulated allowable download. When spliced beams must be connected together to transfer design tension loads (i.e., lateral loads parallel to the beams), the connection must be by means other than the column cap. "Tabulated allowable download capacity is the lesser of calculated capacity based on Fc.L for the supported beam and the calculated capacity based on Fcp for the supporting wood post. Fcl values are 560 psi and 625 psi for glulam beams and DFL beams, respectively. Fcg values are 1,550 psi for glulam beams, 1,350 psi for 4 -inch -wide DFL (Wz dimension) posts, and 1,000 psi for 5 -inch -wide and larger DFL (Wz dimension) posts. "Allowable downloads may not be increased for short-term loading. 0 0 C ° o o ° e o ° e �.ne• ° o ° o e s ° e I e B ° e CCQ46SDS2.5 Column Cap ECCQ46SDS2.5 Column Cap for End Conditions FIGURE 2-CCQ and ECCQ COLUMN CAPS CCQ46SDS2.5 Installation It ES -0112 Used for Florida State Wide Product Approval # FL11478 Products on this Report which are approved: Product FL# FSC 11478.1 H10A 11478.2 H10S 11478.2 H14 11478.2 H2.5T 11478.3 H2A 11478.3 LCE4 11478.4 LTP5 11478.5 RBC 11478.6 RBCP 11478.6 TJC37 11478.7 SIMPSON STRONG -TIE COMPANY, INC EVALUATION REPORT 1l- Report Number: 0112 Issued: 08/2008 TABLE 4: ALLOWABLE LOADS FOR H HURRICANE TIES SI: 1 Inch = 2S.4 mm, l IDS = 4.40 N 1. Allowable loads are for one anchor. A minimum rafter thickness of 2 % inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate < 1.0. The number of terms considered in the equation is dependant on the designer's method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 4. Allowable loads in the Ft direction are not intended to replace diaphragm boundary members or prevent cross grain bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension cannot be avoided in the members, mechanical reinforcement to resist such forces shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable. For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. 7. Allowable uplift load for the H2.5T and H10S with 8dX1'/i fasteners is 425 lbs and 550 lbs, respectively. 8. H10S nails to plates are optional for uplift but required for lateral loads. 9. Stud can be offset 1° mabmum from center of rafter for a reduced uplift and Ft load capacities of 890 lbs and 545 lbs, respectively. ,®1 18he' iF. ° ° m s 6%° H10A tt� H2.5T H2A H2A Typical Installation H2T Typical Installation e { H10A Typical Installation Figure 4 -H Hurricane Ties Page 8 of 13 H14 H10S Typical Installation H14 Typical Top Plate Installation minernntt °Distance �\` •. Bd wnm m to FM all three alar bottom ftW. H14 Typical Beam Installation ALLOWABLE LOADS' -2 (lbs) FASTENERS (Quantity -Type) MODEL NO. Upllits Lateral CD=1.60 To Rafter To Plates To Studs CD=1.60 F1° FZ 1-12A 5-8dxI% 2-8dx1% 5-8dx1% 575 130 55 H2.5T 5 - 8d 5 - 8d - 5458 135 145 H10A 9 -10d x 1 % 9 -10d x 1 '% - 1140 590 285 1-110S 8-8dx1%a 8-8dx1% 8-8d 10108 6608 215 12 - 8d x 1% 1❑ 13 - 8d - 1350 725 285 H14 12 - 8d x 1'% 02 15 - 8d - 1465 670 230 SI: 1 Inch = 2S.4 mm, l IDS = 4.40 N 1. Allowable loads are for one anchor. A minimum rafter thickness of 2 % inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate < 1.0. The number of terms considered in the equation is dependant on the designer's method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 4. Allowable loads in the Ft direction are not intended to replace diaphragm boundary members or prevent cross grain bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension cannot be avoided in the members, mechanical reinforcement to resist such forces shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable. For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. 7. Allowable uplift load for the H2.5T and H10S with 8dX1'/i fasteners is 425 lbs and 550 lbs, respectively. 8. H10S nails to plates are optional for uplift but required for lateral loads. 9. Stud can be offset 1° mabmum from center of rafter for a reduced uplift and Ft load capacities of 890 lbs and 545 lbs, respectively. ,®1 18he' iF. ° ° m s 6%° H10A tt� H2.5T H2A H2A Typical Installation H2T Typical Installation e { H10A Typical Installation Figure 4 -H Hurricane Ties Page 8 of 13 H14 H10S Typical Installation H14 Typical Top Plate Installation minernntt °Distance �\` •. Bd wnm m to FM all three alar bottom ftW. H14 Typical Beam Installation t SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 FGTR 11473.2 FGTRE 11473.2 FGTRHL 11473.2 FGTRHR 11473.2 HETA12 11473.3 H ETA16 11473.3 HETA20 11473.3 HETA24 11473.4 H ETA40 11473.4 HETAL12 11473.5 HETAL16 11473.5 HETAL20 11473.5 HGAM10 11473.6 HGUM5.25 11473.7 HGUM5.50 11473.7 HGUM7.00 11473.8 HGUM7.25 11473.8 HGUM9.00 11473.8 HHETA12 11473.9 HHETA16 11473.9 HHETA20 11473.9 HHETA24 11473.10 HHETA40 11473.10 HM9 11473.6 HTSM16 11473.11 HTSM20 11473.11 LGUM210-2-SDS 11473.12 LGUM210-3-SDS 11473.13 LGUM210-4-SDS 11473.14 LGUM26-2-SDS 11473.12 LGUM26-3-SDS 11473.13 LGUM26-4-SDS 11473.14 LGUM28-2-SDS 11473.12 LGUM28-3-SDS 11473.13 LGUM28-4-SDS 11473.14 LGUM410-SDS 11473.15 LGUM46-SDS 11473.15 LGUM48-SDS 11473.15 LTA1 11473.16 META12 11473.17 META14 11473.17 M ETA16 11473.17 META18 11473.17 META20 11473.18 META22 11473.18 META24 11473.18 META40 11473.18 MSTAM24 11473.19 MSTAM36 11473.19 MSTCM40 11473.19 MSTCM60 11473.19 MTSM 16 11473.2 MTSM20 11473.2 SIMPSON STRONG -TIE COMPANY, INC A F Notes: 1. Uplift 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 govern. 2. Minimum fm =1500 psi and fe = 2500 psi. TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS ddel Np Bimenslons a l FastenersAllowable „Loads {lbs j ;' CF+..�or. nHcwDiFttI1 S�PrI1L" Pgl1hS:V.` L�l/.L'epkw' at 12l6)I k-_c 4icIUM7C -L mum DOUBLE 2x SIZES LGUM 26-2 12 3 /16 5 4 4- 3/e" x 4" 1 4-'/a"x2W 1430 5595 LGUM 28-2 12 3'/16 7 4 1 6- 3/a" x 4" 1 6 - %"x2%z" 2435 8250 LGUM 210-2 1 12 1 3'/16 1 9 1 4 1 8-3/a" x 4" 1 8-1/4"x21/2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 1 5% 5% 4 4 - 3/a" x 4" 1 4 - Ya x2W 1430 5610 LGUM 28-3 12 1 5% 7% 4 6 - %a" x 4" 6-'/"x2W 2435 8290 LGUM 210-3 12 1 5% 9 Y 1 4 1 8-3/1," x 4" 8-'/"x2W 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /1e 5 /18 4 4 - 3/" x 4" 4-'/s"x2l%7 1430 5625 LGUM 28-4 12 6 /1s 7 /16 4 6 - 3/8 x 4" 6-1/4"x 2W 2435 8335 LGUM 210-4 12 6''/16 9/16 4 8 - Ya x 4" 8-'/"x2W 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-3/a" x 4" 4-1/4"x21/2" 1430 5600 LGUM 48 12 3% 6% 4 6-3/s" x 4" 6-1/4"x2%" 2435 8260 LGUM 410 1 12 1 3% 1 8% 1 4 1 8 - 3/a" x 4" 8 - Ya"x2W 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8 - a/a" x 5" 24-'/a"x2W 10085 14965 16015 HGUM5.50 7 5% 11 5% 8 - $/a" x 5" 24-'/a"x2%z" 10125 14940 16015 HGUM7.00 7 7 to 5% 8 - W x 5" 24-'/a"x2'/z" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8 - %"x 5" 24-'/a"x2'/z" 10415 14740 16015 HGUM9.00 7 9 5% 8 - W x 5" 1 24-'/<"x2W 10705 14545 16015 Notes: 1. Uplift 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 govern. 2. Minimum fm =1500 psi and fe = 2500 psi. Typi W LCUM InsWla6en i 00" 861 dwm Figure 9 LGUM/HGUM Typical Installation YOU W= wwww Page 12 of 13 Simpson Strong -Tie a l j kk hu. �gy6 mum Typi W LCUM InsWla6en i 00" 861 dwm Figure 9 LGUM/HGUM Typical Installation YOU W= wwww Page 12 of 13 Simpson Strong -Tie Water and Sewer PO Box 330316.3575 S. Lejeune Road MIAMI-DADE' Miami, Florida 33233-0316 VERIFICATION FORM T 305-665-7471 T VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM AAT#A 'gov E-8 INV#: FORM #: 201446620 DATE: 9/26/2014 NAME OF OWNER: ........ ........ ........... 'FRANK MAINADE SFR REMODEL -ADDITION / M2014010458 PROPERTY ADDRESS: 925 NE 92 STREET .................. _ ....... _.............. -..................................................._........................................_.._......._..................... PROPOSED USAGE / 832 SF ADDITON TO EXISTING 1,678 SF SINGLE FAMILY RESIDENCE PER PLANS. NO. OF UNITS: REPLACES: PREVIOUS 1,678 SF SINGLE FAMILY RESIDENCE (PTX 1950) USAGE / NO. OF UNITS: PROPERTY LEGAL: .... . AMD PL GOLDEN GATE PK PB 7-54 LOT 9 & W1/2 LOT 8 FOLIO NUMBER: 11-3206-006-0070 GALLONS PER DAY INCREASE: 0 ..... ............ .... .._.._......_ _._....._ .__ ... PROPOSED FLOW: 220 PREVIOUS SQUARE FOOTAGE: 1,678 ❑ NEW CONSTRUCTION PREVIOUS FLOW: 220 PROPOSED SQUARE FOOTAGE: 2,510 ® INTERIOR RENOVATION ................ ADOPTED FLOW: 0 ❑ SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _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 GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. BY:vv SIGNATURE OF REPRESENTATIVE NEW BUSINESS COMMENTS: CCB# 5270560631. VF=530.00 AUTHORIZED BY 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 # NIA), SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: NO GALLONS (0) GALLONS PER DAY INCREASE. BY: rhIN SIGNATURE OF REPRESENTATIVE NEW BUSINESS COMMENTS: HRS API 153114 STAMP DATED: 9-25-14 AUTHORIZED BY 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 LATERAASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SE R DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. NAME: ADY RUIZ CONTACT PHONE: AUTHORIZED BY: M" Printed On: 9/26/2014 NB: Nenat Cobb 4:30:23 PM PR: Emiliano Orozco. P.E. Fl. P.E. No. 66341 817 SW 122 Ave. Miami, Fl. 33175 • Tel. (786)-355-2788 STRUCTURAL CALCULATIONS New Addition at 925 NE 92nd St. , Miami Shores, Fl. 33138 Lk TABLE OF CONTENT DESCRIPTION PAGES 1. Wind Load Calculation 1 2. Gravity & Uplift Calculation 6 3. Footing Calculation 11 4. Wood Joists & Wood Beam Calculation 12 5. Reinforcing for Continuous Wall Calc. 14 MECA.Wind Version. 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 4/7/2014 Project No. " Company Name Designed By EMILIANO OROZCO Address Description ADDITION FOR RESIDENCE city Customer Name FRANK MAINADE State Proj Location 925 NE 92 St. MIAMI SHORES, FL File Location: F:\LDH0ME\1.- DRAWINGS\l LDHOME\l PROJECTS\FRANK MAINADE & LINDA BARROCAS\NEW DESIGN\AFTER HEARING \CALCS\WIND LOAD CALC..wnd Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph { Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.71 : 12 Slope of Roof(Theta) = 12.74 Deg Ht: Mean Roof Ht = 12.21 ft Type of Roof = Hipped RHt: Ridge Ht = 16.33 ft Eht: Eave Height = 8.08 ft OH: Roof Overhang at Eave= 2.00 ft Roof Area = 2874.00 ft^ 2 Bldg Length Along Ridge = 53.17 ft Bldg Width Across Ridge= 69.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gust1: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.90 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0,87 Gust Factor Summary Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 1 I t Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case A P.M 2 CmATbrion r Transverse [ir on Building dCPf +G1Cpi -dCpi qh Pressure Surface Psf Psf 1 0.47 0.18 -0.18 ----- 33.94 --------- 22.06 2 -0.69 0.18 -0.18 33.94 16.00 3 -0.43 0.18 -0.18 33.94 16.00 4 -0.36 0.18 -0.18 33.94 16.00 1E 0.71 0.18 -0.18 33.94 30.21 2E -1.07 0.18 -0.18 33.94 16.00 3E -0.61 0.18 -0.18 33.94 16.00 4E -0.54 0.18 -0.18 33.94 16.00 1T * * * * .00 2T * * * .00 3T * * * * .00 4T * * * * .00 2 vow mu S 98VO PV07 SH3MLt :T-V*8Z 'bTj aed SUOTSTAoag Spla Dsxu Aoq Building GCpf +GCpi -GCpi qh Pressure Surface -------- ------------------ psf psf 1 -0.45 0.18 --------- -0.18 --------- 33.94 --------- -21.38 2 -0.69 0.18 -0.18 33.94 -29.53 3 -0.37 0.18 -0.18 33.94 -18.67 4 -0.45 0.18 -0.18 33.94 -21.38 5 0.40 0.18 -0.18 33.94 19.69 6 -0.29 0.18 -0.18 33.94 -15.95 1E -0.48 0.18 -0.18 33.94 -22.40 2E -1.07 0.18 -0.18 33.94 -42.43 3E -0.53 0.18 -0.18 33.94 -24.10 - 4E -0.48 0.18 -0.18 33.94 -22.40 5E 0.61 0.18 -0.18 33.94 26.81 6E -0.43 0.18 -0.18 33.94 -20.70 1T * * * * .00 = - 2T * * * * .00 3T * * * * .00 4T * * * * .00 5T * * * * .00 » 6T * * * * .00 Figure 28.4-1 - Low -Rise Wal And Roof Figure Notes: Notes: 1) Pressure = qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind ` pressures(Ld Case 1T=25%*1(ld case 1),2T=25%*2,3T=25%*3,4T=25%*4). Exceptions to Torsional Load Cases: One story buildings with mean roof height<=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) 4 MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterpx-ises.com Date 4/7/2014 Project No. Company Name Designed By EMILIANO OROZCO Address Description ADDITION FOR RESIDENCE City Customer Name FRANK MAINADE State Proj Location 925 NE 92 St. MIAMI SHORES, FL File Location: F:\LDHOME\1.- DRAWINGS\l LDHOME\1 PROJECTS\FRANK MAINADE & LINDA BARROCAS\NEW DESIGN\AFTER HEARING\CALCS\WIND LOAD CALC..wnd F 0 Hip Roof 7 < 0 <-- 27 Wind Pressure on Components and Cladding (Ch 30 Part 1) _ " All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone °a" = 4.884 ft Description Width span Area Zone Max Min Max P Min P ft ft ftA2 GCp GCp psf psf -------------------------------------------------------------------------- TYP TRUSS 1 2.00 25.33 213.9 1 0.30 -0.80 16.29 -33.26 TYP TRUSS 1 2.00 25.33 213.9 2 0.30 -1.20 16.29 -46.84 TYP. TRUSS 1 2.00 25.33 213.9 3 0.30 -1.20 16.29 -46.84 TYP JOIST 2.00 8.50 24.1 1 0.42 -0.86 20.49 -35.36 TYP JOIST 2.00 8.50 24.1 2 0.42 -1.51 20.49 -57.33 TYP JOIST 2.00 8.50 24.1 3 0.42 -1.51 20.49 -57.33 CBS WALL 4.00 10.00 40.0 4 0.89 -0.99 36.44 -39.84 CBS WALL 4.00 10.00 40.0 5 0.89 -1.19 36.44 -46.41 ` GIRDER JOIST 1 3.50 25.33 213.9 1 0.30 -0.80 16.29 -33.26 GIRDER JOIST 1 3.50 25.33 213.9 2 0.30 -1.20 16.29 -46.84 GIRDER JOIST 1 3.50 25.33 213.9 3 0.30 -1.20 16.29 -46.84 TYP. TRUSS 2 2.00 13.08 57.0 1 0.35 -0.82 17.95 -34.09 TYP. TRUSS 2 2.00 13.08 57.0 2 0.35 -1.32 17.95 -50.98 TYP. TRUSS 2 2.00 13.08 57.0 3 0.35 -1.32 17.95 -50.98 GIRDER TRUSS 2 3.50 13.08 57.0 1 0.35 -0.82 17.95 -34.09 GIRDER TRUSS 2 3.50 13.08 57.0 2 0.35 -1.32 17.95 -50.98 GIRDER TRUSS 2 3.50 13.08 57.0 3 0.35 -1.32 17.95 -50.98 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf Gravity and Uplift Calculation Frank Mainade Typ Truss 1 2"x4" Wood Tvp. Truss @24" o.c. Loads: Span Length 25.33 ft DL: 25 psf Spacing: 2 ft LL: 30 psf Area: 29.33 sqf - Overhang: 2 ft a: 4.884 ft Total Load: 55 psf Wind press. Zone 1: 33.26 psf _ Wind press. Zone 2: 46.84 psf Wind press. Zone 3: 46.84 psf Reactions: Gravity: Total Load x Area = 1,613.15 pounds Uplift: A1= (Span/2 + Overhang - a) x Spacing x (33.26-10) = 455.01 pounds A2=(a x Spacing) x (46.84-10) = 359.85 pounds TOTAL UPLIFT A1+A2: 814.87 pounds - - pounds A3=(a x Spacing) x (46.84-10) = 359.85 TOTAL UPLIFT A3: 359.85 pounds 2"x10" Wood Joists: Loads: DL: 10 psf LL: 30 psf Total Load: 40 psf Gravity and Uplift Calculation Frank Mainade Typical Joists Span Length 8.5 ft Spacing: 2 ft Area: 12.5 sqf Overhang: 2 ft a: 4.884 ft Wind press. Zone 1: 35.36 psf Wind press. Zone 2: 57.33 psf Wind press. Zone 3: 57.33 psf Reactions: Gravity: Total Load x Area = 500.00 pounds Uplift: A1= (Span/2 + Overhang - a) x Spacing x (35.36-10) = 69.28 pounds A2=(a x Spacing) x (57.33-10) = 462.32 pounds TOTAL UPLIFT Al+A2: 531.60 pounds pounds A3=(a x Spacing) x (57.33-10) = 462.32 TOTAL UPLIFT A3: 462.32 pounds 7 2"x4" Girder Truss: Loads: IDL: 25 psf LL: 30 psf Total Load: 55 psf Gravity and Uplift Calculation Frank Mainade Girder Truss 1 Span Length 25.33 ft Spacing: 3.5 ft Area: 51.3275 sqf Overhang: 2 ft a: 4.884 ft Wind press. Zone 1: 33.26 psf Wind press. Zone 2: 46.84 psf Wind press. Zone 3: 46.84 psf Reactions: Gravity: Total Load x Area = 2,823.01 pounds Uplift: A1= (Span/2 + Overhang - a) x Spacing x (33.26-10) = 796.27 pounds A2=(a x Spacing) x (46.84-10) = 629.74 pounds TOTAL UPLIFT A1+A2: 1,426.01 pounds pounds A3=(a x Spacing) x (46.84-10) = 629.74 TOTAL UPLIFT A3: 629.74 pounds 8 2"x4" Girder Truss: Loads: DL: 25 psf LL: 30 psf Total Load: 55 psf Gravity and Uplift Calculation Frank Mainade Girder Truss 2 Span Length 13.08 ft Spacing: 3.5 ft Area: 29.89 sqf Overhang: 2 ft a: 4.884 ft Wind press. Zone 1: 34.09 psf Wind press. Zone 2: 50.98 psf Wind press. Zone 3: 50.98 psf Reactions: Gravity: Total Load x Area = 1,643.95 pounds Uplift: A1= (Span/2 + Overhang - a) x Spacing x (34.09-10) = 308.26 pounds A2=(a x Spacing) x (50.98-10) = 700.51 pounds TOTAL UPLIFT A1+A2: 1,008.77 pounds pounds A3=(a x Spacing) x (50.98-10) = 700.51 TOTAL UPLIFT A3: 700.51 pounds 0 Gravity and Uplift Calculation Frank Mainade Typical Truss 2 2"M" Typical Truss: Loads: Span Length 13.08 ft r DL: 25 psf Spacing: 2 ft LL: 30 psf Area: 17.08 sqf Overhang: 2 ft - a: 4.884 ft Total Load: 55 psf Wind press. Zone 1: 34.09 psf Wind press. Zone 2: 50.98 psf Wind press. Zone 3: 50.98 psf Reactions: Gravity: Total Load x Area = . Uplift: A1= (Span/2 + Overhang - a) x Spacing x (34.09-10) _ A2=(a x Spacing) x (50.98-10) _ TOTAL UPLIFT A1+A2: A3=(a x Spacing) x (50.98-10) _ TOTAL UPLIFT A3: 939.40 pounds 176.15 pounds 400.29 pounds 576.44 pounds pounds 400.29 400.29 pounds 10 Isolated Footing Frank Mainade 48"x48"x16" Tributary area: 78 Sqf (worst case) Kd=0.85 0.6 DL+1.OWL Loads: DL: F ting ' 4'x4'x133'x150 SUB -TOTAL LOAD x 0.6.- LL- .6:LL: 30 x 78 Sqf TOTAL LOAD: 3,192.00 pounds Wood Post 8.40 Ib/ft x 9' Wood Beam: 4.68 Ib/ft x 2 x 13.42' Roof 10 psf x 78 Sqf Concrete Slab 4'X4'X0.67'X150 SUB -TOTAL LOAD x 0.6.- LL- .6:LL: 30 x 78 Sqf TOTAL LOAD: 3,192.00 pounds 75.60 pounds 125.61 pounds 780.00 pounds 1,608.00 pounds 3,468.73 pounds 2,340.00 pounds 5,808.73 pounds Soil Bearing Capacity: 2,000.00 psf f Footing area req: 5,808.73 = 2.90 ft2 r 2,000.00 Footing area provided:4'x4' = 16.0 ft2 Kd = 0.85 lVerifying Wind Load: 35.36 lbs/ft2 x 1.0 x 78 sqf = 2,836.08 lbs > 2.90 OK!! < 3,468.73 OK!! 11 12 Frank Mainade Roof Wood Joists 2"x10" @ 24" ox. 2"x10" (Span: 8'-6") -worst case-: Loads: Span Length 8.5 ft DL: 10 psf Spacing: 2 ft LL: 30 psf W = 80 Ib/ft 2" Joist Properties Fb = 1250 psi A= 13.88 int -- - --- - 1"= 98.93 in N.A. 10" S,= 21.39 in E= 1600000 psi Fv = 181 psi Check Stress: Bending Moment: Shear Force: M= 1/8 w LZ = 722.50 Ib-ft V = (wL)/2 = 340 Ib = 8670 Ib-in. Required Section Modulus: S M / Fb = 6.94 in3 < 21.39 OK!! Bending Stress: fb = M/Sx = 405.33 psi < 1250 OK!! Shear Stress: T max= 3V/2A = 36.74 psi < 181 OK!! Check Deflection: S = 5"w"L4 0.059 in. 384'E*l ScW> = L/180 = 0.567 in OK!! 12 Frank Mainade Roof Wood Beam 2-2"x10" 2-2"x10" (Span: 11'-4" ): Loads: IDL: 10 psf " LL: 30 psf W = 213.2 Ib/ft Joist Properties - Fb = 1250 psi A = 27.75 int - 1,X= 197.78 in N S,= 42.789 In' E= 1600000 psi Fv = 181 psi Check Stress: " Bending Moment: M= 1 /8 w L2 = 3421.03 Ib -ft = 41052.3742 lb -in. Required Section Modulus: S(r,,q.) = M / Fb = 32.84 in Bending Stress: fb = M/Sx = 959.41 psi Shear Stress: " T max= 3V/2A = 65.29 psi Check Deflection: S = 5*w*L4 0.250 in. 384*E*I L/180 = 0.755 in Span Length 11.33 ft Spacing: 5.33 ft 2" 2" .A. 10" Shear Force: V = (wL)/2 = 1207.778 Ib < 42.789 OKII < 1250 OKII < 181 OKII OKII 13 REINFORCING FOR CONTINUOUS WALL Reinforcement at mid -depth Specified Thickness, t Self Weight t',,, (specified masonry compressive strength) fy (yield strength of steel) Pp, (net area compressive strength of CMU ) E, (modulus of elasticity of masonry in comp) Es (modulus of elasticity of steel) d=t/2 n = Es/Em (modular ratio) Wall Height (h) Wind Pressure (P) Emu maximum usable compression strain - Emu tensile strain in reinforcement Frank Mainade 7.625 in. 60 psf 1,500 psi e 60,000 psi 1,900 psi 1,350,000 psi 29,000,000 psi 3.8125 in. 21.48 10 ft 39.84 psf DESIGN FOR FLEXURE Moments are due to wind loads only as a result that the wall is non load bearing and gravity loads are concentric. Tributary Area (= h2/3) or (= @ x h) 40.00 ft. 2 GCp (zone 4 & 5 windward) 0.84 GCp (zone 4 leeward) -0.86 GCp (zone 5 leeward) -1.63 Masonry located on zone 4 Wind Pressure -41.31 psf Mu =1.6" P(h)2/8 826.16 Ib -ft Estimated Required Reinforcement As=Mu/00.9dfy= 0.054 in`fft try No. 5 @ 48 in o.c. As provided 0.0775 in2/ft OK! Check Maximum Reinforcement Make sure the designed flexural reinforcement does not exceed the maximum. Neglect the small axial load due to self weight. As max'0.80 P'm x 0.80d Emu b _ Nu -(125 ry) [ ( 13Ey + EM As max = 0.282 in2/ft SATISFACTORY DESIGN! As max > As provided REINF. OF CONT. WALL 14 Frank Mainade REINFORCING FOR CONTINUOUS WALL Design for Shear Vu=1.6*P*h/2 Vu = 330.46 Ib/ft Nominal Shear Capacity Vn = C4.0 - 1.15 (Vdv /J An jf'm + 0.25P The most conservative (lowest) value of Vn is obtained when MNdv=1. Also the axial load P can conservatively be taken as zero. vn = 2.25 An f'm An= 40.7 in2/ft �Vn = 2837 Ib/ft Vu <OVn SATISFACTORY DESIGN! Vn <_ 4 An f'm OKI 15 REINF. OF CONT. WALL Emiliano Orozco. P.E. Fl. P.E. No. 66341 817 SW 122 Ave. Miami, Fl. 33175 Tel. (786)-355-2788 WIND LOAD CALCULATIONS FOR WINDOWS & DOORS New Addition at 925 NE 92nd St. Miami Shores, Fl. 33138 TABLE OF CONTENT DESCRIPTION PAGES 1. Wind Load Calculation 1 MecaWind Pro v2.2.5.1 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright waw.mevaentez�rises.com Date 7/2/2014 Pressure +GCpi (Psf) ----------- Project No. -20.53 -8.32 Company Name -14.09 Designed By EMILIANO OROZCO Address Description WINDOWS & DOORS FOR ADDITION City Customer Name FRANK MAINADE State Proj Location 925 NE 92 St. MIAMI SHORES, FL File Location: D:\LDHOME\1.- DRAWINGS\l LDHOME\2 RUN PROJECTS\FRANK MAINADE & LINDA BARROCAS\NEW DESIGN\AFTER HEARING\CALCS\WIND LOAD CALC. FOR WINDOWS & DOORS.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 3 : 12 Slope of Roof(Theta) = 14.04 Deg Ht: Mean Roof Ht = 14.24 ft Type of Roof = HIPPED RHt: Ridge Ht = 17.82 ft Eht: Eave Height = 10.67 ft OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 69.00 ft Bldg Width Across Ridge= 53.17 ft Length of Hipped Ridge = 23.25 ft Roof Slope on Hip End = 16.03 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm. 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 4388.59 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 69 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp --------------- ------ Leeward Wall -0.50 Side Walls -0.70 Pressure Pressure +GCpi (Psf) ----------- -GCpi (ps£) ----------- -20.53 -8.32 -26.30 -14.09 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 10.67 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Windward 0.67 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Roof Location Cp Pressure Pressure +Gcpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.55 -21.98 -9.76 Windward - Max Cp -0.05 -7.55 4.67 Leeward Norm to Ridge -0.46 -19.38 -7.16 Hipped End (.00 to 7.12 ft) -0.90 -32.07 -19.86 Hipped End (7.12 to 14.24 ft) -0.90 -32.07 -19.86 Hipped End (14.24 to 28.49 ft) -0.50 -20.53 -8.32 Hipped End (28.49 to 57.17 ft) -0.30 -14.76 -2.55 Overhang Bottom Side (Windward only) 0.80 23.08 23.08 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description ------------------- Leeward Wall Side Wall Side Wall Windward Wall Windward Wall Roof Windward Roof Leeward _ Roof Windward Roof Leeward Roof End (0 to h/2) Roof End (0 to h/2) Roof End (h/2 to h) Roof End (h/2 to h) Roof End (h/2 to h) Roof End (h/2 to h) Roof End (h to 2h) Roof End (h to 2h) Roof End (h to 2h) Roof End (h to 2h) Roof End (>2h) Roof End (>2h) Roof End (>2h) Roof End (>2h) Roof End (>2h) Roof End (>2h) OH Bot Windward Roof End (0 to h/2) Roof End (0 to h/2) Roof End (>2h) Roof End (>2h) Total Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft -------------------------------------------------------------- -20.53 736 .00 15.12 .00 80.7 .0 .0 -26.30 567 -14.92 .00 .00 .0 79.6 .0 -26.30 567 14.92 .00 .00 .0 -79.6 .0 16.97 690 .00 11.71 .00 66.4 .0 .0 16.97 46 .00 0.78 .00 0.3 .0 .0 -21.98 1264 .00 -6.74 26.95 260.6 .0 .0 -19.38 1264 .00 5.94 23.77 -229.8 .0 .0 -21.98 146 .00 -0.78 3.12 77.6 .0 .0 -19.38 146 .00 0.69 2.75 -68.4 .0 .0 -32.07 14 0.13 .00 0.44 10.7 14.1 -3.1 -32.07 14 -0.13 .00 0.44 10.7 -14.1 3.1 -32.07 61 0.54 0.00 1.87 33.5 50.9 -9.6 -32.07 61 -0.54 .00 1.87 33.5 -50.9 9.6 -32.07 15 0.13 .00 0.46 8.2 14.8 -2.3 -32.07 15 -0.13 .00 0.46 8.2 -14.8 2.3 -20.53 271 1.53 -0.00 5.34 38.6 118.8 -11.1 -20.53 271 -1.53 .00 5.34 38.6 -118.8 11.1 -20.53 30 0.17 .00 0.58 4.2 18.9 -1.2 -20.53 30 -0.17 .00 0.58 4.2 -18.9 1.2 -14.76 3 0.01 -0.00 0.04 0.0 0.7 -0.0 -14.76 3 -0.01 .00 0.04 0.0 -0.7 0.0 -14.76 0 0.00 .00 0.00 0.0 0.1 -0.0 -14.76 0 -0.00 .00 0.00 0.0 -0.1 0.0 -14.76 64 0.26 .00 0.90 -12.5 29.2 3.6 -14.76 64 -0.26 .00 0.90 -12.5 -29.2 -3.6 23.08 138 .00 .00 3.19 87.9 .0 .0 -32.07 12 0.10 .00 0.36 8.4 10.7 -2.4 -32.07 12 -0.10 .00 0.36 8.4 -10.7 2.4 -14.76 316 1.29 .00 4.49 -39.8 103.3 11.4 -14.76 316 -1.29 .00 4.49 -39.8 -103.3 -11.4 .00 7134 -0.00 26.72 88.73 377.6 -0.0 0.0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx psf ft^2 Kip --------------------------------------------- Leeward Wall -20.53 736 .00 Side Wall -26.30 567 -14.92 Side Wall -26.30 567 14.92 Windward Wall 16.97 690 .00 Windward Wall 16.97 46 .00 --------------------------------------------- Total .00 2607 .00 FY Fz Mz My Mz Kip Kip K -ft K -ft K -ft --------------------------------------- 15.12 .00 80.7 .0 .0 .00 .00 .0 79.6 .0 .00 .00 .0 -79.6 .0 11.71 .00 66.4 .0 .0 0.78 .00 0.3 .0 .0 27.61 .00 147.3 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi _ Description Press Area psf ft^2 ------------------------------------- Leeward Wall -8.32 736 Side Wall -14.09 567 Side Wall -14.09 567 Windward Wall 29.19 690 Windward Wall 29.19 46 Roof Windward 4.67 1264 Roof Leeward -7.16 1264 Roof Windward 4.67 146 Roof Leeward -7.16 146 Roof End (0 to h/2) -19.86 14 Roof End (0 to h/2) -19.86 14 Roof End (h/2 to h) -19.86 61 Roof End (h/2 to h) -19.86 61 Roof End (h/2 to h) -19.86 15 Fx Fy Fz Mx My Mz Kip Kip Kip K -ft K -ft K -ft ---------------------------------------------- .00 6.12 .00 32.7 .0 .0 -7.99 .00 .00 .0 42.6 .0 7.99 .00 .00 .0 -42.6 .0 .00 20.14 .00 114.2 .0 .0 .00 1.35 .00 0.5 .0 .0 .00 1.43 -5.72 -55.3 .0 .0 .00 2.20 8.78 -84.9 .0 .0 .00 0.17 -0.66 -16.5 .0 .0 .00 0.25 1.02 -25.3 .0 .0 0.08 .00 0.27 6.6 8.7 -1.9 -0.08 .00 0.27 6.6 -8.7 1.9 0.33 0.00 1.16 20.7 31.5 -6.0 -0.33 .00 1.16 20.7 -31.5 6.0 0.08 .00 0.28 5.1 9.1 -1.5 Roof End (h/2 to h) -19.86 15 -0.08 .00 0.28 5.1 -9.1 1.5 Roof End (h to 2h) -8.32 271 0.62 -0.00 2.16 15.6 48.1 -4.5 Roof End (h to 2h) -8.32 271 -0.62 .00 2.16 15.6 -48.1 4.5 Roof End (h to 2h) -8.32 30 0.07 .00 0.24 1.7 7.7 -0.5 Roof End (h to 2h) -8.32 30 -0.07 .00 0.24 1.7 -7.7 0.5 Roof End (>2h) ------------------------------------------------------------------------------------- Total -2.55 3 0.00 -0.00 0.01 0.0 0.1 -0.0 Roof End (>2h) .0 -2.55 3 -0.00 .00 0.01 0.0 -0.1 0.0 Roof End (>2h) .0 -2.55 0 0.00 .00 0.00 0.0 0.0 -0.0 Roof End (>2h)' Roof -2.55 0 -0.00 .00 0.00 0.0 -0.0 0.0 Roof End (>2h) End -2.55 64 0.04 .00 0.16 -2.1 5.0 0.6 Roof End (>2h) (h/2 to h) -2.55 64 -0.04 .00 0.16 -2.1 -5.0 -0.6 OH Bot Windward 23.08 138 .00 .00 3.19 87.9 .0 .0 Roof End (0 to h/2) -19.86 12 0.06 .00 0.22 5.2 6.7 -1.5 Roof End (0 to h/2) -19.86 12 -0.06 .00 0.22 5.2 -6.7 1.5 Roof End (>2h) 4.80 -2.55 316 0.22 .00 0.77 -6.9 17.8 2.0 Roof End (>2h) 0 -2.55 316 -0.22 .00 0.77 -6.9 -17.8 -2.0 ------------------------------------------------------------------------------------- Total 4.80 0 .00 7134 -0.00 31.66 17.14 145.0 -0.0 0.0 Normal to Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K -ft K -ft K -ft Leeward Wall -8.32 736 .00 6.12 .00 32.7 .0 .0 Side Wall -14.09 567 -7.99 .00 .00 .0 42.6 .0 Side Wall -14.09 567 7.99 .00 .00 .0 -42.6 .0 Windward Wall 29.19 690 .00 20.14 .00 114.2 .0 .0 Windward Wall 29.19 46 .00 1.35 .00 0.5 .0 .0 ------------------------------------------------------------------------------------- Total .00 2607 .00 27.61 .00 147.3 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* FX FY Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft ------------------------------------------------------------------------------------- Windward Wall 9.60 690 .00 6.62 .00 37.6 .0 .0 Windward Wall 9.60 46 .00 0.44 .00 0.1 .0 .0 Roof Windward 4.80 307 .00 1.47 .00 21.3 .0 .0 Roof Leeward 4.80 307 .00 1.47 .00 21.3 .0 .0 Roof Windward 4.80 36 .00 0.17 .00 1.9 .0 .0 Roof Leeward 4.80 36 .00 0.17 .00 1.9 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (>2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (>2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (>2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (>2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------- Total .00 1420 .00 10.35 .00 84.1 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 14.0 Deg, h/1= 0.21 Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (9) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (10) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 53.17 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) ----------- -GCpi ----------- (psf) --------------- Leeward Wall ------ -0.44 -18.82 -6.60 _ Side Walls -0.70 -26.30 -14.09 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 17.82 0.88 1.00 0.80 35.19 17.82 30.04 36.64 _ Windward 10.67 0.85 1.00 0.80 33.94 16.97 29.19 35.79 - Windward 0.67 0.85 1.00 0.80 33.94 16.97 29.19 35.79 Roof - Dist from Windward Edge Cp Pressure Pressure ' +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 7.1 ft -0.90 -32.07 -19.86 Roof: 7.1 ft to 14.2 ft -0.90 -32.07 -19.86 Roof: 14.2 ft to 28.5 ft -0.50 -20.53 -8.32 Roof: 28.5 ft to 73.0 ft -0.30 -14.76 -2.55 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fa FY Fz Ms My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -18.82 567 10.68 .00 .00 .0 -57.0 .0 Side Wall -26.30 736 .00 19.37 .00 103.3 .0 .0 Side Wall -26.30 736 .00 -19.37 .00 -103.3 .0 .0 - Windward Wall 16.97 532 9.02 .00 .00 .0 -51.2 .0 Windward Wall 16.97 36 0.60 .00 .00 .0 -0.2 .0 Roof (0 to h/2) -32.07 252 -2.23 .00 7.76 .0 -221.0 .0 Roof (0 to h/2) -32.07 14 .00 -0.13 0.44 10.6 -14.1 -4.1 _ Roof (0 to h/2) -32.07 14 .00 0.13 0.44 -10.6 -14.1 4.1 Roof (0 to h/2) -32.07 115 -1.02 .00 3.54 .0 -114.5 .0 Roof (h/2 to h) -32.07 244 -2.16 .00 7.54 .0 -164.8 .0 Roof (h/2 to h) -32.07 86 -0.00 -0.66 2.69 49.6 -69.4 -17.1 Roof (h/2 to h) -32.07 86 .00 0.66 2.69 -49.6 -69.4 17.1 Roof (h/2 to h) -32.07 15 .00 -0.13 0.46 11.2 -11.8 -3.4 Roof (h/2 to h) -32.07 15 .00 0.13 0.46 -11.2 -11.8 3.4 Roof (h to 2h) -20.53 260 0.00 -1.28 5.19 67.4 -88.0 -21.7 Roof (h to 2h) -20.53 260 .00 1.28 5.19 -67.4 -88.0 21.7 Roof (h to 2h) -20.53 22 .00 -0.13 0.44 10.7 -7.4 -2.1 Roof (h to 2h) -20.53 22 .00 0.13 0.44 -10.7 -7.4 2.1 Roof (h to 2h) -20.53 99 .00 -0.49 1.97 19.1 -19.4 -4.8 Roof (h to 2h) -20.53 99 .00 0.49 1.97 -19.1 -19.4 4.8 Roof (h to 2h) -20.53 8 .00 -0.04 0.15 3.6 -1.5 -0.4 Roof (h to 2h) -20.53 8 .00 0.04 0.15 -3.6 -1.5 0.4 Roof (>2h) -14.76 538 .00 -1.91 7.71 74.8 13.9 3.4 Roof (>2h) -14.76 538 .00 1.91 7.71 -74.8 13.9 -3.4 Roof (>2h) -14.76 41 .00 -0.17 0.58 14.2 1.0 0.3 Roof (>2h) -14.76 41 .00 0.17 0.58 -14.2 1.0 -0.3 Roof (>2h) -14.76 365 0.00 -1.29 5.23 87.7 120.7 29.8 Roof (>2h) -14.76 365 .00 1.29 5.23 -87.7 120.7 -29.8 Roof (>2h) -14.76 48 .00 -0.19 0.68 16.5 15.6 4.5 Roof (>2h) -14.76 48 .00 0.19 0.68 -16.5 15.6 -4.5 _ Roof (>2h) -14.76 115 0.47 .00 1.63 .0 52.7 .0 Roof (0 to h/2) -32.07 16 .00 -0.12 0.49 10.6 -15.2 -3.8 Roof (0 to h/2) -32.07 16 .00 0.12 0.49 -10.6 -15.2 3.8 Roof (h to 2h) -20.53 137 -0.77 .00 2.70 .0 -38.3 .0 Roof (>2h) -14.76 633 2.58 .00 8.98 .0 206.7 .0 ' Roof (>2h) -14.76 2 .00 -0.01 0.03 0.7 1.0 0.3 Roof (>2h) -14.76 2 .00 0.01 0.03 -0.7 1.0 -0.3 ------------------------------------------------------------------------------------- Total .00 7129 17.17 0.00 84.22 -0.0 -536.4 0.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fa Fy Fz Ma My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -18.82 567 10.68 .00 .00 .0 -57.0 .0 Side Wall -26.30 736 .00 19.37 .00 103.3 .0 .0 Side Wall -26.30 736 .00 -19.37 .00 -103.3 .0 .0 Windward Wall 16.97 532 9.02 .00 .00 .0 -51.2 .0 Windward Wall 16.97 36 0.60 .00 .00 .0 -0.2 .0 Total .00 2607 20.30 .00 .00 .0 -108.3 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Along Ridge - Base Reactions - Walls+Roof MIN Description Description Press Area Fs FY Fz Ma My Mz psf ft^2 psf ft^2 Kip Kip Kip K -ft K -ft K -ft ------------------------------------------------------------------------------------- Leeward Wall -6.60 567 3.74 .00 .00 .0 -20.0 .0 Side Wall -14.09 736 .00 10.37 .00 55.3 .0 .0 Side Wall -14.09 736 .00 -10.37 .00 -55.3 .0 .0 Windward Wall 29.19 532 15.52 .00 .00 .0 -88.0 .0 Windward Wall 29.19 36 1.04 .00 .00 .0 -0.3 .0 Roof (0 to h/2) -19.86 252 -1.38 .00 4.80 .0 -136.8 .0 Roof (0 to h/2) -19.86 14 .00 -0.08 0.27 6.6 -8.7 -2.5 Roof (0 to h/2) -19.86 14 .00 0.08 0.27 -6.6 -8.7 2.5 Roof (0 to h/2) -19.86 115 -0.63 .00 2.19 .0 -70.9 .0 Roof (h/2 to h) -19.86 244 -1.34 .00 4.66 .0 -102.0 .0 Roof (h/2 to h) -19.86 86 -0.00 -0.41 1.66 30.7 -42.9 -10.6 Roof (h/2 to h) -19.86 86 .00 0.41 1.66 -30.7 -42.9 10.6 Roof (h/2 to h) -19.86 15 .00 -0.08 0.28 6.9 -7.3 -2.1 Roof (h/2 to h) -19.86 15 .00 0.08 0.28 -6.9 -7.3 2.1 Roof (h to 2h) -8.32 260 0.00 -0.52 2.10 27.3 -35.6 -8.8 Roof (h to 2h) -8.32 260 .00 0.52 2.10 -27.3 -35.6 8.8 Roof (h to 2h) -8.32 22 .00 -0.05 0.18 4.3 -3.0 -0.9 Roof (h to 2h) -8.32 22 .00 0.05 0.18 -4.3 -3.0 0.9 Roof (h to 2h) -8.32 99 .00 -0.20 0.80 7.7 -7.8 -1.9 Roof (h to 2h) -8.32 99 .00 0.20 0.80 -7.7 -7.8 1.9 Roof (h to 2h) -8.32 8 .00 -0.02 0.06 1.5 -0.6 -0.2 Roof (h to 2h) -8.32 8 .00 0.02 0.06 -1.5 -0.6 0.2 Roof (>2h) -2.55 538 .00 -0.33 1.33 12.9 2.4 0.6 Roof (>2h) -2.55 538 .00 0.33 1.33 -12.9 2.4 -0.6 Roof (>2h) -2.55 41 .00 -0.03 0.10 2.4 0.2 0.1 Roof (>2h) -2.55 41 .00 0.03 0.10 -2.4 0.2 -0.1 Roof (>2h) -2.55 365 0.00 -0.22 0.90 15.1 20.8 5.1 Roof (>2h) -2.55 365 .00 0.22 0.90 -15.1 20.8 -5.1 Roof (>2h) -2.55 48 .00 -0.03 0.12 2.8 2.7 0.8 Roof (>2h) -2.55 48 .00 0.03 0.12 -2.8 2.7 -0.8 Roof (>2h) -2.55 115 0.08 .00 0.28 .0 9.1 .0 Roof (0 to h/2) -19.86 16 .00 -0.07 0.30 6.6 -9.4 -2.3 Roof (0 to h/2) -19.86 16 .00 0.07 0.30 -6.6 -9.4 2.3 Roof (h to 2h) -8.32 137 -0.31 .00 1.09 .0 -15.5 .0 Roof (>2h) -2.55 633 0.44 .00 1.55 .0 35.6 .0 Roof (>2h) -2.55 2 .00 -0.00 0.01 0.1 0.2 0.1 Roof (>2h) -2.55 2 .00 0.00 0.01 -0.1 0.2 -0.1 ------------------------------------------------------------------------------------- Total .00 7129 17.17 0.00 30.80 -0.0 -567.2 0.0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fs FY Fz Ma My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft ------------------------------------------------------------------------------------- Leeward Wall -6.60 567 3.74 .00 .00 .0 -20.0 .0 Side Wall -14.09 736 .00 10.37 .00 55.3 .0 .0 Side Wall -14.09 736 .00 -10.37 .00 -55.3 .0 .0 Windward Wall 29.19 532 15.52 .00 .00 .0 -88.0 .0 Windward Wall 29.19 36 1.04 .00 .00 .0 -0.3 .0 ------------------------------------------------------------------------------------- Total .00 2607 20.30 .00 .00 .0 -108.3 .0 Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fu FY Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft ------------------------------------------------------------------------------------- Windward Wall 9.60 532 5.10 .00 .00 .0 -28.9 .0 Windward Wall 9.60 36 0.34 .00 .00 .0 -0.1 .0 Roof (0 to h/2) 4.80 69 0.33 .00 .00 .0 -4.0 .0 Roof (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (0 to h/2) 4.80 32 0.15 .00 .00 .0 -1.7 .0 Roof (h/2 to h) 4.80 67 0.32 .00 .00 .0 -4.5 .0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 " Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 - Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 - Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 _ Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 - Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 _ Roof (>2h) 4.80 32 0.15 .00 .00 .0 -1.7 .0 Roof (0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Roof (h to 2h) 4.80 38 0.18 .00 .00 .0 -2.9 .0 Roof (>2h) 4.80 175 0.84 .00 .00 .0 -11.3 .0 Roof (>2h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (>2h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 ------------------------------------------------------------------------------------- Total .00 980 7.43 .00 .00 .0 -55.0 .0 Notes - .Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.21 Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf - Note (4) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description FX Fy Fz Mx My Mz Kip Kip Kip K -ft K -ft K -ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi -0.0 26.7 88.7 377.6 -0.0 0.0 Normal to Ridge Walls Only +GCpi .0 27.6 .0 147.3 .0 .0 Normal to Ridge Walls+Roof -GCpi -0.0 31.7 17.1 145.0 -0.0 0.0 Normal to Ridge Walls Only -GCpi .0 27.6 .0 147.3 .0 .0 Normal to Ridge Walls+Roof MIN .0 10.4 .0 84.1 .0 .0 Along Ridge Walls+Roof +GCpi 17.2 0.0 84.2 -0.0 -536.4 0.0 Along Ridge Walls Only +GCpi 20.3 .0 .0 .0 -108.3 .0 Along Ridge Walls+Roof -GCpi 17.2 0.0 30.8 -0.0 -567.2 0.0 Along Ridge Walls Only -GCpi 20.3 .0 .0 .0 -108.3 .0 Along Ridge Walls+Roof MIN 7.4 .0 .0 .0 -55.0 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 4388.59 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 5.32 ft Description Width Span Area Zone Max Main Max P Min P ft ------------------------------------------------------------------------------- ft ft^2 GCp GCp psf psf WINDOW 7 1.54 5.25 9.2 4 1.00 -1.10 40.05 -43.45 WINDOW 7 1.54 5.25 9.2 5 1.00 -1.40 40.05 -53.63 WINDOW 8 1.54 4.17 6.4 4 1.00 -1.10 40.05 -43.45 WINDOW 8 1.54 4.17 6.4 5 1.00 -1.40 40.05 -53.63 WINDOW 9 1.54 3.17 4.9 4 1.00 -1.10 40.05 -43.45 WINDOW 9 1.54 3.17 4.9 5 1.00 -1.40 40.05 -53.63 WINDOW 10 1.58 3.17 5.0 4 1.00 -1.10 40.05 -43.45 WINDOW 10 1.58 3.17 5.0 5 1.00 -1.40 40.05 -53.63 DOOR lA 3.00 6.67 20.0 4 0.95 -1.05 38.25 -41.64 DOOR lA 3.00 6.67 20.0 5 0.95 -1.29 38.25 -50.02 DOOR 7A 2.08 DOOR 7A 2.08 DOOR BA 3.00 DOOR BA 3.00 DOOR 9A 3.00 DOOR 9A 3.00 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd a r .. r 6.67 14.8 4 0.97 -1.07 39.03 -42.42 6.67 14.8 5 0.97 -1.34 39.03 -51.58 6.67 20.0 4 0.95 -1.05 38.25 -41.64 6.67 20.0 5 0.95 -1.29 38.25 -50.02 6.67 20.0 4 0.95 -1.05 38.25 -41.64 6.67 20.0 5 0.95 -1.29 38.25 -50.02 = 0.85 = 33.94 psf INSPEG nON RECORD POST ON SIT 4 -10911 Miarni Shores Village - -- ---- - - — 10050 N.E 2nd Avenue e - Res —iden—tia F�064�u-c-ti—on Miami Shores, r -L 33138-0000 Alork Addition/After n Phone: (305)795-2204 fax (t., Issue E"-Ato: 1W30111 1.01 L Req-asts must be received by 3 pm for follow '.ig - y irlspec,;ops Residectial Construction !,�2060060070 t Own, 6 -RANK & KELARA MA1Ni,,,--)E Job !ddrecIs: Total Square Feet: 1764 E o 9 atal Valuiliorc s 1 00.00-D 0 r rg2 0 u 'i,'JRK IS ALL(j'QVF0 MCN,"' -AY TAROUGH SATURDAY, 6:00( N, ,4') VVjrJiS /, L.L(WvEr, CK SUNDAY C C4 r! Lra 0H(P OAYS. "?(`E)226-5002 C E D A Tr;R(-Ii;GHTHIL'�— ", A 7-0FIN. INSPECTIONS ARE )NE V,' NDA)I f�RII)Av N�� 6i,J�LikNG �N�IPE'-TiOVS e-5 L; MAGED 810 EWALKS F UST `E Kg' PIXED PH R PON TO F1 INWOU C" 'Id e�4e A_ -J S )"cu WiLL BE "0ADE IJNLETHE PIF-Mll- GAORIT,t ISR�'. IT IS --ND iv --S ENS IS, . A V A 1 1 T �,,:;PUCANT'S, RESPONSIBILITY TO L ISURE Ti AT AC-':'��-'I"';'- Jf :till._ 'POSES, N;--FTHER 'N P� THE'-.:::J0I - I I- Cj`jpj - tq',DR THE CITv SHALL I'L i Tt 1EE It'z'N'T 1,)F ANY MATS 7 -IAL WARNING TO OWNER: YOUR FAiL.U'k'�'E- TO RECORD A NOTICE OF COIRAIENCEMENT MAY RESFJLT IN YOUR R,*'Y'k4GTP"CE FO/f- IMP-' 0' EMENTS TO YCU�R PROPERTY. A NOTLE OF COMMENICE10,ENT MUST BE R.ECORDED AND POSTE--[) ON THE JOB SITE BEFORE THE'PRRST INSPECTI(CN'L iF %'OU iNTEND TO C'UR LLr---NDER OR At� 4k-r-"'"RNEY BEF-ORE OE" A!'Nf F-1NANCING, CONISt-JLT VVIT�"" 4. 1 4 CO"Aklr- NC-'ING WORK OR RF-CORr jKp� yotjo --v, 11 "I'll co 1� INSPECTION RECORD STRUCTURAL DATE° INSP INSPECTION DATE INSP Foundation 2"d Rough -v3 Slab Columns t stLift) 2-23 Columns 2nd Lift Tie Beam /L tz-23 Truss/Rafters JLl/L Roof Sheathing Sheathin U Bucks Windows/Doors Interior Framing _ Insulation MMMENTS i Ceiling Grid ° Drywall Firewall Wire Lath Pool Steel Pool peck Final Pool Final Fence GATE INSP Screen Enclosure Driveway X/ Driveway Base Tin Ca Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters EN S Rads and Guardrails ADA com fiance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS s t INSPECTIAN��eTF 1 IMcp l Zoning Final ZONING COMMENTS I; ELECTRICAL INSPECTION DATEINSP` Tem ora Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Roughrlk2 l� Tele hone ou h Telephone Final TV Rou h - - TV Final ~� z ' , Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With y_ ELECTRICAL COMMENTS INSPECTION DATE° INSP Rough Water Service 2"d Rough Top Out Fire Sprinkle Septic Tank Sewer Hook-up Roo EF -Tank U Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains _ HRS Final PLUMBING MMMENTS i MECHANICAL iNrVECTiDN GATE INSP Underground Pipe =h/-!zWL-4 X/ Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL EN S Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-234812 Permit Number: RC -5-14-1091 Inspection Date: May 18, 2015 Permit Type: Residential Construction Inspector: Dacouisto. David Owner: MAINADE, FRANK & KELARA Job Address: 925 NE 92 Street Miami Shores, FL 33138 - Project: <NONE> Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number Parcel Number 1132060060070 Contractor: SEACOAST RENOVATIONS INC Phone: (786)226-5002 Building Department Comments GARAGE CONVERSION AND ADDITION OF MASTER BED ROOM AND FLAT ROOF COVERED 7 WINDOWS Infractio Passed Comments INSPECTOR COMMENTS False AND 9 DOORS f�' PasseCREATED Inspector Comments AS REINSPECTION FOR INSP-234811. 1. Provide dimensions for the attach CBS utility room and reflect the rear setback from the actual attached structure. Failed Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. For Inspections please call: (305)762-4949 May 18, 2015 Page 1 of 1 Lz: 5582 4f. W. 7th STREET SUITE 202 SURVEY No. 13-0000880-5 MIAMI, FLORIDA 33126 TELEPHONE. (305) 264-2660 'Xiclun FAX. (305) 264-0229 -DRAWN BY., LG. LAND SURVEYORS SHEET No. 2 OF 2 BOUNDARY SURVEY 13.37 x 14.0 14.25 9.04' UTIL 1 9, 13.07 26.16 LLL + REMAINDER LIMIT OF PLAT LLL 13.17 L L LOT- 8 LOT -8 (N.A.P.) o Li ILL � (N.A.P.) LLL F.F.E.=15.45' LLL LLL LLL 4'C.L.F. 0.901CL 13.10 1.10'CL 14.85 4'C.L.F.x PORCH Co 12.76' q 12.52 C! 32.62 U) M ' X @< to C-9 1.00'IENCR. C ONE STORY W RES. # 925 (L F.F.E.=15.39' I C6 1.40'CL LOT -9 _ 9 25.29' @ CR 13.39 13.76' 14.19 12.901 x 'e7 13.38 MAY 19 9 BY: N N RNII 13.70 1_3 74 "1 0 I - 7 1- 1 AP') 90-� 890610w, 7, R I.0 C F.N. 2• k,` 75.00' NO I F.I.P 1/2" NO CAP up UP ) 18, PWy up "N R. FRi C4 92nd, CA T 0 -1 i L0 v 0 � VI/V 13Y Gp'P- P r DA -re SURVEY ENCROACHMENT NOTES: Pr A) Southwest side of property: Concrete drive return encroaching onto right-of-way. B) Southeast side of property: Concrete drive return encroaching onto right-of-way. C) Southwest side of property: Overhead utility line encroaching onto subject property. D) Southwest side of property: Gas encroaching onto subject property. VV1711,1LL E) West side of property: Chain link fence encroaching onto adjacent property. Y Il i1 r F) East side of property: Chain link fence encroaching onto subject property. ANI) 'tjl SURVEYOR'S NOTE: There may be Easements recorded in the Public Records not shown on this Survey. DoE NU U 89° '0° 0.50'ENCR. I 13.27 ti CV) CS 13.37 x 14.0 14.25 9.04' UTIL 1 9, 13.07 26.16 LLL + REMAINDER LIMIT OF PLAT LLL 13.17 L L LOT- 8 LOT -8 (N.A.P.) o Li ILL � (N.A.P.) LLL F.F.E.=15.45' LLL LLL LLL 4'C.L.F. 0.901CL 13.10 1.10'CL 14.85 4'C.L.F.x PORCH Co 12.76' q 12.52 C! 32.62 U) M ' X @< to C-9 1.00'IENCR. C ONE STORY W RES. # 925 (L F.F.E.=15.39' I C6 1.40'CL LOT -9 _ 9 25.29' @ CR 13.39 13.76' 14.19 12.901 x 'e7 13.38 MAY 19 9 BY: N N RNII 13.70 1_3 74 "1 0 I - 7 1- 1 AP') 90-� 890610w, 7, R I.0 C F.N. 2• k,` 75.00' NO I F.I.P 1/2" NO CAP up UP ) 18, PWy up "N R. FRi C4 92nd, CA T 0 -1 i L0 v 0 � VI/V 13Y Gp'P- P r DA -re SURVEY ENCROACHMENT NOTES: Pr A) Southwest side of property: Concrete drive return encroaching onto right-of-way. B) Southeast side of property: Concrete drive return encroaching onto right-of-way. C) Southwest side of property: Overhead utility line encroaching onto subject property. D) Southwest side of property: Gas encroaching onto subject property. VV1711,1LL E) West side of property: Chain link fence encroaching onto adjacent property. Y Il i1 r F) East side of property: Chain link fence encroaching onto subject property. ANI) 'tjl SURVEYOR'S NOTE: There may be Easements recorded in the Public Records not shown on this Survey. 1355 NW 97TH AVE SUITE 200 �O'V a Surveyors Inc. 13-0000880-5 MIAMI, FL 33172 SURVEY NO TELEPHONE: (305) 264-2660 ,, FAX: (305) 264-0229 DRAWN BY: A.A. LAN® SURVEYORS SHEET NO 1 OF? � SURVEY OF LOT 9 LOT 9 AND THE W 1/2 OF LOT 8, OF AME=NDED PLAT OF GOLDEN GATE PARK, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 7, PAGE 54, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 925 NE 92 ST, MIAMI SHORES, FL 33138 FOR: LINDA BARROCAS LOCATION SKETCH r 1 l I 1, SUBJECT PROPERTY Scale 1" = NT.S. 2 O GATE ABBREVIATION AND MEANING A = ARC FNIP. = FEDERAL NATIONAL INSURANCE RAD. = RADIUS OF RADIAL A/C = AIR CONDITIONER PAD PROGRAM RGE. = RANGE A.E. = ANCHOR EASEMENT IN.&EG. = INGRESS AND EGRESS R.P. = RADIUS POINT AIR = ALUMINIUM ROOF EASEMENT R.O.E. = ROOF OVERHANG A/S = ALUMINIUM SHED L.F.E. = LOWEST FLOOR ELEVATION EASEMENT ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT RIW = RIGHT-OF-WAY B.C. = BLOCK CORNER L.P. = LIGHT POLE SEC. = SECTION B.C.R. = BROWARD COUNTY RECORDS M. = MEASURED DISTANCE S.I.P. = SET IRON PIPE L.B. #6044 B.M. = BENCH MARK MM = MANHOLE SWK = SIDEWALK B.O.B. = BASIS OF BEARINGS N.A.P. = NOT A PART OF T = TANGENT C= CALCULATED NGVD = NATIONAL GEODETIC VERTICAL TWP = TOWNSHIP C.B. = CATCH BASIN DATUM U.E. = UTILITY EASEMENT C.B.W. = CONCRETE BLOCK WALL N.T.S. = NOT TO SCALE U.P. = UTILITY POLE CH = CHORD I 1 W.M. = WATER METER CH.B. = CHORD BEARING O.R.B. = OFFICIAL RECORD BOOK W.R. = WOOD ROOF CL= CLEAR 0/S = OFFSET W.S. = WOOD SHED C.L.F. = CHAIN LINK FENCE OVH. = OVERHANG C.M.E. = CANAL MAINTENANCE P.B. = PLAT BOOK =ANGLE EASEMENTS P.C. = POINT OF CURVE A =CENTRAL ANGLE CONC. = CONCRETE P.C.C. = POINT OF COMPOUND CURVE C.P. = CONCRETE PORCH PL. = PLANTER $ =CENTER LINE C.S. = CONCRETE SLAB P.L.S. = PROFESSIONAL LAND MONUMENT LINE D.E. = DRAINAGE EASEMENT SURVEYOR D.M.E. = DRAINAGE MAINTENANCE P.O.B.. = POINT OF BEGINNING EASEMENTS P.O.C.. = POINT OF COMMENCEMENT DRIVE = DRIVEWAY P.P. = POWER POLE ENCR. = ENCROACHMENT P.P.S.. = POOL PUMP SLAB E.T.P. = ELECTRIC TRANSFORMER PAD P.R.C. = POINT OF REVERSE CURVE F.F.E. = FINISHED FLOOR ELEVATION PRM = PERMANENT REFERENCE F.H. = FIRE HYDRANT GATE ABBREVIATION AND MEANING A = ARC FNIP. = FEDERAL NATIONAL INSURANCE RAD. = RADIUS OF RADIAL A/C = AIR CONDITIONER PAD PROGRAM RGE. = RANGE A.E. = ANCHOR EASEMENT IN.&EG. = INGRESS AND EGRESS R.P. = RADIUS POINT AIR = ALUMINIUM ROOF EASEMENT R.O.E. = ROOF OVERHANG A/S = ALUMINIUM SHED L.F.E. = LOWEST FLOOR ELEVATION EASEMENT ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT RIW = RIGHT-OF-WAY B.C. = BLOCK CORNER L.P. = LIGHT POLE SEC. = SECTION B.C.R. = BROWARD COUNTY RECORDS M. = MEASURED DISTANCE S.I.P. = SET IRON PIPE L.B. #6044 B.M. = BENCH MARK MM = MANHOLE SWK = SIDEWALK B.O.B. = BASIS OF BEARINGS N.A.P. = NOT A PART OF T = TANGENT C= CALCULATED NGVD = NATIONAL GEODETIC VERTICAL TWP = TOWNSHIP C.B. = CATCH BASIN DATUM U.E. = UTILITY EASEMENT C.B.W. = CONCRETE BLOCK WALL N.T.S. = NOT TO SCALE U.P. = UTILITY POLE CH = CHORD O.H.L. = OVERHEAD UTILITY LINES W.M. = WATER METER CH.B. = CHORD BEARING O.R.B. = OFFICIAL RECORD BOOK W.R. = WOOD ROOF CL= CLEAR 0/S = OFFSET W.S. = WOOD SHED C.L.F. = CHAIN LINK FENCE OVH. = OVERHANG C.M.E. = CANAL MAINTENANCE P.B. = PLAT BOOK =ANGLE EASEMENTS P.C. = POINT OF CURVE A =CENTRAL ANGLE CONC. = CONCRETE P.C.C. = POINT OF COMPOUND CURVE C.P. = CONCRETE PORCH PL. = PLANTER $ =CENTER LINE C.S. = CONCRETE SLAB P.L.S. = PROFESSIONAL LAND MONUMENT LINE D.E. = DRAINAGE EASEMENT SURVEYOR D.M.E. = DRAINAGE MAINTENANCE P.O.B.. = POINT OF BEGINNING EASEMENTS P.O.C.. = POINT OF COMMENCEMENT DRIVE = DRIVEWAY P.P. = POWER POLE ENCR. = ENCROACHMENT P.P.S.. = POOL PUMP SLAB E.T.P. = ELECTRIC TRANSFORMER PAD P.R.C. = POINT OF REVERSE CURVE F.F.E. = FINISHED FLOOR ELEVATION PRM = PERMANENT REFERENCE F.H. = FIRE HYDRANT MONUMENT F.1 P. = FOUND IRON PIPE PT. = POINT OF TANGENCY F.I.R. = FOUND IRON ROD PVMT. = PAVEMENT F.N. = FOUND NAIL PWY = PARKWAY F.N.D. = FOUND NAIL & DISK R. = RECORD DISTANCE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ('SURVEY-): THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING, AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND / OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE, EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS OTHERWISE SHOWN. THE TERM "ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW. THE LOCAL F.E.M.A. AGENT SHOULD BE CONTACTED FOR VERIFICATION. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO -BE SITUATED IN ZONE: X COMMUNITY/PANEL/SUFFIX: 120652 0306 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: WA. CERTIFIED TO: LINDA BARROCAS LEGEND TYPICAL —OH- OVERHEAD UTILITY LINES zzzz C.B.S. =WALL (CBW) max• C.L.F. = CHAIN LINK FENCE -0-0- I.F. = IRON FENCE -I -eA W.F. = WOOD FENCE ■ 0.00 = EXISTING ELEVATIONS 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY. 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAMI-DADE COUNTY. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 MIAMI DADE COUNTY BENCH MARK NO. B-62 LOCATOR NO. 3250 S ELEVATION 8.67 FEET OF N.G.V.D. OF 1929 SURVEYOR'S CERTIFICATION I HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. jz__�c BY: 5 5 15 GEORGE IBARRA (DATE OF FIELD RK PROFESSIONAL LAND SURVEYOR NO. 2534 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: N O�GE... /a,, ft11FIC 4�gr� 9 NO. 2534 W _ E * 6 CS L; O r ••'. STATE OF J <gN0'gu*%O l SURVEYOR'S SEAL S U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National Flood Insurati'cc-Program Important: Read the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION C Al. Building Owner's Name LINDA BARROCAS A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 925 NE 92 STS City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 9 & W 1/2 OF LOT 8, AMENDED PLAT OF GOLDEN GATE PARK, PB 7, PG 54 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25'51'40.23"N Long. 80'10'43.87'W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 360.0 sq ft a) Square footage of attached garage WA sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 5 within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b 360.0 sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF MIAMI SHORES 120652 MIAMI-DADE FL B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086CO306 L 09/11/2009 Effective/Revised Date Zone(s) AO, use base flood depth) 14.25. ® feet ❑ meters 09/11/2009 X WA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: Bl 1. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings` ❑ Building Under Construction` ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, ARIA, ARAE, AR/A1-430, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: B-62 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. 0 NGVD 1929.0 NAVD 1988 0 Other/Source: - Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 15.39. ® feet ❑ meters N/A. ® feet ❑ meters N/A . ® feet ❑ meters N/A. I@ feet ❑ meters 14.25. ® feet ❑ meters 12.79. ® feet ❑ meters 13.399... ® feet ❑ meters 12.79. ® feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GEORGE IBARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 13 aNW 97 AVE City MIAMI State FL ZIP Code 33172 Signature ,/,/'ff�/ &A//oC% Date 05/04/2015 Telephone (305) 264-2660 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. � Vr 11v1. n w� I—) Nayc � IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR JRgIVCEOIVIPANY 118E Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.+glio)r ` r, 925 NE 92 ST City MIAMI SHORES State FL ZIP Code 33138'" SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner. Comments SECTION C 2 (E) LOWEST ELEV MACHINERY IS A/C PAD. LATITUDE AND LONGITUDE IS PROVIDED BY GOOGLE EARTH. CROWN OF ROADJLEV= 13.59 FT f . Signature / Date 05/04/2015 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawispace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name LINDA BARROCAS Address 925 NE 92 ST City MIAMI SHORES State FL ZIP Code 33138 Signature Date Telephone Comments Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. Building Photographs Building Photographs 13-0000880-5 Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite and/or Bldg. No.) or P.O. Route and Box No. Policy Number 925 NE 92 ST City State ZIP Code Company NAIC Number MIAMI SHORES FL 33138 s=, c t 1 { - 4 AL_ ; Left Side Mew Date of Photograph: 05/04/2015 i' i Right Side View Date of Photograph: 05/04/2015 Insulation Certification Building Permit 1091 Job Address: 925 N.E. 92 St. Owners: Frank and Kelara Mainade Miami Shores, Florida 33138 Statement of Compliance We, the undersigned, hereby certify that the Thermal Insulation has been installed in the above referenced project, in compliance with the latest edition of the STATE OF FLORIDS ENERGY CODE, the APPROVED ENERGY CALCLULATIONS, and plans, and in accordance with good construction practice. The insulation and furnished and installed has the characteristics shown below. 1) Exterior CBS Wall Insulation: R 5 (min): Material: Rigid Board, Thickness 2) Exterior solid Concrete walls: R 5 (min): Materials: Rigid Board, Thickness: Winches 3) Ceiling Insulation: R- 30 (Min) Materials Bars Thickness 10" inches Note: Densities PF sprayed -on, loose fill, or any other composed on site insulation shall be P.C.F.(Lb/ft3) average of three (3) "DRY SAMPLES" of actual installation. Installed by: ,s GCoC 1� 19 Builder Contractor CC# Co. Name: SeaCoast Owner hereby acknowledges work is acceptable. Fran ai ade Kelara Mainade 611 /IV htycIoy cev+4y 44u4 = +ii(s okAy o+PAD" �:Vank IMgIywo c 0 Vx 1 Gvo mal 1 WhP av c - pt 1(sayVA1 I \/ tmw �1 4 4 W -�-h� -�h -1 be h v�a�/� r u+CA W 4-OVC&Ia f-vcr I E -t vo I u��y, �0y PUVpMr s -+kevc tri C.xww d. y sr bSc v IWA btu0✓t � 6r `V ilIC -�— SV�IO rl t� Su c�IPM PE wit #EMM 0� Z J Ali M D"GN111 EXPIRES 7/3VAiS BUILDER Subdivision: Property Address: �� Certificate of Completion 92�'VE Lot #: Date of Horizontal Treatment: Date of Vertical Treatment: Time of Treatment: Date Product Used Zf-1 b Percent Concentration T' e F4Aj Ch mical used (active ingred.) Area Treated (sq. ft) e a tk� pig - Applicator No. of gallons applied 0®® Linear feet treated The above structure has received all required treatments for the prevention of subterranean termites. This form is proof of complete treatment for certificate of occupancy or closing. Full warranty is in effect for one year from date of last treatment. J9A 06 Full warranty renewel fee will be $ 4 ub per year. NO LIMIT TE T $ PEST SERVI LLC hereby confirms that this building has received a complete treatment for the preven on orfubte anean termi tment is in accordance with the rules and laws as established by Florida Department o Agriture nd Cons er i es. Exterior perimeter treatment was completed upon final grade. Y State License # JB 174658 N Li it Termite & Pest Se C ID Card# 5 111 (Refer to reverse side for warranty, general terms & conditions and payment terms.) . W. 5th Court - Ft Lauderdale, Florida 33311-6306 - Ph: 754-235-7126 - Fax: 954-306-3710 Warranty Subject to the general terms and conditions, the Company will control incidences that may occur of infestation by the wood destroying organism(s) designated as subject of this agreement for five years after initial tri, provided that warranty renewal fees are paid in accordance with terms of this agreement. The COMPANYS WARRANTY under this agreement is limited to control only of subject infestation and does NOT cover repair of existing or resultant damage by wood -destroying organisms to the structures) or contents thereof. Payment for the initial treatment includes a five year warranty as specified herein. Normal renewal anniversary date shall be considered to be the last day of the calendar month preceding the actual treatment date. The WARRANTY is personal to the property, and as such is transferred from owner to owner during the course of this agreement, and by advising the COMPANY in writing of the name and billing address of the new owner. GENERAL TERMS AND CONDITIONS 1. If during the WARRANTY period, additions and/or alterations are made which affect the treated structure(s) by creating new insect hazards or interference with the chemical protective barrier, the COMPANY may terminate the WARRANTY unless the COMPANY receives prior written notification, re -inspects the structure(s), contracts for additional treatment and/or adjusts the WARRANTY renewal fee. 2. The COMPANY'S liability under this WARRANTY shall terminate when access to the premises for the purpose of carrying out the terms and conditions of contract is refused the COMPANY or its agent. 3. The COMPANY will exercise reasonable care in its treatment procedures, but will not accept responsibility for broken roof tiles, gutters, solar heaters, landscape foliage, or any other inadvertent damage occasioned by properly performed procedures. 4. In the event it becomes necessary to retain legal counsel or collection agents, in order to collect payment as agreed in the contract, the COMPANY shall be entitled to reasonable attorney's or collection agencies fees and costs of collection. 5. This contract, the attached Graph & Specification and, when applicable, the instructions to Occupants for Fumigation and the executed release of Company Liability comprise the entire agreement between the parties hereto, and the COMPANY and the CLIENT are bound only by the stipulation of these terms and conditions and not by any other representations, oral or otherwise, unless such are in writing and signed by an officer of the COMPANY. PAYMENT TERMS Payment shall be made within 30 days from the date of services. Any account which has an unpaid balance at the end of said terms will be charged interest on the unpaid portion at the rate of one and one half per cent (1-1/2'/o) interest per month until such time as the account has been paid in full. Notwithstanding that the serviced property is the subject of a real estate transfer, refinance, etc., payment for services rendered shall be made within the stated time, and if not, the Company shall hold CLIENT fully responsible for all payments due hereunder. Certificate of Completion BUILDER Subdivision: Property Address: Date of Horizontal Treatment: Date of Vertical Treatment: Date Time Product Used Chemical used (active ingred.) Percent Concentration Area Treated (sq. ft) Lot #: Time of Treatment: Applicator y No. of gallons applied Linear feet treated The above structure has received all required treatments for the prevention of subterranean termites. This form is proof of complete treatment for certificate of occupancy or closing. t Full warranty is in effect for one year from date of last treatment. '3 Full warranty renewel fee will be $ per year. NO LIMIT TERMITE & PEST SERVICES, LLC hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Depart- ment of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. State License # JB 174658 No Limit Termite & Pest Services LLC ID Card# (Refer to reverse side for warranty, general terms & conditions and payment terms.) . 3810 N.W. 5th Court • Ft Lauderdale, Florida 33311-6306 • Ph: 754-235-7126 • Fax: 954-306-3710 Warranty Subject to the general terms and conditions, the Company will control incidences that may occur of infestation by the wood destroying organism(s) designated as subject of this agreement for five years after initial treatment, provided that warranty renewal fees are paid in accordance with terms of this agreement. The COMPANYS WARRANTY under this agreement is limited to control only of subject infestation and does NOT cover repair of existing or resultant damage by wood -destroying organisms to the structure(s) or contents thereof. Payment for the initial treatment includes a five year warranty as specified herein. Normal renewal anniversary date shall be considered to be the last day of the calendar month preceding the actual treatment date. The WARRANTY is personal to the property, and as such is transferred from owner to owner during the course of this agreement, and by advising the COMPANY in writing of the name and billing address of the new owner. GENERAL TERMS AND CONDITIONS 1. If during the WARRANTY period, additions and/or alterations are made which affect the treated structure(s) by creating new insect hazards or interference with the chemical protective barrier, the COMPANY may terminate the WARRANTY unless the COMPANY receives prior written notification, re -inspects the structure(s), contracts for additional treatment and/or adjusts the WARRANTY renewal fee. 2. The COMPANY'S liability under this WARRANTY shall terminate when access to the premises for the purpose of carrying out the terms and conditions of contract is refused the COMPANY or its agent. 3. The COMPANY will exercise reasonable care in its treatment procedures, but will not accept responsibility for broken roof tiles, gutters, solar heaters, landscape foliage, or any other inadvertent damage occasioned by properly performed procedures. 4. In the event it becomes necessary to retain legal counsel or collection agents, in order to collect payment as agreed in the contract, the COMPANY shall be entitled to reasonable attorney's or collection agencies fees and costs of collection. S. This contract, the attached Graph & Specification and, when applicable, the instructions to Occupants for Fumigation and the executed release of Company Liability comprise the entire agreement between the parties hereto, and the COMPANY and the CLIENT are bound only by the stipulation of these terms and conditions and not by any other representations, oral or otherwise, unless such are in writing and signed by an officer of the COMPANY. PAYMENT TERMS Payment shall be made within 30 days from the date of services. Any account which has an unpaid balance at the end of said terms will be charged interest on the unpaid portion at the rate of one and one half per cent (1-121/9) interest per month until such time as the account has been paid in full. Notwithstanding that the serviced property is the subject of a real estate transfer, refinance, etc., payment for services rendered shall be made within the stated time, and if not, the Company shall hold CLIENT fully responsible for all payments due hereunder. P STATE OF FLORIDA PERMIT #: 13 -SC -1548717 DEPARTMENT OF HEALTH APPLICATION #: AP1153114 ONSITE SEWAGE TREATMENT AND DISPOSAL J DATE PAID: SYSTEMf3 FEE PAID: CONSTRUCTION PERMIT RECEIPT #: DOCUMENT #: PR948034 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Frank Mainade PROPERTY ADDRESS: 925 NE 92 St Miami, FL 33138 LOT: 89 BLOCK: na SUBDIVISION: PROPERTY ID #: 11-3206-006-0070 [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 [ 1,050 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 667 ] SQUARE FEET Bed confiquration drainfiel SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [x] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [ ] TRENCH [xl BED [ ] N F LOCATION OF BENCHMARK: CL NE 92 ST: 13.59' NGVD I ELEVATION OF PROPOSED SYSTEM SITE [ 10.001[ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 40.08][ INCHES FT I ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 0.00] INCHES EXCAVATION REQUIRED: [ 72.00] INCHES 0 1. -Install a 1050 gal min. septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance T with s. 64E -6.013(3)(f), FAC. H 3. -Install 667 sf of drainfield in bed configuration. 4. -Install 42" of slightly limited soil at the bottom of the drainfield. E 5. -Perimeter of excavation area shall be at least 2 ft wider and longer than the proposed absorptioFi bed or drain trench R (Comments Continued on Page 2.) � 4N O „ SPECIFICATIONS BY: Teresa J Solomon TITLE: Master APPROVED BY: TITLE: Engineering Specialist II BetsyLange-0 no a a DATE ISSUED: 08/15/2014 N DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC v 1.1.4 AP1153114 Dade CHD 02/15/2016 Page 1 of 3 Notice of Inspection and/or Treatment Pursuant to Chapter 482; Florida Statutes, 482.226 (6), this notice Is required to be posted. Any licensee who performs control of any wood - destroying organism shall post;the access d treatment Immediately ad)ace t the attic or crawl area of of e rea / area of the property tresti 3810 N.W. 5th Court • FT Lauderdale; FL 33311 Ph: 754-235-7126 Fax: 954-306-3710 v Notice of Inspection and/or Treatment Pursuant to Chapter 482; Florida Statutes, 482.226 (6), this notice Is required to be posted. Any licensee who performs control of any wood - destroying organism shall post;the access d treatment Immediately ad)ace t the attic or crawl area of of e rea / area of the property tresti 3810 N.W. 5th Court • FT Lauderdale; FL 33311 Ph: 754-235-7126 Fax: 954-306-3710 GEOTECHNICAL TESTING LABORATORIES ENVIRONMENTAL ti DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS ROOFING DYNATEC;H ENGINEERING CC,.. Miami, November 12, 2014 Mr. Nelson Ovado DISTINCTIVE HOME 5335 Southwest 112th Court Miami, FL 33165 Re: Addition / Garagea 925 North East 92" Street Miami Shores, FL Dear Mr. Ovado: Pursuant to your request, Dynattech Engineering Corp. (DEC) performed a Compaction Test on November 12, 2014 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, I� Wissam Naaz DYNATECH' NGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 ar \�a�l�ildj�; No. 395&1 o e 0 f STATE of. ; 411 . m ° NAL 750 West 80 Street, Hialeah, FL 33014 -3618 -Phone: (305) 828 -7499 -Fax: (305) 828-9598 E-mail: Dynatech@bellsouth.net•www.DynatechEngineering.com DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garages ADDRESS: 925 N E 92nd Street Miami Shores FL CONTRACTOR: Distinctive Home MATERIAL DESCRIPTION: Gray sand w/rock fragments SAMPLED BY: RN TESTED BY: RN TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 6.4 7.1 8.0 12.0 DRY DENSITY 108.0 109.2 110.8 106.4 Optimum Moisture 8.8 Percent 100% Maximum Dry Density--! 10.2 lbs./cu.ft. % Passing 3/4" Sieve 86 Percent Sampled By: RN Tested By: RN Checked By: WN As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 112 110 108 106 104 102 4 6 8 10 12 14 C q, (� ,�. W submittedy, o No, e o am aam , P.E. TATF OF ENGINEERING CORP. ` lorida Reg. No. 39584 Ctrtificate of Authorization No.. CA 5491 re e. ;,fl4 D R Y D E N S I T Y DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: November 12, 2014 CLIENT: DISTINCTIVE HOME PROJECT: Addition / Garage @ ADDRESS: 925 N. E. 92nd Street, Miami Shores, FL CONTRACTOR: Distinctive Home Test No. 1 Location: Center of west footer Test No. 2 Location: Center of north footer Test No. 3 Location: Center of east footer Test No. 4 Location: Center of column footer Test No. 5 Location: Center of garage pad underslab Description of Material: Gray sand w/rock fragments / white sand TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 108.8 108.4 109.1 108.3 106.7 MOISTURE CONTENT % 7.8 8.1 7.6 7.4 7.9 MAX. DENSITY IN THE FIELD % 98,7 98.3 99.0 98.2 99.9 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 1 110.2 1 110.2 1 110.2 1 110.2 1 106.8 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS 'Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Sampled By: RN®�''1 ` s Tested By: RN r Checked By: WN �y' fV®. 3a Wiss aamani, P.E. , DYNATECH ENGINEERING Florida Reg. No. 39584 �'• �" Certificate of Authorization No.: E� 9`�,d OR Owb� *A density test determines the degree of compaction of the tested layer of material only. In noway shall a density test replace a soil bear O. &(ty ftt9& afion. A soil boring test must be provided by client, prior to construction to verify subsoil conditions. 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. EMILIANO OROZCO P.E. FL. P.E. No. 66341 949 SW 122 Ave Miami, Fl. 33175 Tel. (786) 715-7125 Miami Shores Village Building Department 10050 NE 2nd Avenue. Miami Shores, Fl. 33138 Permit Number: RC 14-1091 Address: 925 NE 92nd St. Miami Shores, Fl. 33138 Folio Number: 11-3206-006-0070 Attn: Building Department, May 4, 2015 I Emiliano Orozco, having performed and approved the required inspections at the renovation and addition on the property address in reference. I hereby attest to the best of my knowledge, belief and professional judgment, the structural and envelope components of the above referenced project are sound and in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgment, the approved plans represent the as -built condition of the structural and envelope component of the said structure. This document is being prepared in accordance with Chapter 1 of the Florida Building Code and must be submitted to the Village of Miami Shores Building Department in conjunction with the application for a Certificate of Completion for the above referenced structure. If you have any additional questions; or need additional information; please do not hesitate to contact me at the above mentioned phone number. Very truly yours; Emiliano Oro o. P.E. #66341 DOCUMENT COVER PAGE For those documents not providing the required 3 x 3 inch space on the first page, this cover page must be attached. It must describe the document in sufficient detail to prohibit its transference to another document. An additional recording fee for this page must be remitted. Document Title: ! l a -&N. (Mortgage, Deed, Construction Lien, Etc.) Executing Party: Legal Description: L-4 9 GA il. (If Applicable) �ck-CK'cco 4��-D I re As m re fully described in Return Document To / Prepared By: CFN 2015R0280335 OR Bk 295099 Pss 4216 - 4217e (2p9s) RECORDED 05/01/2015 13:10:42 HARVEY RUVINY CLERK OF COURT MIA111-DADE COUNTYs FLORIDA (Space above this line reserved for recording office use) M • ♦ �� d documeht. (Relevant excerpts) Rule 2.520 (d) On all.. documents prepared ......which are to be recorded in the public records of any county... a 3- inch by 3- inch space at the top right-hand comer on the first page and a 1- inch by 3- inchspaceatthetopright-handcomeron eachsubsequentpageshallbe leftblankand reservedfor use by the clerk of court. F.S. 695.26 Requirements for recording instruments affecting real property— �Gs.�,l bcJo- Co. (1)No instrument by which the title to real property or any interest. therein is conveyed, assigned, ®o®o�TJ, encumbered, or otherwise disposed of shall be recorded by the clerk of the circuit court unless: o� u (e) A 3 -inch by 34nch space at the top right-hand corner on the first page and a 1 -inch by 3-- c a space at the top right-hand corner on each subsequent page are reserved for use by the clerk o e court... �' W coo WE T�sT 0 De coUt'' CLK/CT 155 Rev. 04115. Clerk's web address: ww,w rniami-dadeclerk.com Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OR BK 29599 PG 4817 LAST PAGE W C �, TRIC I OC CA71 PREPARED BY: ire 4, Aat DECLARATION OF US - t'en� fid.- KNOW ALL MEN BY THESE P SENTi(e-� WHEREAS, the undersign �islare the fee simpler(s) of the following described property (`Property") situated and being i ml or VII ge, lodda: ;�• i Lot(s) ' BlockL_ of (Subdivision , according to the plat thereof, as recorded in the Plat Bqok Page of the Public Records ofMiami- de CountJif- y, Florida, (addresMZs WHEREAS, the undersigned owners) have sought certain development approval from Miami Shores and are providing this document in consideration thereof3P and to induce the Village to grant same: NOW, THEREFORE, for good and valuable consideration, the receipt and sufficiency of which is acknowledged, the undersigned do(es) hereby declare and agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all temis and conditions set forth herein. FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant conceming the use, enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may only be released by Miami Shores Village, or its successors, in accordance with the codes, rules and regulations of said Village then in effect. /I IN WITNESS WHEREOF, the undersigned hasthave caused hand(s) and seal(s) to be affixed hereto on this 200. WITNESS(E Signature % and Print Signature and Print STATE OF 1 COUNTY OF MIAMI-DADE OWNERS: day of Signature and Print t M� Signature and Print lra'w to ilna sfe I HEREBY CERTIFY that on this day personally appeared before me +ho is personally known to me or has produced (type of identification) as identification and he/she acknowledge that he/she executed the foregoing, freely and voluntarily, for purposes therein expressed. NETTS to PETKOV" NOTARMOM - STAT& OF FLORIM SWORN TO AND SUBSCRIBED before me on this day of VA 20 COMMfSSION # EE221AS6 STATE OF FLORIDA, 9EEXPIRES 7/31/2016 1HL�BYGER b Treru'-eas.reorArerl „,: 1 ;nd � ne' o WA WITNESS my `0 u LNOTARY PUBL , STATE OF FLORIDARUUIN, of Ctt�ar� Cof Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 S-11-1.9 Permit No: fe- f k I o Structural Critique Sheet f, t..AXS 0 Page 1 of 1 STOPPED REVIEW Plan review is not complete, when all Items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets In the re -submittal drawings. Mehdi Asraf A] iami Shores Village ilding Department 100 E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION �? BUILDING ❑ ELECTRIC ❑ ROOFING FBC 2010 bn Master Permit No�4 l �r Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ REN AL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION HOP CONTRACTOR DRAWINGS JOB ADDRESS: (',� mak- Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: /r Construction Type: Flood Zone: BFE: FFE: y� OWNER: Name (Fee Simple Titleholder): 11 �J� Phone#: , Address: �T City: C� d V� J-' State: Zip: ) I Tenant/(Lessee Name: A Phone#: Email: CONTRACTOR: Company Name: 5y& l,oaq i ( tpyaj oy- Phone#: Address: 9 i 0g__,w I p r, V`6 g -M _ C�LI_RI�L�/Jli11111E�111111_ Qualifier Name: Kum A i Phone#: State Certification or Registration #: 4 I ,(��l is) 151 8 S Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition' Specify color of color thru tile:, Submittal Fee $ "Permit°Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews S (Revised02/24/2014) CCF $ CO/Cc $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. own mmmooft-i an Elm OWNER or AGENT The foregoing instrument Was acknowledged before me this day of rl �I 20 by .who ' per ally know o me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Print: -grr Seal: m b •. APPROVED BY (Revised02/24/2014) Signature rw-w ?LAek"-�� CONTRAAR The foregoing instrumen was acknowledged before me this day of 1 .20 r �. by . w . personally kn n to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: Plans Examiner Structural Review SOAR Zoning Clerk iami Shores Village ilding Department 1 05 E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 Y ; rBC 20P Master Permit No. Sub Permit No. VL l ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL DKUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SH�P CONTRACTOR DRAWINGS JOB ADDRESS: 17 d City: Miami Shores County: Miami Dade Zip:'33 1 7� y Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): G( E �ja Phone#: 7k4— 5yy 0015 Tenant/Lessee Name: Phone#: Email: ( CONTRAaOppR: Company N//ame: Address: IQ I Qualifier NanjO e or DESIGNER: Architect/Engineer: o `41,14 1l State: l�/� �V/`� -Zip:.5 1) ( [ - ` e#: iificate ofCompetency M Address: City: State: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: t Zip: ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ 7-% CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection yriHonot be ggproved and a reirMection fee will be charged. Signatu OWNER or AGENT Thefo ing instrument was acknowledged before me this day of .20 1,5 , by . who is personally known to Signatu CONTRACTOR The foregoing instrument was acknowledged before me this day of 3 , 20 1,:5 by who is personally known to me or who has produced as me or who has producedV��ite� �•gri�r>a as identification and who did take an oath. identification and who did take an oath. NOTARY PU NOTARY PUBLI r c a_ rint: Print: Seal: � �l6�'�1 Il��1 g�y� ' f.,n, �/'- Seal:1,06180104 0 107 yyp, li o. � �j +q �j - �%' "i� ��"`,` �. 1 i * 1 A HI 1}t 1�t 1�t 1}t tjt 7]i7K*7k**i�Kt i]17�t f}tf]t7}t*ift i�i�7k 7k*f}i fjt{11}tf}t fj6*$Qtl}1}i}t 1�t 7]ti]t fJt*fit 1}t$t*i]t7k**i}f]t li 7k f}t i}c 7k 7k$7jc 1]t$ **7k ijt ift* *7Jt APPR �au►1 Plans Examiner Lou"Ur,.w �..r....._ My COMMISSION #FF009167 F MpLtS ftto 1T, 2017 —A .. bmnrm V Structural Review Zoning Clerk s FORDAL LAS TIR USS ZSe�e%1W1xA uv If I e+. January 15th , 2015 City of Miami Shores Village Building Departmant Re: 925 NE 92 Street Miami Shores To Whom it May Concern Dear Sir: U FABRICATORS OF ROOF & FLOOR WOOD TRUSSES 7035 S.H. 44TH STREET MIAMI, FLORIDA 33155 (305)667-S797FAX (3O5)65a-0552800-273-1034 Please be advised that girder truss HG2 was built with one ply according to the signed and sealed engineeering package that conforms to the Florida Building Code. For the number of plies indicated, please refer to the HG2 in the engineering package Yours truly Jose JOSE MARTINEZ, P.E. Consulting E gineer CIWStructUml 2 E. 5th Street Hl leap, FL 33010 Phone (305) 667-6797 (Florida P.E. 031509) JAN 14 205 t14 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:'(305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING D 16 t" 6 FBC 20LO Master Permit No. Sub Permit No ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATIONOP n CONTRACTOR DRAWINGS JOB ADDRESS: 1 CT ,3 C �, City: Miami Shores County: Miami Dade Zi -J Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Namelfee Simple Titleholder): �q.,/1; !. Phone#: Address: i L-3. City: State: Zip: Tenant/Lessee Name. Phone#: Email: LA CONTRACTOR: Company Name: �ea,,,��,{c��y�I��Y�i'1 oyaAl om Phone#: Address: W I Old '� L..) �C4�� e_ SLL60 0--" City: In I %( rym State: _rL Zip: Qualifier Name: -ea eiPhone#: State Certification or Registration #Ga4 15WCertificate of Competency M DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ( ❑ Repair/Replace ❑ Demolition Description of Work: (,L� Specify color of color thru tile: Submittal Fee $ Permit Fee $ - CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews (Revised02/24/2014) Double Fee $ Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip t Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building ,permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee wia be charged. 11 SignatureLSI/ • T The foregoing instrument was acknowledged before me this dday of1�v- 20 ,�J by (rt(7 S� R4 � �l ho is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sig Print: PmAt Seal: I: .Y (407)398.0153 Iklk#*Iklklk�klklk&IIIIk Ik APPROVED BY (Revised02/24/2014) as The foregoing instrnt was acknowledged before me this day of 20, by f f`flA rJ o is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Print: �� ANNEYANSI DELGAD0 Sea: ,,.Y MY COMMISSION # :E145475 W `�`��ANNcYANSI DEL(a! I EXPIRES Novembe9, 2015MY COMMISSION # EE146475 Fbr(dsN Servtcam EXPIRES November 09, 2015 rw 417k 7k*>K Ik Ik IkffiMIk Ik$&il1$Ik III Ik I.N171445/k*�Il �k skJt�lilctk tP ill tlF �k elf �k �k �k �k �fl lk �k lk *Ik IF Ik&8*Ik,k lk lk,k444ffi4 Plans Examiner Zoning t lr Structural Review Clerk U Re: 14K01: MAINADA RUSS Site Information: Project Customer: DAVID J. SANGUESA Lot/Block: Site Name: 925 N E 92 STREET Site Address: MIAMI SHORES St: FL Zip: Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name: MAINADA RESIDENCE Subdivision : General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: WA Wind CodeASCE7-10 C -C for members and forces & MWFRS for reactions Wind Speed: 175 mph This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 12/15/14 CJ7 0001 2 12/15/14 H1 0002 3 12/15/14 H2 0003 4 12/15/14 H3 0004 5 12/15/14 HG1 0005 6 12/15/14 HG2 0008 7 12/15/14 HH1 0007 8 12/15/14 HH2 0008 9 12/15/14 HH3 0009 10 12/15/14 HH4 0010 11 12/15/14 Jt 0011 12 12/15/14 J3 0012 13 12/15/14 A 0013 14 12/15/14 Mt 0014 15 12/15/14 MG1 0015 16 12/15/14 T 0016 17 12(15/14 T1A 0017 18 12/15/14 T2 0018 19 12/15/14 T3 0019 20 12/15/14 T4 0020 No. Date Truss ID# Seal# 21 12/15/14 V1 0021 22 12/15/14 V11 0022 23 12/15/14 V3 0023 24 12/15/14 V5 0024 25 12/15/14 V7 0025 26 12/15/14 V9 0026 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Mky, Ctl.r O Ok- b6 P�N* 7'cm vb` i14 COM ?Llf"ee t i—Nt-vl 1415;114 JOSE Consulting DEC 1.5 2014 (305) 667-6797 a P.E. 031509) Page 1 of 1 Engineers Name Date k'ort Dallas Truss Co. LLC. 7035 SW 44 St. Njian i, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 To: DAVID J. SANGUESA 7248 S W 63 AVE MIAMI, FL Delivery Job Number: 14K01 Page: I Date: 12/15/14 07:43:51 Project: MAINADA Block No: Model: Lot No: Contact: Site: Office: Deliver TO: 925 N E 92 STREET MIAMI SHORES, FL Account No: 000000411 Designer' / Salesperson: PAUL ABRAMOBICH Quote Number. P.O. Number: Name: Phone: Fax: ( 78) 625-28377 (DAV) ID -david Profile: Qty: Truss Id: Span: Truss Type: Slope LOH I ROH 4 07GIRDER 07-00-02 2.r2 102-01-07 OA Hght: 01-10-13 1 1 H1 26-00-00 HIP 3.001 01-06-00 01-06-00 OA Hght: 02-04-14 2 1 H2 26-00-Q0 HIP 3.00 01.06-00 01-06-00 OA Hght: 02-10-14 3 _ 1 H3 26-00-00 HIP 3.00 01-06-00 01-06-00 OA Hght: 03-04-14 4 2 (1) 2 -Ply HGl 26-00-00 2X4/2X6 GIRDER 3,00 01-06-00 01-06-00 OA Hght: 01-10-14 5 1 HG2 13-09-00 2X4/2X6 GIRDER 3,00 01-06-00 OA Hght: 01-11-02 6 I HHi 13-09-00 SPECIAL 3,00 01-06.00 OA Hght: 02-05-02 7 1 HM 13-09-00 SPECIAL 3,00 01-06-00 OA Hght: 02-11-02 8 1 BW 13-09-00 SPECIAL 3,00 01-06-00 OA Hght: 03-05-02 9 �i I HH4 13-09-00 SPECIAL 3,00 01-06-00 OA Hght: 03-11-02 10 8 J1 01-00-00 2X4/ SPECIAL 3.00 01-06-00 1 OA Hght: 00-10-14 11 s J3 03-00-00 JACK 3,00 01-06-00 OA Hght: 01-04-14 12 12 JS 05-00-00 JACK 3.00 01-06-00 OA Hght: 01-10-14 13 1 M1 13-09-00 MONO 3 00 OI-06 00 OA Hght: 04-01-02 14 2 (1)2 -Ply MGl 11-01-00 2X4/2X6 GIRDER 3,00 OA Hght: 03-01-02 15 4 Tl 26-00-00 MODIFIED FAN 3,00 01-06-W 01-06-00 OA Hght: 03-10-14 16 7 T1A 26-00-00 DOUBLE 3.00 01-06-00 01-06-00 OA Hght: 03-10-14 17 5 ,1,2 13-06-00 MONO 3.00 01-06-00 OA Hght: 03-11-02 18 3 T3 13-09-00 SPECIAL 01-06M 3,Op OA Hght: 02-04-08 19 Fort Dallas Truss Co. LLC. 7035 SW 44 St. To: Deliver y Miami, FL. 33155 DAVID J. SANGUESA Job Number: 14K01 (305) 667-6797 Fax: (305) 667-0592 7248 S W 63 AVE MIAMI, FL Page: 2 Date: 12/15/14 07:43:52 Project: MAINADA Block No: Model: Lot No: Contact: Site: Office: Deliver To: 925 N E 92 STREET Account No: 000000411 Designer / Name: Phone: ( 78) 625-28377 Salesperson: PAUL ABRAMOBICH Fax: (DAV) ID -david MIAMI SHORES, FL Quote Number: P.O. Number. Profile: Qty: Truss Id: Span: cuss Type: IT Slope LOH ROH 2 13-09-00 01-06-M OA Hght: 03-10-14 20 T4 SPECIAL 3,00 2 02-00-00 OA Hght: 00-05-08 21 Vl GABLE 0.00 /2X6 I Vll 12-00-00 VALLEY 300 OA Hght: 03-00-00 22 Ul 2 V3 04-00-00 VALLEY 3.00 OA Hght: 01400-00 23 2 V$ 06-00-00 VALLEY 3.00 OA Hght: 01-06-00, _ 24 I 08-00-00 OA Hght: 02400.00 25 V7 GABLE 3,00 I V9 10-00-00 OA Hght: 02-06-00 26 GABLE 3.00 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. J OSE MART'N Truss Design Engineer's Name: Jose Martinez P.E. Consulting En9 in®®r e 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) ,®EC 15 ?! i t4 24 E. 5 PL 33010 e Wial, 305) 667-6797 NOTE: The seal on these drawings indicate acceptance of Pho p-E. 031509) professional engineering responsibilty for the truss rich components shown. Engineers Name Date Job Job Truss rn,ss Type My Ply MAINADA RESIDENCE LUMBER- CZ ROOF TRUSS 4 1 0001 onor nes i we Toy ice nn n MiTek recommends that Stabilizers and required cross Jab Reference (optional) — ••�� — i.aei a vac s cu i4 mi i eK mausrnes, me. man I)ea l5 ur:47:U1 2014 Page 1 ID:Lr3HOlPaPD6H7gEybHV7Mgy9hud-ZRI7801)SpFrc9R7bwvn01GU1 b6AULHXnIHC2ryeoSu 2-1.7 41.5 7-42 2-1-7 41-5 2-1412 3x4 = a 11 34= a Stale m 1:x.4 LOADING (psf) TCLL 30.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC201 M1742007 CSI. TC 0.54 SC 0.54 WS 0.13 (Matrix) DEFL. Vert(LL) Vert(M) Horz(TL) in (lac) Mail Ud 0.02 8 >999 360 -0.08 2-8 >918 180 0.01 7 rVa Na PLATES GRIP MT20 244/190 Weight: 30 lb FT = 00/0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 100 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during puss erection, in accordance with Stabilizer Installationuids. REACTIONS. (Ib/size) 2=447/0.11-5 (min. 0-1-8), 7=401/Mechanical Max Horz 2=130(LC 4) Max Uplift2=-345(LC 4), 7-195(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--6321181 BOT CHORD 2-11--243/610,8-11--2431610,8-12=-243/610,7-12--243/610 WEBS 3-7-834/253 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=O.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 345 ib uplift at joint 2 and 195 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 2W.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-9-90 Trapezoidal Loads (pit) Vert:) B=45}to-4-152(F-- 31, B31), 4-92(F- - 31, B31}to-5-98(F-34, B-34), 2-2(F=9, B�}to-6=-35(F—S, Job Truss Truss Type oty Ply MAINADA RESIDENCE 14K01 ,enol H1 ROOF TRUSS 1 1 0002 nw1 1 we T�11�9. nn MT20 244/190 TCDL 15.0 Lumber DOL 1.33 Job Reference (optional 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:02 2014 Seale a 1:463 3.0) 12 US 3x = 20 11 4x9 = 4 5 9 1 3115= ••• 1s. 911 14 tl -- 23 3x5 = 214 I I 5x5 NnSSHS= 30 = 318 = LOADING (psf) SPACING. 2-0.0 CSI. DEFL. in (foe) Wall Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.5312-14 >572 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 0.48 Vat(TL) -0.91 12-14 >336 180 M18SHS 244MSO BCLL 0.0 Rep Stress Incr YES WB 0.42 Horc(rL) 0.16 9 n/a n/a SCDL 10.0 Code FOC2010/TPI2007 (Matrix) Welght:118 Ib F17=00% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-6 oc purlin& BOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 5-3-5 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabllizer Installation gulde6 REACTIONS. (Ib(size) 9=1555/0.8-0 (min. 0.1-8), 2=155510.8-0 (min. 0.1-8) Max Horz 2-78(LC 11) Max UpIRM-842(LC 7), 2— 842(LC 6) FORCES. (Ib) - Max. CompJMax. Ten. - All ford 250 (lb) or less except when shown. TOP CHORD 2-16=-4504/1972, 3-16-4480h 9W, 3-4--418511818, 45-4108/1809, 5-8-6075/2272, 6-7-507512272, 7-8-4197n825, 8-n=-4464/1990, 9.17=-4509/1976 BOT CHORD 2-18-1888/4286,15.18-1888/4288,15.19-2177/5069,1419-2177/5089, 1420 -2177/5069,1320-2177/5069,12-13=-2177/5069,12-21-160914045, 11-21--1609/4046,11-22=-1815/4290,9-22=-1815/4290 WEBS 315— 287/332, 4.16=-212(M &15=-11751639,5-14=01267,6.12--3691269, 7-12=-63111168,7-11--29/325,8-11--27&W NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=138mph; TCDL=9.Opsf; BCDL =B.Opsf; h=1 Oft; CaL II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) -1-69 to 14-7, Interior(1)1-67 to 24-5.9, Exterior(2) 24.5-9 to 27-5-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MM plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 Ib uplift at Joint 9 and 842 Ib uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all m1d panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type oty Ply MAINADA RESIDENCE 14K01 H2 ROOF TRUSS 1 1 0003 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.81 13 >375 180 Job Reference o tional Un 1 WALLAO I nu00 LV. LLG., MIAMI, t -L. 7.600 a Oct 3 2014 MITek Industries. Inc. Mon Dec 15 07:47:03 2014 17-60 4x9 = 2X4 11 4X9 = Scats =1:46.3 3X6 % 1.au is n 1z zz 23 24 3x6 a 2x4 11 �= 3X6 - SX6 = 3X4 = 294 11 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL In (loo) Vdeft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.46 13 >664 380 MT20 244790 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.81 13 >375 180 BCLL 0.0 Rep Stress [nor YES WB 0.25 Horn(TL) 0.20 8 Na We BCDL 10.0 Code FBC2010ITPI2007 (Matrix) Weight: 120 Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabiltzers and required cross OTHERS 2x4 SP No.3 bracing be installed during truss erection, In accordance with Stabllizer Installation guide. REACTIONS. (Ib/size) 2=1555/0-8.0 (min. 0-1-14),8=1555/0-8-0 (min. 0.1-14) Max Harz 2=96(LC 10) Max UpIM2- 823(LC 6), 8_ 823(LC 7) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17-457011645, 3-17- 452211665, 34— 3883/1631, 45-4130/1741, 5-6=--4130/1741, 6-7-3863/1631, 7-18-4522/1W7, 8.18-457011847 BOT CHORD 2 -19 -1783/4351,16.19-178314351,16-20=--178314351,15-20-178314351, 1415 -1783/4351,14.21-1480/3695,13-21-1480/3695,12-13-1388/3695, 12-22-138613695,11-22-1388/3695,11-23-1693/4351,10.23_ 1693/4351, 10.24-1693/4351, 8-24-1693(4351 WEBS 3 -16=01284,3-14--711/417,4-14--95/372,4.13=-321/620,5.13-392(M, 6.13-321/820, 8.11-951372, 7-11-711/4199 7-10=0/264 NOTES- 1) OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL_9.Opsf; BCDL=.Opsf; h=1 Oft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5.9 to 14-7, Interlor(1)1-8.7 to 24-5-9, Exterlor(2) 24-5-9 to 27-5.9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate Is required to be placed over the splice line at joint(s)15. 5) Plate(s) at joint(s) 4, 6, 2, 3,16,14,13, 5,11, 7,10,12 and 8 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joint(s)15 checked for a plus or minus 3 degree rotation about Its center. 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823 Ib uplift at joint 2 and 823 Ib uplift at joint & 9) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels* Member end fixity model Was used In the analysis and design of this truss. LOAD CASE(S) Standard 14K01 I H3 I ROOF TRUSS1 1 0004 FORT DALLAS TRUSS CO LLC ,MIAMI, FL Job Reference (optional) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:04 2014 Page 1 160 X11 ID:Lr3HDjPaPD6H7gEybHV7Mgy9hud-zOzFmSLblkdOTcAIG3TUdOu_WollhhOzT)WseAy8oS 9 65 11-0-0 15.0.0 1611-11 20-11-s 28 60 27 8 p 1 60 50-11 3-11-10 1-11-11 460 1-11-11 311-10 5.611 Scale a 1:47.0 3.00 12 4x7 = US = 3x4 LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SPACING. 240.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FOC201 NTPI2007 US WB= " :aro = 3x4 = 2c4 II 3x4 = 4x8 = CSI. TC 0.59 Sc 0.99 WS 0.24 (Matrix) REACTIONS. (Ib/size) 2=1555/0.8-0 (min. 0-1-14),11_1555/08-0 (min. o-1-14) Max Horz 2=414(LC 15) Max Uplift2_ 798(LC 6),11— 798(LC 7) DEFL in Poe) Weft L/d PLATES GRIP Vert(LL) 0.4015.17 >765360 MT20 244/190 Vert(TL) -0.7415.17 >409 180 Horz(TL) 0.19 11 n!a n/a Weight: 127 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.13 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabiltzers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. FORCES. (Ib) - Max. CompJMax. Ten. - All ford 250 (Ib) or less except when shown. TOP CHORD 2-21-4610(1754, 3-21-4562M774, 3-4-3912/1533, 4-5-3876(1545, 5-13=-3433/1368, 6-7-3347/1348,74-3430368, 8-9- 3876,M545, 9-1o=-3912/1533,1022- 4562/1777, 11-22=4611/1757 BOT CHORD 2-23-1711/4390, 2023-1711/4390, 2024-1711/4390,19.24-1711/4390, 18.19 -1711/4390,18.25-1408(3722,17-25-1408/3722,17-26-1165/3282, 16-26-1185/328$15.16-1185/3282,15.27-130013721,1427-130((3721, 1428-1605(4390,13.26-1605(4390,13-29-1605/4390,11-29-1605(4390 WEBS 3 -20=0J266,3 -18=-70W=, 5-18-100/357, 5-17-68$1367, 6.17-228/555, 7-15-1441555, 8-16=-684i367, 8-14-1011356,1014-703(384,10-13=0l266 NOTES- 1) OTES1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vesd=136mph; TCDL=9.0psf; BCDL=G.Opsf; h=10ft; CaL II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5-9 to 1-6-7, Interlor(1)1-6.7 to 245.9, Exterior(2) 24-5.9 to 27-5.9 zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate Is required to be placed over the splice line at joint(s)19. 5) Plates) at joint(s) 4, 6, 7, 9, $ 3, 20,18, 5,17,15, 8,14,10,13, 16 and 11 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joint(s)19 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 798 Ib uplift at joint 2 and 798 Ib uplift at joint 11. 9) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Ori Ply MAINADA RESIDENCE 14K01 HG1 ROOF TRUSS 10M 2 crn enr nw� � we 1 1e. nn � Job Reference (optional) 7.bW 9 LM 3 2u14 MITex Inausmes, Inc. MOn Dec 15 07:47:05 2014 Page 1 ID:Lr3HDIPaPD6H7gEybHV7Mgy9hud-RCXdznLDW21H5mlugm jAbR7XCU10256iNFPBcySoSq 1 5 0 5-041 9-014 13-0.0 1611-2 21-0.0 2&0-0 27.80 1 60 5�0 4.0.14 3-11-2 3 11-2 4.014 5 0-0 160 9.00 /2 419 = 2X4 11 2x9 = 5X9 = 4x9 = scale a 1AU LOADING (psf) TCLL 30.0 TCDL 15.0 SCL.L 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x8 SP M 26 WEBS 2x4 SP No.3 2x4 11 'Wo = 7" = 3x10 = 2X4 11 -- SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/rP12007 CSI. DEFL in (loo) Udefl Lid PLATES GRIP TC 0.77 Vert(LL) 0.78 12 >392 360 MT20 244M90 BC 0.48 Vert(TL) -1.21 12 >251 180 WS 0.59 HOrz(TL) 0.10 8 n/a n/a (Metrix) Weight: 265 ib FT = 00/6 BRACING - TOP CHORD Structural wood sheathing directly applied or 3.1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8.5.15 oc bracing. REACTIONS. (lb/eize) 2=2439/0.8-0 (min. 0.1-8), 8.2439/0-8-0 (min. 0.1-8) Max Horz 2_ 88(LC 5) " Max UpIKt2=-1365(LC 4), 8-1355(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3.. 788814022, 3-4=-j W2W5580, 45=-10725/5580, 5-B_ 10714!5571, 6-7_ 10734/5588, 7-8=-7885(4025 BOT CHORD 2-15— 3848/7588,1415- 3848f7588,14-16— 387617687,13-16=.W76/7687, 13-17-6434/12565,12-17}8434!12565,12-18- 8434!12565,11-188434/12565, 11-19_ 3813/7660,10-19- 381317660,10-20-3784/7582, 8-20-3784/7582 WEBS 3-14=-254/819,3.13--1743(3293,4.13=-330125% 5.13-1978/1043, 5-12— 289/759, 5-11-1989/1048, 6.11}330/259, 7-11-1755/3303, 7-10=-253(818 NOTES - 1) 2 -ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows- 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows. 2x8 - 2 rows staggered at 0-9.0 os. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face in the LOAD CASE(S) sectlom Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL.=9.OpsF BCDL=S.Opsf,- h=10ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line at Jolnt(s)12. 7) Plate(s) at joint(s) 3, 7, 2, 14,13, 4, 5, 6,11,10 and 8 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s)12 checked for a plus or minus 2 degree rotation about Its center. 9) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1355 Ib uplift at joint 2 and 1355 Ib uplift at joint 8. 11) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Girder carries hip end with 5-0.0 end setback. 13) "Semi-rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Continued on page 2 a a d^ Job Truss Truss Type cats Ply MAINADA RESIDENCE 14K01 ` HG1 ROOF TRUSS 10005 2 Job Reference (optional) Vn, um -LAA 1 RVA0 VV. "%,., MIAMI, r6. 7.600 a VCt 3 Z014 MITeK Industries, Inc. MOD Dec 15 07:47:0.3 2014 Page z ID:Lr3HD)PaPD6H7gEybHV7Mgyghud-RCXdznLDW21H5mlugm.JAbR7XCU1 Q256INFPScy6oSq -NOTES- 14) NOTES14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 474 Ib down and 175 Ib up at 21-40, and 474 lb down and 175 Ib up at 5.40 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increase=1.33, Plate Increase_1.00 Uniform Loads (pif) Ver t:1-3=-90, 3.7— 94(F--4), 7-x-90, 2-14-20,1414_--88(F-88), a-1lk-20 Concentrated Loads (lb) Vert 14--321 (F) 10--321 (F) Job Truss Truss Type Ori Ply MAINADA RESIDENCE 14K01 HG2 ROOF TRUSS 1 1 0006 ' Job Reference a oral ren I Wpm-umo I nu7.7 vel. "%.., MIPM1, r -L. 7.5W S LM 3 2014 MITeK IMUStmes, InC. MOn DeC 15 07:47:05 2014 Page 1 -140 540 ID:&�PaPD6H7gEybHV7Mgy9hud-v050B7MsHMuB13 K4 UVyjp_15clF9bvGwl?zj2y8oSp 1 6-0 9-0 5.40 3-9-0 5.40 415 = 2.ao 12 415 = scwe m 1' 4.5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x8 SP N0.2 WEBS 2x4 SP N0.3 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC201WM2007 CSL TC 0.71 BC 0.80 WB 0.17 (Matrix) REACTIONS. (IbWn) 5=1147/d-8-0 (min. 0.1-8), 2=1339/0.8.0 (min. 0.1-9) Max Hort 2=88(LC 4) Max Uplifts-571(LC 5), 2- 765(LC 4) DEFL. in poc) Vdefl Ltd PLATES GRIP Vert(LL) 0.20 6.7 >778 360 MT20 244/190 Vert(TL) -0.32 6-7 >484 180 HOMz(TL) 0.06 5 Na nis Weight: 58 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2414 oc purilmL BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. MfTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation gulds, FORCES. (lb) - Max. CompJMax. Ten. - All force; 250 (Ib) or lose except when shown. TOP CHORD 2-3--359811697, 3.4-348511882, 4-5=-3568/1688 BOT CHORD 24B-1564/3453, 7-8=-1564/3453, 7-9-1581/3515, 6.9t--1581/3515, 6-10}1574/3446, 5-10-1574/3448 WEBS 3.7=-152/576, 4-8_ 1331568 NOTES- 1) OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=-6.0psf; h --loft, Cat 11; Exp C; Encl., GCp1-.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL --1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 Ib uplift at joint 5 and 765 Ib uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 5-0.0 end setback 9) "Send -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 474 Ib down and 175 lb up at 8.9.0, and 474 Ib down and 175 Ib up at 5-0-0 on bottom chord. The design/selectlon of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-3=-90, 3 -4= -143(F= -52),4-5=-90,2-7=-20,6-7--32(F=-12),5-6=-20 Continued on page 2 llw" JYW w Fly MAINADA RESIDENCE 14K01 HG2 ROOF TRUSS I1 1 0006 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7--321(F) 6=-3210 Job Truss Truss Type I Oty PtyMAINADA RESIDENCE 14KO1 HH1 ROOF TRUSS 1 1 0Oa7 ' Job Reference (optional) rum UALLAz I nuns w. Lw., MIAMI, r4 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 15 07:47:06 2014 Page 1 ID:Lr3HDjPaPD6H7gEybHV7Mgy9hud-vO50B7MsfiMu6iwK4NUVyjp_EecIL9YSGwl?zj2y8oSp 1 8 0 7.1-0 10.3.4 13-40 1 60 7-1-0 3-2.4 3-5.12 4x9 = 3x4 = 4 10 Scale m 1:24.9 20 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC201 O/i713I2007 CSI. TC 1.00 SC 0.98 WS 0.35 (Matrix) REACTIONS. (lb/slze) 6=719/0.8-0 (min. 0.1-8), 2=90310.8-0 (min. 0.1-8) Max Horz 2=191(LC 6) Max Uplift6- 362(LC 6), 2-537(LC 6) 30 = DEFL in (loo) Well L/d PLATES GRIP Vert(LL) 0.10 2-8 >999 360 MT20 244/190 Vert(TL) -0.44 2-8 >363 180 Horz(TL) 0.03 6 n/a n/a Weight: 58 Ib FT = 0% BRACING - TOP CHORD Structural rood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulds. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=.16801641,3-9--16221669,34=.15811689 BOT CHORD 2-11-703/1590, 8-11-703(1590, 7-8-540/1083, 7-12_ 540!1083, 6-15401083 WEBS 48-218/579, 48-1185/805 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=O.Opsh, h=10fh Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5.9 to 1-6.7, Interior(1)1-6.7 to 10-7-4, Exterior(2)10-7-4 to 13-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL. -.1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 Ib uplift at joint 6 and 537 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurre►t with any other live loads 7) "Send -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 14KO1 I HH2 I ROOF TRUSS 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dee 15 07:47:06 201 ID:Li3HDjPaPD6H7gEybHV7Mg"hud-vO50B7MsHMu81wK4NUVyjp_KsckX9VaGwt ? 1 8 0 6-3-041-0 13.9-0 18-0 &3-0 2-10-0 46-0 Scale =1:24.9 2x4 II 4 4r' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 SCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 SPACING- 2-0.0 CSI. Plate Grip DOL 1.00 TC 0.60 Lumber DOL 1.33 BC 0.84 Rep Stress Incr YES WB 0.51 Code FBC2010/TPI2007 (Matrix) REACTIONS. (Ib/size) 6=719/0.8-0 (min. 0.1-8), 203/0.8-0 (min. 0.1-8) Max Horz 2=234(LC 6) Max Uplift6=-369(LC 6), 2— 530(LC 6) 3x4 = 202 DEFL In Poe) Udell L/d PLATES GRIP Vert(LL) 0.08 9 >999 360 MT20 244/190 Vert(TL) -0.29 2-9 >664 180 HOrr(TL) 0.04 6 Na n/a Weight: 63 ib FT = 0°/u BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.5.13 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabiiiz� Installation gulds. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10-1877!110, 3-10-1822(735, 3-4-1087/480 BOT CHORD 2-12-821/1800, 9.12=-821/1800, &9=-823/1797, 7-8-823/1797, 7-13_-.490/1054, 6.13=-490n054 WEBS 3-"M, 3-7--4W444,4-7=-168/477,441=-1126/521 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDt=9.Opsf; BCDL=6.Opsf-, h=10ft; Cat. Ii; Exp C; Encl., GCpI=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5-9 to 1-6.7, Interior(1)1-6.7 to 10-7-4, Exterior(2)10.7--4 to 13-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.50 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonc oncurrent with any other live loader 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 Ib uplift at joint 6 and 530 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks Including heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ay Ply MAINADA RESIDENCE 141(01 HH3 ROOF TRUSS 1 1 0009 ` except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 64-2 oc bracing. Job Reference(optionail FLIRT DALLAS TRUSS CO. LLC., MIAMI, FL 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:07 2014 Page 1 ID:Li3HDjPaPD6H7gEybHV7Mgy9hud-ObfOOTNU2fOK4vHxBOBFOWX214buwJP9hkWFUySoSo -1$0 8.3-0 11.1-0 13-6.0 1-80 63-0 410-0 2-841 Scale o 120.9 214 II 3.00 12 4 4Y7 = 5 282 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010rrP12007 CSI. TC 0.51 BC 0.85 WS 0.67 (Matrix) DEFL Vert(LL) Vert(TL) Horz(%) in Poe) Well Ud 0.10 2-9 >999 360 -0.30 2-9 >5W 180 0.04 6 We We PLATES GRIP MT20 2441190 Weight: 65 Ib FT = 00/6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheaWng directly applied or 3-6.9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 64-2 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation aulds. REACTIONS. (IWslze) 6=719/040 (min. 0.1-8), 2=903/0.8-0 (min. 0.1-8) Max Horz 2=275(LC 6) Max Uplifts- 377(LC 6), 2-522(LC 6) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 210_ 1905/697, 3-10-18571119, 3-4--651/256 BOT CHORD 2-11— 853M843, 9.11-853/1843, 8.9-85511839, &12- 855!1839, 7-12_ 855/1839, 7-13-290/620, 6.13— 2901620 WEBS 3-9=0/315,3-7=-1300/635,4-7=-152f483,4-6--9131427 NOTES- 1) OTES1) Wind: ASCE 7-10; VuR=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opst, WON; Cat. 11; Exp C; Encl., GCpl=0.18•, MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5.9 to 1-8.7, Interior(l) 141-7 to 11-1-0, Exterior(2)11-1-0 to 13-7-4 zonwC-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrett with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 Ib uplift at joint 6 and 522 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job TrussTruss Type oty Ply MAIN DA RESIDENCE 14K01 HH4=FL ROOF TRUSS 1 1 0010 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:08 2014 Page 1 iva.ronurraruanigtyonv imgyvnuC-snurmpOSpzmyEUT VVXUOE3I7P52dOZZOLU3nxy8oSn -1 6 0 6'0.11 945 13.1-0 13.30 1 6 0 511 3-11-10 4.011 08-0 Seale -1:24.8 3x4 = 2x4 I I 3.00 LOADING (psf) TCLL 30.0 TCDL 15.0 SCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress ]nor YES Code FBC201 Q/rP12007 CSI. TC 0.37 SC 0.71 WB 0.61 (Matrix) REACTIONS. (lb/size) 8=719/0.8-0 (min. 0.1-8), 2=9=0-8-0 (min. 0.14Q Max Horz 2=319(LC 6) Max Uplift&_ 387(LC 6), 2-512(LC 6) 362 DEFL in (loc) I/defl Lid PLATES GRIP Vert(LL) 0.10 9.11 >999 360 MT20 244/190 Vert(TL) -0.18 2-11 >863 180 Horz(TL) 0.04 8 Na n/a Weight: 66 lb FT = 05/6 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0.11 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during trues erection, in accordance with Stabilizer Installation guldiL FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12..2018,740, 3-12-1971/160, 3-4}1175/432, 4-6=-111Q/448 BOT CHORD 2-13- 94eh972,11-13-946/1972,11-14}94e/1972,10.14..946f1972, 9.10}94811972, 9-15=-&%M148, 8-1S=-556/1148 WEBS 3-11/275, 3-9=-866/409, 5-9-73f393, 5-8..1244/602 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opst, SCDL=6.0psf; h=1 Oft; Cal. Ii; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5.9 to 1-67, Interior(1)1-67 to 13-1-0, Exterior(2)13-1-0 to 13-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrert with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 Ib uplift at joint 8 and 512 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcunwd with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type qty Piy MAINADA RESIDENCE 14K01 J1 I ROOF TRUSS 8 1 0011 PLATES GRIP TCLL 30.0 Plate Grip DOL Job Reference (optional) FUM I WALLAS I HU55 W. LLC., MIAMI, FL 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:09 2014 Page 1 ID:LI3HDIPaPD6H7gEybHV7Mgyghud-Km6p9OkaHGMMf3c2tKRcutpzOM_Kld_DdKNy6oSm Seals m I A4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) 0.00 2 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) 0.00 2-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Honz(TL) 0.00 3 Ne Na BCDL 10.0 Code FBC2010fM2007 (Matrix) Weight: 4lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=412/0.8-0 (min. 0.1-8), 3}191/Mechanical Max Hors 2=65(LC 6) Max UpIM2---441(LC 6), 3=-191(LC 1) Max Grav 2=412(LC 1), 3=226(LC 6) BRACING• TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilbm Installation gulds. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opst; BCDL=G.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpi=.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and ford & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 Ib uplift at joint 2 and 191 Ib uplift at joint 3. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Sens -rigid pitchbreake including heals' Member end fixity model was used in the analysis and design of this trues. LOAD CASE(S) Standard Job - Truss Truss Type Oty Ply MAINADA RESIDENCE 14KO1 A ROOF TRUSS 8 1 0012 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 2.4 >999 180 Job Reference o bona FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:09 2014 Sas = Scale =1:47 3.0-0 Plate Offsets (X,Y) - [2:04W.Edge] LOADING (psf) SPACING- 2-0.0 CSI. DEFL in Poe) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.00 2-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 2.4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 11 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=61/Mechanical, 2=361/0.6-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=103(LC 6) Max Upll t3_ 61(LC 10), 2_ 294(LC 6) Max Grev 3=61(LC 1), 2=361 PLC 1), 4=226(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.0psf; h=1 Ott; CaL II; Exp C; Encl., GCpt=O.18; MWFRS (envelope) gable and zone and C -C Extedor(2) zonwC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL.=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 3 and 294 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated toad of 200.OI1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Seel -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type 240.0 CSI. MAINADA RESIDENCE 141<01 J5 ROOF TRUSS 12 1 0013 15.0 Lumber DOL 1.33 BC 0.65 Job Reference (optional) rVMI UALLA* IMU33 W. LL i., MIAMI, rL. 7.5W 9 UCt 3 2014 MITek Industries, Inc. Mon DBC 15 07:47:09 2014 Page 1 ID:LrJHD)PaPD6H7gEybHV7Mgy9hud-Kzn6pgOkaHGiZN3f3c2fKRcsyppBM_Kid_DdKNyOoSm 5.0.0 5.40 Scale: rer 3x8 = LOADING (psf) SPACING- 240.0 CSI. TCLL 30.0 Plate Grip DOL 1.00 TC 0.48 TCDL 15.0 Lumber DOL 1.33 BC 0.65 BCLL 0.0 Rep Stress Incr YES WB 0.00 SCOL 10.0 Code FOC201O/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 360 MT20 2441190 Vert(TL) -0.18 2-4 >305 180 Horz(TL) -0.00 3 We n/a BRACING- TOPCHORD BOTCHORD REACTIONS. pb(size) 3=17e/Mechanical,2=447/0-8-0 (min. 0.1-8), 4=46/Mechanical Max Horz 2=145(LC 6) Max UpIi t3-148(LC 10), 2— 317(LC 6) Max Grav 3=176(LC 1), 2=447(LC 1), 4=246(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Weight: 17 Ib FT = 0% Structural wood sheathing directly applied or 5.0-0 oc purlins. Rigid ceiling directly applied or 10.0.0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.W, BCDL.--6.Opsf; h --10R; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 3 and 317 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Send -rigid pitchbreaks including heels* Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ah+ Ply MAINADA RESIDENCE 1401 M1 ROOF TRUSS 1 1 0014 Job Reference (optional) rvn I uAL.Ao I nwa %.v. Lu-, MIAMI, rL. 7.6(70 s OCT 3 2014 MITOK Inoustnes, Inc. Mon Uec 16 U7:47:10 2074 Page l ID: L13HOlPaPD6H7gEybHV7Mgy9hud-oALW1 VPMLaOZBXescJautf83UD8W5IynwAspyBoSl 1 8 0 5411 9.0.5 13-9-0 1 8-0 5.0.11 3-11-10 4-8.11 Seale a 1:24.6 2X4 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 SCOL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP N0.3 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Cade FBC2010/TPl2007 CSI. TC 0.37 Sc 0.71 WB 0.62 (Matrix) REACTIONS. (Ib/size) 7=71 8.0 (min. 0-"), 2=90310.8-0 (min. 0.1-8) Max Hors 2=329(.0 6) Max Uplift7=,389(LC 6), 2-509(LC 6) DEFL in Poe) Udefl L/d PLATES GRIP Vert(LL) 0.09 8.10 >999 360 MT20 2441190 Vert(TL) -0.18 2-10 >862 180 Hore(TL) 0.04 7 Na n/a Weight: 56 Ib FT = 00% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9.0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.2-5 oc bracing. MITek na;ommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation gulds. FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 2-11}2013/885, 3-11-1967!705, 3-4-1175/416, 4-5_ 1110/431 BOT CHORD 2-13-901/1971,10-13-901/1971,10-14-901/1971, 9.14- 901/1971, 8.9- 901/1971, 8-15--552(1152,7-15=-552f1152 WEBS 3-10=01275,3-8-8611=, 5.8-65/393, 5-7-125W604 NOTES. 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1 Oft; CaL II; Exp C; Encl., GCp1=O.18; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-5.9 to 1-6.7, Interior(1)14-7 to 9.45, Extwior(2) 9.45 to 13-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 Ib uplift at Joint 7 and 509 Ib uplift at Joint 2 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qh+ ply MAINADA RESIDENCE 14ni MG1 ROOF TRUSS 11015 2 4812 Plate Offsets (X,Y)- [1:0.5-0,00% [5:040,0.148] Job Reference (optional) FUN I DALLAS f KU55 W LLC., MIAMI, FL 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:10 2014 Page 1 ID:Lr3HDJPaPD6H7gEybHV7Mgy9hud-oALW1 VPMLaOZBXescJautf8OnD5G51UrrozAspy8oSl 6-3-4 11-1-0 6.3.4 4.6.12 Sema =1:18.2 2x4 II 3 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib✓size) 1=2163/08-0 (min. 01-8), 4=216310.8-0 (min. 01-8) Max Horz 1=227(LC 4) Max UpII t1-1050(LC 4), 4-1107(LC 4) Max Grav 1=2471 (LC 18), 4=2464(LC 18) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--5165/2140 BOT CHORD 1-6 -2229/4951,5-6--222914951,5-7--2229/4951,4-7--222914951 WEBS 2-5-83512436, 2-4-5114*298 Structural wood sheathing directly applied or 5-010 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.148°x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 09-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 09-0 oc. Webs connected as follows: 2x4 -1 row at 09-0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL_-B.Opsf; h=10ft; Cat. ll; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone; Lumber DOL --1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1050 Ib uplift at joint 1 and 1107 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries tie-in span(s): 1343-0 from 0.0.0 to 11.1-0 9) "Semi-rigid phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increass=1.00 Uniform Loads (pit) Vert: 1-3— 90,1-4-318(F-298) 63.4 11-1-0 63-4 4812 Plate Offsets (X,Y)- [1:0.5-0,00% [5:040,0.148] LOADING (psf) SPACING. 240.0 CSI. DEFL in poo) Well Idd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) 0.13 1-5 >982 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(TL) -0.21 1-5 >606 180 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 4 n/a We BCDL 10.0 Code FBC201 O/rP12007 (Matrix) Welght:110 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib✓size) 1=2163/08-0 (min. 01-8), 4=216310.8-0 (min. 01-8) Max Horz 1=227(LC 4) Max UpII t1-1050(LC 4), 4-1107(LC 4) Max Grav 1=2471 (LC 18), 4=2464(LC 18) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--5165/2140 BOT CHORD 1-6 -2229/4951,5-6--222914951,5-7--2229/4951,4-7--222914951 WEBS 2-5-83512436, 2-4-5114*298 Structural wood sheathing directly applied or 5-010 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.148°x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 09-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 09-0 oc. Webs connected as follows: 2x4 -1 row at 09-0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL_-B.Opsf; h=10ft; Cat. ll; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone; Lumber DOL --1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1050 Ib uplift at joint 1 and 1107 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries tie-in span(s): 1343-0 from 0.0.0 to 11.1-0 9) "Semi-rigid phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increass=1.00 Uniform Loads (pit) Vert: 1-3— 90,1-4-318(F-298) Job - Truss Truss Type otyPly AINADA RESIDENCE 14K01 T1 ROOF TRUSS 4 1 lJob 0016 cnnr nwi i we rn� ire nn .. n ....... �. 0.0 Rep Stress Incr Reference (optional) rata a wo s nn4 mi i ex inausmes, inc. mon uec i u u7:4nn i zo14 Page 1 Scale =1:45.7 US = LOADING (psf) SPACING- 2-0.0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 CSI. DEFL in (loo) Vdefl Ud TC 0.86 Vert(LL) -0.0812-14 >943 360 SC 0.81 Vert(TL) -0.2112-14 >366 180 WB 0.55 Horz(TL) 0.02 14 Na n/a (Matrix) M= PLATES GRIP MT20 244/190 Welght:118 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3.6 oe bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Iblslze) 2=18/0.8-0 (min. 0.1-8),14=1385!0-8-0 (min. 0.1-14),12=1096/0.8-0 (min. 0.1-9) Max Harz 2-133(LC 15) Max Upllfl:7-- 30(LC 6),14--.649(LC 10),12_ 1157(LC 7) Max Grav, 2=W(LC 22),14=1355(LC 1),12=1321(LC 23) FORCES. (Ib) - Max. CcmpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18_ 1054/428, 3-18}1009/448, 5.1�-363/909, 6.19-353/974, 6-2390/1114, 7-20=-40411059, 7-8=-220811873, 8.9-22(Y7/1597, 9.21— 229811725,10-21-2320/1828 BOT CHORD 2-22-4731983,17-22_ 47no,17-23_--473/983,1 &23_--473/983,15.16-473/963, 13 -14-1015/1014,13-25-1015/1014,12-25-101511014,12-26-1602/2339, 10.26=-1602/2339 WEBS 3.17=01285, 3-1947/444, 5.15_ 951393, 5.14-1165/589, 6.14---861/445, 7-14-5151281, 7-12=-110211607,9.12=.586/432 NOTES- 1) OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.0psf; BCDL=:6.0psh h=101t; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Extedor(2) -1-5.9 to 148-7, Interlor(1)1-1i-7 to 10.60, Exterior(2)10.0-0 to 13", Interior(1)16-0-0 to 24-5-9 zone; cantilever right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to baring plate capable of withstanding 430 Ib uplift at joint 4 649 Ib uplift at joint 14 and 1157 Ib uplift at joint 12. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oh Ply MAINADA RESIDENCE j4K01 T1A ROOF TRUSS 7 1 0017 TC 0.60 Vert(LL) 0.38 15.16 X806 360 Job Reference o tions FORT DALLAS TRUSS 00. LLG., MIAMI, FL /.600 a Oct a 20W Mi K maumnes, mc. Mon uev i o 01.41., , 4vl4 Fri , ID:L 3HDJPaPD6H7gEybHV7Mgy9hud-GMuvErt- SUWQphC2A157PshAbdPMgoV?41lkOGySoSN •18-0 5.011 90S 13.60 1811-11 2011-5 2500 27-6-0 164 50.11 3-11-11 3.11-11 3-11-11 311-11 5011 1-8.0 Stale a 1:46.7 3X6 12 4X _ 4X7 = 2X4 II S%8 ws— 3X8 = 3x4 = 2x4 11 Ur = 3X4 = SX8 W13= LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeN Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.38 15.16 X806 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -0.7314-15 a416 180 SCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.20 10 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 123 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oe bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross OTHERS 2x4 SP No.3 bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1555/08-0 (min. 0.1-15),10=155510.8-0 (min. 01-15) Max Horz 2-133(LC 15) Max UpIM2=-769(LC 6),10- 769(LC 7) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or leas except when shown. TOP CHORD 2-19-464111642,3-19:--092(1M 3-4396811492, 4.5=-39351504, 5.20--3084/1236, 6.20=-304GM251, 6-21-304611251, 7-21— 3084/1236, 7-8-3935(1504, 8.9-3968/1492, 9.22-4592(1665,1022=-4641(1645 BOT CHORD 2 -23-1618(4419,18.23-•1618!4419,1&24-1618/4419,17-24-1618/4419, 16-17-16181'4419,16.25-1323/3779,15.25-1323J3779,15.26}1277/3T19, 1426-1277/3779,1427-1497/4419,13.27-1497/4419,12-13-1497/4419, 12-28-1497/4419,1028-1497/4419 WEBS 6-15-32611105, 7-15=-10241532,7.14--741369,9.14--6721&% 9.12/266, 5.15-1024!532, 5.16-73/359,3-11 G -W=W, 3.18/266 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd_136mph; TCDL=9.Opsf; BCDL.=&Opsf; h=10ft; CaL II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Extertor(2) -1-5.9 to 1-&7, Interior(1)1-8.7 to 104K Exterior(2)10-0.0 to 13-0.0, interlor(1)16.00 to 24-5.9 zone;C-C for members and ford & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s)17,13. 4) Plate(s) at joint(s) 4, 6, 8, 2,15, 7,14, 9,12, 5,16, 3,18 and 10 checked for a plus or minus 0 degree rotation about Its center. 5) Plate(s) at jolnt(s)17 and 13 checked for a plus or minus 3 degree rotation about Its center. 6) This truss has been designed for a 10.0 pef bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 769 ib uplift at joint 2 and 769 Ib uplift at joint 10. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I* Job Truss Truss Type CKy Ply MAINADA RESIDENCE 14K01 T2 ROOF TRUSS 5 1 0018 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.143 cc bracing. Job Reference (optional OR i DALLAS l nuS5 CO. LLL;., MIAMI, FL. 7.600 a Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:12 2014 Page 1 ID:Lr3HDjPaPOSH7gEybHV7Mgy9hud-kYSHRBRctCeHOrnEkkcMy4EPpOp5ZDd8JySHWiy6oSj -1$0 5.011 9.05 13.00 13 6 Q 1 6 0 5.011 3-11-11 3.11-11 08-0 W 3x4 : 340 2d1 Nd31-" 3x4 : Stals 11r.1' 2114 : 3.00 12 6 3114: 12 2A 2114 Nat 80-0 T-8 2114 Not 48-0 13 10 14 8 8 13 1411 3.4 = 3.4 = 3x8 = 8.7 3x4 = LOADING (pat) TCLL 30.0 TCDL 15.0 SCI.L 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20101TPI2W7 CSI. TC 0.38 BC 0.70 WB 0.54 (Matrix) DEFL in (lot) Ydefl L/d Vert(LL) 0.09 10 >999 360 Vert(TL) -0.18 2-10 >884 180 HoM`TL) 0.04 7 Na We PLATES GRIP MT20 244/190 Weight: 84 Ib FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 39-13 oc purlins, BOT CHORD 2x4 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.143 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation gulde6 REACTIONS. (ib/size) 7=704/Mechanical, 2=89810.8-0 (min. 0-1-8) Max Horz 2=326(LC 6) Max UpIHt7_ 386(LC 10), 2--511 (LC 6) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11_1960x/04, 311-19131124, 34-1111/398, 4-5-104&x413 BOT CHORD 2-13_917/1918,10.13- 917/1918,10.14- 917/1918, 9-14-917/1918, 8.9-917/1918, 8-15--52&1088, 7-15- 528h 088 WEBS 3-1 0 1276, 38-873/408, 5-8-7WM, 5-7-1204/585 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.0paf; BCD/ A.Opsf; h=1 Oft; Cat. II; Exp C; Encl., GCpl=O.1B; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-6.7 to 1-5.9, Interior(1)1-5-9 to 10-44, Exterior(2)1444 to 13-4-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 Ib uplift at joint 7 and 511 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) °Send -rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ay Ply MAINADA RESIDENCE .14K01 T3 ROOF TRUSS 3 1 0019 CSI. DEFL. In poo) Well L/d PLATES GRIP Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 7.5W 8 Oct 3 2014 MITex Incusmes, Inc. Mon ue0 15 07:x/:12 2014 Nage 1 ID:Lr3HDjPaPD6H7gEybHV7Mgyghud-kYSHRBRctCeHOMEkkcMy4EF30MBZJ2&)ySHVAySoS) 1 6 0 6.108 13.9-0 1 6 0 6.10.8 6.10.8 sads:1/r=r 45= LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4-708/0.8.0 (min. 01-8), 2=893108-0 (min. 0.1-8) Max Horz 2=91(LC 6) Max Uplift4-303(LC 7), 2- 489(LC 6) FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 27-1794/832, 7-8-1732(845, 3-8-17261859, 3-9-1722/848, 9.10_ 1731/832, 4-10=-1791/832 BOT CHORD 211-722/1651, 6.11-72?11651, 5-6-122/1851, 5.12-722/1651, 412- 722/1651 WEBS 3-6=0/361 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. MITek r�ecomm�lds that Stabilbxars and required cross bracing be installed during truss erection, in accordance with Stabilb er Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vosd=136mph; TCDL=9.Opst; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) -1-5-9 to 1-6-7, Interior(1)1-6.7 to 3.108, Exterior(2) 3-108 to 6.10-8, Interior(1) 9-10.8 to 105-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib uplift at Joint 4 and 489 Ib uplift at Joint 7- 6) 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks Including heals" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 6.108 i6.10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In poo) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 Ved(LL) 0.10 4.6 >999 350 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 8C 0.95 Vert(TL) -0.41 4-6 >384 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 4 rVa n/a SCOL 10.0 Code FBC201 WM2007 (Matrix) Weight: 46 Ib FT = 05/9 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4-708/0.8.0 (min. 01-8), 2=893108-0 (min. 0.1-8) Max Horz 2=91(LC 6) Max Uplift4-303(LC 7), 2- 489(LC 6) FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 27-1794/832, 7-8-1732(845, 3-8-17261859, 3-9-1722/848, 9.10_ 1731/832, 4-10=-1791/832 BOT CHORD 211-722/1651, 6.11-72?11651, 5-6-122/1851, 5.12-722/1651, 412- 722/1651 WEBS 3-6=0/361 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. MITek r�ecomm�lds that Stabilbxars and required cross bracing be installed during truss erection, in accordance with Stabilb er Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vosd=136mph; TCDL=9.Opst; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) -1-5-9 to 1-6-7, Interior(1)1-6.7 to 3.108, Exterior(2) 3-108 to 6.10-8, Interior(1) 9-10.8 to 105-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib uplift at Joint 4 and 489 Ib uplift at Joint 7- 6) 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks Including heals" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Type Oty Ply MAINADA RESIDENCE 14K01 LT41_ ROOF TRUSS 2 1 0020 --•---- _ Job Reference o lona LOW s VGi J 6u 19 mi 1 eK Inuusme% Inc. mon uec 1.7 ui-.w; {J zul4 rage 1 Scale =1245 4x8 = 2x4 It 3.00 12 8_ 7 3x4 13 5 REACTIONS. (IbJatze) 8=741/0.8-0 (min. 0.1-8), 2=869/0-8-0 (min. 0.1-8) Max Herz 2=308(LC 6) Max UpIHtB- 393(LC 10), 2_ 497(LC 6) Max Grav 8=741 (LC 1), 2=1t870(LC 22) FORCES. (Ib) - Max. CompJMax. Ten. - All fomes 250 (ib) or lose except when shown. TOP CHORD 2-12_ 1887/685, 3.12-1841/705, 3-4-1018/386, 4-5-953/382 BOT CHORD 2-14-884/1841,11-14--~841,11-15- 884/1841,1015=-884/1641, 9.10=-04/1841, 9-16-•48?J989, 8.16=482/989 WEBS 3.11/277, 3.9-8961423, 5-9-85!391, 5.8=-1120/543, 6300/258 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsh, BCDL=6.Qpsf; h=10ft; CaL II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5-9 to 1-67, Interlor(1)1-67 to 1000, Exterior(2)10.0-0 to 13-00 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about he center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint 8 and 497 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Seml-rigid pitchbreake Including heels" Member end fixity model was used in the analysis and design of this true& LOAD CASE(S) Standard ,1• 3x4 3x4 4 7 2[ 2.1 c 3 B•8 2x4 24 -12 992x 204 � 4" 12 Na.2 311 1-"3 3.9.1 a 2.10 2x4 Na2 &" U 8.10 2x4 Nat S90 14 11 15 10 9 is 8 3x8 = 2x4 11 3x4 — 3x4 = 5x12 = 5411 9.45 13-0-0 13.9-0 , 5.411 3-11-11 3-11-11 4� Plate Offsets (X,Y) - [2:0.3-0,Edga], [8:0-3-0,()-2A LOADING (pat) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vart(LL) 0.08 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(TL) -0.18 2-11 >857 180 BCLL 0.0 Rep Stress Incr YES WS 0.44 Horz(TL) 0.03 8 We n/a SCOL 10.0 Code FBC201WrP12007 (Matrix) Weight: 69 lb FT= 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10.12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigld ceiling directly applied or 6-3-3 oc bracing. MITek recommends that Stabilizes and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation gulde. REACTIONS. (IbJatze) 8=741/0.8-0 (min. 0.1-8), 2=869/0-8-0 (min. 0.1-8) Max Herz 2=308(LC 6) Max UpIHtB- 393(LC 10), 2_ 497(LC 6) Max Grav 8=741 (LC 1), 2=1t870(LC 22) FORCES. (Ib) - Max. CompJMax. Ten. - All fomes 250 (ib) or lose except when shown. TOP CHORD 2-12_ 1887/685, 3.12-1841/705, 3-4-1018/386, 4-5-953/382 BOT CHORD 2-14-884/1841,11-14--~841,11-15- 884/1841,1015=-884/1641, 9.10=-04/1841, 9-16-•48?J989, 8.16=482/989 WEBS 3.11/277, 3.9-8961423, 5-9-85!391, 5.8=-1120/543, 6300/258 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsh, BCDL=6.Qpsf; h=10ft; CaL II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-5-9 to 1-67, Interlor(1)1-67 to 1000, Exterior(2)10.0-0 to 13-00 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about he center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint 8 and 497 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Seml-rigid pitchbreake Including heels" Member end fixity model was used in the analysis and design of this true& LOAD CASE(S) Standard ,1• Job Truss Truss Type carr Ply MAINADA RESIDENCE 1 4K01 V1 GABLE 2 1 0021 TC 0.00 Vert(LL) We - Na 999 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 15 07:47:13 2014 Page 1 ID:Lr3HD)PaPD6H7gEybHV7Mgyghud-CIOffWRFeVm82?MOIS7bVHmtTOKIIoJIXcBgT8y6oSl Scale a 1:4.9 LOADING (psf) SPACING- Plate Grip DOL 2-00 0.90 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Metal DOL 0.90 TC 0.00 Vert(LL) We - Na 999 TCDL 15.0 Lumber DOL 0.90 BC 0.00 Vert(TL) Na - Na 999 BCLL 0.0 BCOL 10.0 Rep Stress Incr YES WB 0.00 (Matrix) Horc(TL) 0.00 Na Na Weight: 5lb FT=0% Code FOC201 WM2007 LUMBER - BOT CHORD 2x6 SP No.2 REACTIONS. (Ib/size) 2=7/2400 (min. 01-8),1=7/2-0.0 (min. 01-6) Max Grav 2=14(LC 3),1=14(LC 3) BRACING - BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. MiTek recommends that Stabllbwa and required cross bracing be Installed during truss erection, in accordance with Stabilber Installation gulds. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 2,1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. 5) This truss has been designed for a moving concentrated load of 2W.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrelt with any other live loads. 6) "Semi-rigid pitchbreake including heels* Member end fixity model was used In the analysis and design of this Wuss. LOAD CASE(S) Standard Job Truss Truss Type CKY Ply MAINADA RESIDENCE 14K01 V11 ROOF TRUSS 1 1 0022 GAOT nwI I Af•T�IIt`l. ^^I 1-2-0 Job Reference (optional) . vnI - I-V VV. LLV., MIAMI, rl... 7.000 a Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:14 2014 Page 1 I0:Lr3HDIPaPD6H7gEybHV7Mgy9hud-gxa1ssStOpu7g9xdr9erlVJiugX?1OSRmbc07ay6oSh Stale a 1:18.7 3X4 II 3 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4-2521211 WEBS 2-5=-662f456 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2)1-2-3 to 4-2-3, Interior(1) 4-2-3 to 8.10.4, Exterior(2) 8-104 to 11-104 zone;C-C for members and ford & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord eve load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 1,147 Ib uplift at joint 4 and 385 Ib uplift at joint S. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3.00 12 7 214 11 2 1-3 1-2-0 3421 s 2-5 21 0.11.5 t LJ t42Xa rb.2 t2-0-0 8 5 9 4 3x4::- 214 11 20 11 Plate Offsets (xY)— [4:0.2-0,0.0.8] LOADING (psf) SPACING- 2-0.0 CSI. DEFT_ in (loc) I/deff Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) We - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert( I-) We - n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 HOrz(TL) 0.00 4 Ma Na BCDL 10.0 Code FOC2010/TP12007 (Matrix) Weight: 39 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins., BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizes Installation guide. REACTIONS. (lb/size) 1=200112-00 (min. 01-9), 4=268h2-0-0 (min. 0.1-9), 5=706/12-0-0 (min. 0.1-9) Max Horz 1=226(LC 6) Max Up1Ift1— 53(LC 6), 4-147(LC 6), 5— 385(LC 6) Max Grav 1=291(LC 24), 4=322(LC 26), 5=706(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4-2521211 WEBS 2-5=-662f456 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2)1-2-3 to 4-2-3, Interior(1) 4-2-3 to 8.10.4, Exterior(2) 8-104 to 11-104 zone;C-C for members and ford & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord eve load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 1,147 Ib uplift at joint 4 and 385 Ib uplift at joint S. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type oty Ply MAINADA RESIDENCE 14K01 V3 ROOF TRUSS 2 1 0023 ` except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Jab Reference o Uonal FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 7.600 S OCT 3 2014 MI lex Inausrnes, Inc. Mon L= 1b 0vwn4 Gu74 Page r ID:Lr3HDIPaPD6WgEybHV7Mgyghud-gxa1 ssStOpu?ggxdrgerl VJoTgcal FZRmGxO?ay8oSh 2x4 11 scab =1:7.6 3x4 z: 2x4 11 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC201 Q/TP12007 CSI. TC 0.18 BC 0.32 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) In (loc) Vdefl Ud n/a - Ne 999 n/a - n/a 999 0.00 n/a n1a PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 01/6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc purlins, BOT CHORD 2x4 SP N0.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabiltzer Installation gulds. REACTIONS. (lb/size) 1=147/4.0-0 (min. 0-1-6),3=14714-0-0 (min. 0.1-8) Max Horz 1=67(LC 6) Max UpIMt1— 66(LC 6), 3- 80(LC 6) Max Grav 1=267(LC 23), 3=267(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=S.Opsf; h=10ft; CaL 11; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone and C -C Extedor(2) zons;C-C for members and forces & MWFRS for reactions shown; Lumber D01.-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint 1 and 80 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MAINADA RESIDENCE j4KO1 �V5 ROOF TRUSS 2 1 0024 Vdafl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 Job Reference (optional FUHT UALLA5 THU55 CU. LLC., MIAMI, FL 7.600 a Oct 3 2014 MITek Industries, Inc. Mon Dec 15 07:47:14 2014 Page 1 ID:Lr3HD)PaPD6H7gEybHV7Mgy9hud-gxalssStOpu?g9xdr9erl VJh9gW91FZRmGzO?ay8oSh 2X4 u scale a 1:10.9 I 3x4: 2r4 It LOADING (psf) SPACING- 2-0.0 CSI. DEFL In (loc) Vdafl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) rda - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horgn) 0.00 n/a n/a BCDL 10.0 Code FBC2010/ M2007 (Mawx) Weight: 16 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (lb/size) 1=25716-0-0 (min. 0.1-8), 3=257/6-0-0 (min. 0.1-8) Max Horz 1 =99(LC 6) Max UpII t1=-116(LC 6), 3}140(LC 6) Max Grav 1=317(LC 23), 3=317(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-259/268 Structural Wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid calling directly applied or 10.0.0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide NOTES- 1) OTES1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h--1 Oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.80 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrerd with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Ib uplift at Joint 1 and 140 Ib uplift at Joint 3. 6) This truss has been designed for a moving concentrated load of 200.OI1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrmlt with any other live loads. 7) "Seml-rlgid pitchbreaks Including heels" Member end fixity model Was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ay Ply MAINADA RESIDENCE ,1401 V7 GABLE 1 1 0025 TC 0.25 Vert(LL) n1a - We 999 Job Reference (optional) FUK I UALLA5 I Hu55 W. LLG., MIAMI, FL. 7.600 a Oct 3 2014 MITek Industries, Inc. Mon Uec 15 07:47:14 2014 Page 1 ID:LI3HDIPaPD6H7gEybHV7Mgyghud-gxal ssStOpu?ggxdr9ert VJnJgbat OURmGxO?ay6oSh ,_ 8.0-0 8.40 Scale -1:14.4 2X4 II 3x4 s 2x4 11 2x4 11 LOADING (pat) SPACING- 240.0 CSI. DEFL in poc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) n1a - We 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(TL) rVa - Ma 999 BCLL 0.0 Rep Stress Incr YES WS 0.13 Horzfm) 0.00 n/a Na BCDL 10.0 Code FBC201 WrP12007 (Matrix) Weight: 25 Ib FT = 0°k LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD REACTIONS. (Ibfsize) 1=16718-0.0 (min. 0.1-8), 4=10018-0.0 (min. 0-1-8), 5=466/8-0.0 (min. 0.1-8) Max Hors 1=141(LC 6) Max UpIHt1— W(LC 10), 4=-55(LC 6), 5=-255(LC 6) Max Grav 1=276(LC 24), 4=246(LC 26), 5-_466(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5-458/448 Structural wood sheathing directly applied or 64-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. MITek recommends that Stabllbwe and required cross bracing be Installed during truss erection, in accordance with Stablllzer Installation guide. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=138mph; TCDL_=9.Opsf-, BCDL=S.Opsf; h --10f ; Cat. ll; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and GC Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61111 uplift at joint 1, 55 Ib uplift at joint 4 and 255 Ib uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ay Ply MAINADA RESIDENCE I 14K01 jV9 GABLE 1 1 0026 ' Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES Job Retetence optional) 1 -UH I UALLA5 IHU55 CU. LLC., MIAMI, FL 7.600 S UM 3 2014 miiex inausmes, Inc. Man UBC 1S U7:4ino 2U14 page 1 ID:Lr3HDjPaPD6H7gEybHV7Mgy9hud-978P4CTV97OsHIWpPt94airw9Ev8mgjb?wgxXly$oSg 20 11 3 Scale a 1:17.7 3x4 z 2t4 II ffi4 11 LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (loo) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) rVa - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.13 Horr(TL) 0.00 4 Na Na BCDL 10.0 Code FBC201 WrPl2007 (Matrix) Weight: 33 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 84}0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.0.0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizes and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 1=214/10-0-0 (min. 0.1-8),4=149M0.0-0 (min. 0.1-8),5=591M0.0.0 (min. 0.1-8) Max Harz 1=184(LC 6) Max UpII tl- 80(LC 10), 4_ 82(LC 6), 5-322(LC 6) Max Grav 1=297(LC 24), 4=267(LC 26), 5=591(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-554/452 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opst•, h=1 Oft, Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone and C -C Exterlor(2)1-2-3 to 4-2-3, Interior(1) 4.2-3 to 5.7-5, Exterlor(2) 5-7-5 to 9.10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about he center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 Ib uplift at joint 1, 82 Ib uplift at joint 4 and 322 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrelt with any other live loads. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 7'--p" CORNER SET TOP CORD CONNECTION CORNER JACK$ - USP M MP3 r4rJACK8 -USP(2)MP3 8'-0 JACKS .(2) Sd NAILS 3'4r JACKS - (2) Od MAU 1-4' JACKS - (2) Sd WAS 12 M 1 MAX P-8.3 _�• Nal dalP L4Wc (ACCOROMIG TO NATIONAL DESIGN SPED) FOR GROUP 8 SPECIES (&Y -P4 W CC MM4ft NAILS ■ 78 m tSYNAM I OO COMMON NAS$• W Lb (SMEAM USP HAIVGM CESIGM LOAM (ACCORDINGTO FLORIDA BUILDING CODE COMPLIANCE OFT tCEJ PRODUCT CONTROL DIVISION) LIPS HURRICANE CLp44010 (UPLIFT 100%) Wl (8) ed l IW N.OA No 07-0308.10 CLPBP BUTTERFLY ►ANGER • 307 Ot (UPLIFT 100% A ONWRO WI (15) ed NAA NO UR • 870 61900 OJ (UPLIFT IW% DN VM %W fill) 1Sd FL 13288-R1 - ...... -.eee.. i . n mo ial tm% ONWFO) Wl an 18d FL 13288 "a L.M. WNL M 30 R MAX PRAWAIII )( FOR WIriT AT KAMM WALL CONACTWO MAXIMUM ALLOWABLE LUAU 21--0► IIAK CotOtllI JACO-SW NI LM OR P -C 3, r-rAmm-usrplvl PLATES STRESS INCREASE TC. (ROMA CORNER JAI !•T1A.O- W III WAS (PSVT uPUPT(t001y 71/97 T- Ir 2 e e M62 1991 TOP F.rrJACXI-MSON" I MOING COO! HOOF (1=%) Mao W_.... 2X4 Nos t9 S►ACOMO2,rOQ V.rAACO-mYWAS f b *M CORNER JACK CQjMMON JACK UPLO=f(toov irmolI9le TIO DEA 9N NA/ ISM CNlCK0 KW 1711711 ROOF (12!%) 900 *130000 i "a L.M. WNL M 30 R MAX PRAWAIII FOR WIriT AT KAMM WALL CONACTWO 977•LumWA 97mm 1.79 PLATES STRESS INCREASE MiNNMMIGRADE OFLUTABER LOAOWG (PSVT LL FLOF�A T- Ir 2 e e M62 1991 TOP 30 I MOING COO! 7-0" 2X1 M02 0 SI BOTTOM 0 10 W_.... 2X4 Nos t9 S►ACOMO2,rOQ TRUSS CONNECTORS JACK S003 MID NAI.S m" NA48 Ma NAILS MA48 NA" 7'-0'SV ry Are 11700 MALS NA" mo" JOSE Consulting 05) 687.0791 Pf-YEEPM01a i NIAY 14, 2012 R !.liTek Industries, Inc. TRUSSED VALLEY SET DETAIL TPA -VALLEY -2-190 'rd.str,j3.rturp7.FL P:IgQ 1 Of 1 GENERAL SPECIFICArlONS 1. `TAIL SIZE - 3.5- X 0.131- . 16d 2.'.'1CCO SCREW - 4.5' WS45 USP OR EOUILIVANT J. INS TALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24* O.C. MAXIMUM) A.10 SECURE TO BASE TRUSSES AS PER DETAIL A CABLE E.`10, CC?.IhfCN TRUSS 5. MOIV QUAL DESIGN RACE VALLEY EBS IN ORA W C ACCORDANCE DANCE WITH THE CR GIROEA TRUSS 6. HAILL`IG DONE PER NO3•05 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. S. BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. t j VALLEY TRUSS TYPICAL ' ---- i I� BASE TRUSSES �— �- P VALLEY TRUSS TYPICAL t� I I j SEE DETAIL A BELOW (TYP.) SECURE VALLEY TRUSS W/ ONE ROW OF 18d _--------=_'- NAILS 8' O.C. — j ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF IN/ TWO USP WS45 (1/4' X 4.51 'HOOD SCREWS INTO EACH BASE TRUSS. sv� 5* max GABLE ENQ COMMON TRUSS OR GIRDER TRUSS I� 't WIND DESIGN PER ASCE 7-t0 MAXIMUM WIND SPEED - 190 MPH MAX MEAN ROOF HEIGHT. 30 FEET ROOF PITCH - MINIMUM 3112 MAXIMUM 8112 EXPOSURE C WINO DURATION OF LOAD INCREASE: 1.80 MAX TOP CHORD TOTAL LOAD - 50 PSF MAX SPACING - 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES I.JT I- �:1" %.�t/'�4`-. i� •�q a`. . '�.+_; .. 'tom I 0 GENERAL NOTES NOTES GENERALES Trusses are not marked In any way to identify the Los trusses no estan marcados de ningun modo que frequency or location of temporary lateral restraint identifique/afrecuenciaoloca/izacidnderestriccidnlateral and diagonal bracing. Follow the recommendations y arnostre diagonal temporales. Use las recomendac/ones for handling, installing and temporary restraining de manejo, instalac!dn, restriccidn yarriostretemporal de and bracing of trusses. Refer to SCSI - Guide to los trusses. Vea el folleto BCSI- Guia de Buena Practice Good Practice for Handling. Installing. Restrainina Dara el MdKliZ instalad6n. Reshiccrdn yArriostre de los Bracin of Metal Plate Connected Wood Trusses de Madera Conectados con PI & etas de Me * Q Ca/ TrTr ,�*** for more detailed information. para informacidn mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de restriccidn lateral permanente o individual truss members. Refer to the SCSI- refuerzo en los m!embros individuales del truss. Vea /a 83*** for more information. All other permanent hoja resumen SCSI -83*** para mas informacidn. EI bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilldad del d!senador del edilkio. AWARNING The consequences of improper _ Use handling, erecting, installing, restraining Espaciamiento del Arriostre Temporal de /a Cuerda Superior and bracing can result in a collapse of the cu!dado especial en structure, or worse, serious personal injury windy weather or or death. - iADVERTENCIA! EI resu/tado de un manejo, de cables elelctricos o levientamiento, instalacidn, restriccidn y arrisotre and airports. incorrecto puede ser /a caida de la estructura c, F,� Length -► Max. Bow - "" ---- --_ F' arin peor, heridos o muertos. 1$ ` A- Exercise care when removing Spreader bar. banding and handling trusses to avoid iADVERTENCIA! No sobrecargue la damaging trusses and prevent injury. Wear estructura apoyada con of Paquette de HANDLING = Puede usar nn solo lugar de levantar para pa- [✓] personal protective equipment for the eyes, feet, hands head quetes de trusses de la cuerda superior hasta 45' �\\ y trusses de cuerdas parale/as de 30'o mens. ��W and when working with trusses. estable. grupos de trusses de cuerda superior inclinada 1 hasta 60'y trusses de cuerdas paralelas hasty ' , Utilice cautela al quitar las ataduras 45' Use por Jo mens dos puntos de levantar con grupos de trusses de cuerda superior inclinada - 3/4" o los pedazos de metal de sujetar para evitar dano a 1.1/8" 18.8•. los trusses y prevenir la henda personal. Lleve Plumb el equipo protectivo personal para Ojos, pies, 0.9 m manos y cabeza cuando trabaja con trusses. _ Use t< fltilice Espaciamiento del Arriostre Temporal de /a Cuerda Superior special care in cu!dado especial en NUNCA use las ataduras Para levantar n Pa9uete. windy weather or dias ventosos o cerca - near power lines de cables elelctricos o parallel chord trusses up to 30' (9.1 m). and airports. de aeropuertos. F,� Length -► Max. Bow - "" ---- --_ F' chord pitch trusses up to 60' (18.3 m) and paral- WARNING Do not over load supporting lel chord trusses up to 45' (13.7 m). Use at least Spreader bar. , iADVERTENCIA! No sobrecargue la for truss estructura apoyada con of Paquette de HANDLING trusses. Puede usar nn solo lugar de levantar para pa- [✓] MANEJO quetes de trusses de la cuerda superior hasta 45' 22 mm m y trusses de cuerdas parale/as de 30'o mens. ��W Use por /o menos dos puntos de levantar con lliiii7.7Avoid lateral bending. Evite la flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contratista bene la responsabdidad de recibir descargar y almacenar adecuadamente los trusses an /a obra. Descargue los trusses en la tierra liso para prevenir el dano. ~ (S) DO NOT store NO almacene unbraced bundles verticalmente los q upright. trusses sue/tos. Lel Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directamente Ent el sue/o en aque/ momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Silos trusses estaran guardados para mas de una semana, ponga bloqueando de a/tura suficiente detras de la pila de los trusses a 8 hasta 10 pies en centro (o.c.). C✓� For trusses stored for more than one week, cover bundles to protect from the environment. Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improviser. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to BCSI**' for more detailed information pertaining to handling and jobsite storage of trusses. vea el fol/eto SCSI* I* para informacidn mas detal- lada sobre el manejo y a/macenado de los trusses Ent area de trabajo. P, DO NOT store on NO almacene en tierra uneven ground. desiguaL 9 HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. Top Chord Temporary Lateral Restraint (TCTLR) Spacing NO sobrecargue la gr6a. Espaciamiento del Arriostre Temporal de /a Cuerda Superior (S) NEVER use banding to lift a bundle. 10'(3 m) o.c. max. NUNCA use las ataduras Para levantar n Pa9uete. Out -of -Plane C,✓J A single lift point may be used for bundles of - top chord pitch trusses up to 45' (13.7 m) and Tolerancias para Fuera-de-Plano. parallel chord trusses up to 30' (9.1 m). 6'(1.8 m) o.c. max. Use at least two lift points for bundles of top F,� Length -► Max. Bow - "" ---- --_ F' chord pitch trusses up to 60' (18.3 m) and paral- WARNING Do not over load supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con of Paquette de >4S'(13.7 m). trusses. Puede usar nn solo lugar de levantar para pa- [✓] Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' 22 mm m y trusses de cuerdas parale/as de 30'o mens. Puse paquetes de trusses en una posicidn Use por /o menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada 13 mm hasta 60'y trusses de cuerdas paralelas hasty (25 mm) (5.1 ml 45' Use por Jo mens dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas parelelas mas de 45: 3/4" MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES e : Using a single pick -point at the peak can damage the truss. El use de un solo lugar en cl pito para levantar puede hater dano al truss. reatler bar lee_ro .=:% woe=in T _ F I It_ Spreader bar trz to 1�la / I 2/3 truss length Approx. 1/2 -►� Tagline truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar Attach above or Sit 10'(3 m) o c. max. mid -height I I Tagline f -I Spreader bar 213 to TRUSSES UP TO 60'(18.3 I .3 m) 1.3/4 truss length --►) TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60'(18.3 m) ~- TRUSSES HASTA Y S08RE 60 PIES - Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grua hasta que la restriccidn lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Trusses 20'_ _- t © Trusses 30' t . (6.1 m) or less, support m) or r less, support at near peak. quarter points.i Soporte Soporte de I tl cerca al pito los cuartos------- los trusses I f Trusses up to 20' _W I de tramo los I t Trusses up to 30' _j..de 10 pies o (6.1 m) trusses de 30 (9.1 m) mens. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL *= Refer to BCSI-B2*** for more t Top Chord Temporary information. Lateral Restraint Vea el resumen 8C52-82**` para mas infor- (TCTLR) macidn. /2x4 min. Z Locate ground braces for first truss directly / in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer 90 truss directamente en linea con cada una de las filas de restriccidn lateral temporal de la cuerda superior (vea la tabla en la proxima Brace first truss columna). 4 securely before erection of additional DO NOT walk on j trusses. unbraced trusses.M NO carmine en trusses D_ sueltos. L STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7 Repeat Process with groups of four trusses until all trusses are set. 1) instale, los arriostres de tierra. 2) Instate el primero truss y ate seguramente al arriostre de tierra. 3) Instale los prdximos 4 trusses con restriccidn lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los pianos de los miembros secundanos para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. �Refer to SCSI -82**« for more information. Vea el resumen BCSI-B2*** para mas informacidn. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICC16NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES (�✓ This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restr!cocin y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x1 y 4x1. Vea la parte superior de la columna para la restriccidn y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de /a Cuerda Superior Up to 30' 10'(3 m) o.c. max. (9.1 m) Out -of -Plane 30'(9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m Tolerancias para Fuera-de-Plano. 45'(13.7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) F,� Length -► Max. Bow - "" ---- --_ F' 60' (18.3 m) - 4'(1.2 m) o.c. max. 80' 24.4 m)* 1/4" "Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consu/te a un Professional Reg/strado de Diseno para trusses mas de 60 pies. See BCSI-82*** for TCTLR options. 'LSI Vea e/ BCSI-82*** para las options de TCTLR. Refer to BCSI-83*** for A Gable End Frame restraint/bracing/ A reinforcement information. 45 Para informacidn sabre restriccidn/ TCTLR arriostre/refuerzo para Armazones Hastia/es vea e/ resumen SCSI -B r Note: Ground bracing not shown for clarity. 10" o - I Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrlsotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCI6N LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTESI` Diagonal CLR Solite reinforcement bracingl Truss MemberCLR Web members a Bottom chords Minimum 2'2x Scab block centered over splice. Attach Diagonal braces to CLR with minimum 8-16d every SO truss spaces (0.135x3.5`) nails each side 20' (6.1 m) max. of splice or as specified by the 10' (3 m) - 15' (4.6 m) max. Budding Designer. Same spacing as bottom Note: Some chord and web members SECTION A"A chord lateral restraint not shown for clarity. 3) BOTTOM CHORD- CUERDA INFERIOR Lateral Restraints - 2x4x12' or: a Truss tMemberreater lapped over two trusses � .`�� ' or CLR splice reinforce- Note: Some chord merit and web members Bottom not shown for chords clarity. 10'(3 m) - 15'(4.6 m) max. Diagonal braces every 10 truss spaces 20'(6.1 m) max. RESTRAINT B BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUEROAS PARALELAS 3X2 Y 4X2 10'(4.6 m) or Diagonal bracing Repeat diagonal bracingy 1 Refer to 15' �4.6 m)• every 15 truss spaces 30' BCSI-87*** for more -- -� (9.1 M) max. Information. Vea el resumen BCSI-87*** para mas informaci6n. t-. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chard temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 42 chords. 12"(305 mm) J, INSTALLING - INSTALACION Out -of -Plane © Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Tolerancias para Fuera-de-Plano. 3-4 tiles high 3/4" 12.5 F,� Length -► Max. Bow - "" ---- --_ F' D/50 D (ft.) 19 mm 3.8 IT 1/4" 1' 7/8" 14.6' _---Length 4-5 -►i i t Bow 6 mm 0.3 m 22 mm m 12" 2' 1" 16.7' Max Bow p 13 mm (06m) (25 mm) (5.1 ml 3/4" 3' 1.1/8" 18.8•. Length e.-; ( Plumb 19 rr 0.9 m 29 mm 5.7 m 1" 4' 1-1/4" 20.8' Q Tolerances forline 25 mm 1.2 m mm 6.3 m Out -of -Plumb. ( 1-114" 5' 1- 1-3/8" 22.9' Tolerancias para D/5o max ' 32 mm 1.5 m 35 mm 7.0 m Fuera-de-Plomada. -v2" 6' 1-112" 25.0' 38 mm 1.8m 38 mm 7.6m 14/4' CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 89m CARGA DE CONSTRUCCI6N z" >_e' 2" >-33.3' DO NOT proceed with construction until all lateral 51 mor 22.4m 51 mm 10.1m restraint and bracing is securely and properly in place. NO proceda con IS construccidn hasty que Codas las restric- clones laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more information. NO exceda las alturas maximas de montdn. Vea el resumen BC51-114*** para mas informacidn. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12"(305 mm) Plywood or OSB 16' (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high 'j NEVER stack materials near a peak or at mid -span. NUNCA amontone los matenales cerca de un pito. (S) DO NOT overload small groups or single trusses. NO sobrecargue pequen"os grupos o trusses individuales. Q Piece loads over as many trusses as possible. Coloque las cargas sobre Lantos trusses tomo sea posib/e. Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES Refer to BCSI-85. *** Truss bracing not shown for clarity. Vea el resumen BCSI-85. *** G DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permftido en el dibu, del diseno -- del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durance IS construccidn o han SOD alterados sin la autor- tzaacin previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garantia limitacla del Fabricante de Trusses. "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing PDF of this document, visit sbcirdustry.com/bl. NOTE: The truss manufacturer and truss designer rely on the 3-tv" ptan that the contractor and crane operator (if applx'able) are Prof -is with the capability t0 undertake the work they have agreed to do Oct any given protect. If the contractor believes it needs assistance in Some aspect of the construction pro)ect, d should seek assistance from a competent patty. The methods and procedures outlined in me, document are ,ntended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bating trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. it is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining arid bracing trusses and it does not preclude the use of other equivalent methods for restraining/orating and providing stability for the walk, columns, doors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SSC %► eaa twsscuusrx TRUSS PLATE INSTITUTE 6300 Enterprise Lane - Madison, WI 53719 218 N. Lee St., Ste. 312 * Alexandria, VA 22314 _ 608/274-4849 * sbcindustry.com 703/683-1010 • tpinst.org P, Miami Shores Village Building Department APk Ys 2015 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (30S) 762-4949 FBC 20 ( a BUILDING Master Permit No._ PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING D4EVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING *rCHANICAL [-]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP f CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores Coun : Miami Dade zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):_ Address:�a— G City: ,� l viy, ' _ State• Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: (Io S T Address: J S ( S I State: Qualifier Name:t Liz i2 c,�� f Phone#: State Certification or Registration #: 15 Certificate of Competency #: _ DESIGNER: Architect/Engineer: Phone#: 305 - State: ®5" - Q Jr hone#: Z t, C. 7 Address: City: State: Zip: Value of Work for this Permit: $ — Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition r1asrrin+inn of Wnrir- Specify color of color thru.tile: Submittal Fee $ 1 Permit Fee $ -� t , (:D CCF $ CO/CC $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) DBPR $ Notary $ Double Fee $ Bond At TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address Zip City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the 'standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In sent of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was cknowledged before me this day of U � 20 by who is personally known to me or who has produced 00 as identification and who did take an oath. NOTARY PUBLIC: The fore foing instru t was nowbefore "isday of l 20 - %, by �1 i 4 Em . . who is personally known to me or who has produced IJD "— as, identification and who did take an oath. NOTARY PUBLIC: Sign: -- - Sign: Print: �J �� GE)(�'P rint: Seal: ; vaj� ; ANNEYANSI DELGADO Seal: AWMANSI 0EL?^A 0(,, MY COMMISSION # EE146475 ' MY COMMISS1ON # FE1 •./: ✓v EXPIRES November 08, 2018 EXPIRES November Oy, 20 i C. APPROVED BY Plans Examiner Structural Review (Rev1%P.d02/24/2014) Zoning Clerk BUILDING PERMIT APPLICATION YBUILDING ❑PLUMBING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 NOV 2 x,.2614 p FBC 20 Master Permit No C-5 Sub Permit No. ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION [:]RENEWAL ❑ MECHANICAL [:]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9 25 Jae' �;z "S-- I `4 4 k Cq 1 Is the Building Historically Designated: Yes NO v Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): -I r `� "'�L = (' ,4h Phone#: :3 - SYK 0 1 City: o&W-M� OURP") __ Stater r Zip: 3 313a Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: 3 -ea C Ci n k QvaA ws. Phone# 0 �? 2-26% Address:h _Z2 1 CSD Z21 cA' V E X City: Qualifier Name: State Certification or Registration #: lrU V I )I CX r'�. ; Certificate of Competency #: DESIGNER: Architect/Engineer: &M 0 'Y Phone#: ,S' " - Address: �,� ��J a� �� City: 1�IOKN State: Zip: Value of Work for this ermit: $ Square/Linear Footage of Work: Type of Work: L Addition ❑ Alteration ❑ New ❑ Repair/Replace Rescription of Work: ' 1 ` /- 0moy-4 : lrrnon s' Ter, .�ez Avck t Specify color of color thru tile:_ Submittal Fee $ Permit Fee $ no CCF $_ Scanning Fee $ Radon Fee $ DBPR $ Technology Fee $ `` Training/Education Fee $ Structural Reviews $ e a _ (Revised02/24/2014) I ❑ Demolition U CO/CC $ u Notary Double Fee $ Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the boding permit is issued. in the absence of such posted notice, the inspection will note approveAand a reinspection fee will be charged. OWNER or AGENT The foregoing instrument was acknowledged before me this \ day of M be–'— 20 !� by Cam \L_ I CI Vr Qo-,vho i ersonally kno t me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: �^ Print: ��` r Signature CONTRACTOROf The foregoing instrument was acknowledged before me this day of N i 20) by V--) h is personally kno to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: IN �0I . ' �- - MW mm 3 `►3: ANNEYANSI DELGADO Seal: ANNEYANSI DELGADO MY COMMISSION # EE146475 ° EXPIRES November 09, 2015• = MY COMMISSION # EE146475 •'� „� EXPIRES No (� V��R�R�k�� k�k�Ie�hale�lukNo�kek�Itfle�k�k OWIf APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) (Ci '4CORW CERTIFICATE OF LIABILITY INSURANCE 12103114 THIS CERTIFICATE 16 ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(ft AUTHORIZED REPRESENTATfNE OR PRODUCER, AND THE CERTIFICATE HOLDER --- — --- --- tordlicate hoMwIssnADDITIONAL INSUREDdw Pry) mud be wWW=e& ffSUB1RO6ATIONIS1NA1VEI),wibjadIo IMPORTANT: ff do tt and condItIms of dwpoft, vatft p"m may require an mWomemeft Astdomwdon 049 c0dwmft does Trotter to the cortlROM holder In Bev of such endorestment(a). U, w—' Con&mW Insurance Agency 305M45-5122 2307 Douglas Rd., Sub 8401 not MWK FL 33145 L KAWN Phone (3O_5W454M Fmc CJ05~122 A: ROW First hourence Co. 91311RED UUURERD: Esmkdwm=Co. Seacoast Reraffladons. Irm 910NW128Ct VfSURER:. Mlarrd, FL 33145 305 COVERAGES_CERTIFICATE NUMBER:* REVISION NUMBER:- THIS is TO a—RTHATTHE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDM ANY REQUIREMENT TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS, 7 YMCF09MWAUM IADMPJBK POLMIGHMERfwp%—aw" Lam 1000-000 -EACHOCci� .00 CONMUiRCIAL GBM4L UAMM F p IM $ 10D.M.00 CLAMMADE S 5,000.00 —OC" =4M 11272014 11272015 PMRSOPIAL&AINKMW S 1.000,000.00 0 ODMMAGGREGATE — -s 2,000.000.00 wmAsvwm7EuwrAmmpm 8 AWAUTO 1:1 MEMO El Alrr 0 NaUTOSIREVAUTOS D M*WB) "IntM" LL48 OCCUR amuss LOW CLAOMPL40E ROOMM— ANDAnLAOM"MUAMLIiY YIN 'ARTNEPJEXECUTM �A EXCLUDED? NIA520-WIC1 t I—D I SOMYwAymwp" EACHOCCUMODICII! AGGIM"TE El. FJ�IACCWENI' 09118204 09N82015 EL 049AW - FA EWU -+EyDWJ LICanae 11IOGC1518165 CERTIFICATE HOLDER Village Of Alarm Sham I0050 NE 2nd Ave 1. MINK FL 33138 FOX3D5-7564072 ACORD 26 (2010105) OF 500,000.00 CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED KUM BE CANCELLED BOOM THE EKPMT014 DATE THEREOF. NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE AUTH01dI=PiKMSEIffA7Ai 7� @1988-201CACORD LoRp:-dO'VAT14K All rights an The ACORD namew welrealiftrod rnaft of ACORD PERMIT APPLICATION Miami Shores viliage Building Department L0050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑BUILDING ❑ ELECTRIC ❑ ROOFING FBC 20 j Master Permit No. " f 0g71 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: OWI Add City, Tenant//LesSe�e N�am�e:: Email•--s�l�diLwro G CONTRACTOR: Company Name: Address: 1 L 1 5 i city: �,,✓e ` Qualifier Name: State Certification or Registration M DESIGNER: Architect/Engineer:�ji BFE: FFE: A/e d- �- z87 of Competency #: Phone#• Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration [--].New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) CCF $_ DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ _ p l EOX4 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In sence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. _;dry!; •• 1.�iG!�^ili7 ,, OWNER or AGENT The foregoing instrument was acknowledged before me this day of0�' , 20 by ��'c�?�.� 1N•l�l . who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: The foregoing instrument was acknowledged before me this day ofCrl'Ib20 by w o is ersonally known to me or who has produced �— ° as identification and who did take an oath. NOTARY PUBLIC: Sign: Sign: a d Print:6o - CAO Print: � Seal: Seal: .`` ANNEYANSI DELGADO A °: •*= MY COMMISSION # EE145475 ' NNEYANSI DELGADO •� EXPIRES November 09, 2015 "` '*' MY COMMISSION # EE145475 ( % (407 399-0159 Fbridallo APPROVED BY Plans Examiner Zoning Structural Review (Revised02/24/2014) Clerk PERMIT APPLICATION ❑BUILDING RfOLECTRIC Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 Master Permit No. " Sub Permit No ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING [-]MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP n Q CONTRACTOR DRAWINGS JOB ADDRESS: r 1 & / '-'� & City: Miami Shores County: Miami Dade Zip: �� p Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone OWNER: Name (Fee Simple Titleholder): rA r � Address: City: Tenant/Lessee Name: Email: n CONTRACTOR: Company Name: 16 Address: J�o 7 / ti�Gt, 'S t City: 4ual BFE: FFE: v ne#: hone#: 9 6 hone#: State Certification or Registration #: Certificate of Competency #: 2 �-�--/ DESIGNER: Architect/Engineer: iU / D ?�� Phone#: T'h6 �7 J -� Z Address: City: State: Zip: Value of Work for this Permit: $ Type of Work: ❑ Addition Description of Work: Square/Linear Footage of Work: ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $. Y49d CCF $ CO/CC $ Scanning Fee $ L Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) Double Fee $ Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip_ Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In he absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. /I/rAq- Signature v Signature ® I / OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before �me this '�•"d day of ��r��20 "I Jby pis personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: The foregoing instrument was acknowledged before me this r� day of 20 by -Z Cw`h i:'�personally known to me or who has produced P as identification and who did take an oath. NOTARY PUBLIC: Sign: - Sig B� Print: Print: AN81 DELGADO Seal: = MY cOMIwISSION Seal:I'°: ANNEYANSI DEL # EE14647b GADO" EXPIRESNovember 09, 2015 •�' GQMA9ISSION # EE145475 (407)39"153�vice.care ' , M " EXPIRES November 09, 2015 (407) 38B D7 APPROVED BY /- 0G Plans Examiner Zoning Structural Review Clerk (ReAsed02/24/2014) a Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 , BUILDING Master Permit NOT-)C—)V ®q/ PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL [—]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: q5-' 0-1_ Folio/Parcel#: t Occupancy Type: ad OWNER: Name (Fee Simple Titleh City: Tena Emai 1(J IQ LAJ )Is the Building Historically Designated: Yes _ Construction Type: Flood Zone: BFE: _ MPhone#:__i State: -NO _ FFE: CONTRACTOR: Company Name: LAW Address:/�G�� k©s7 1 City: ��-`�� G� State: Zip:`�10 3, Qualifier Namee&, Ckci Phone#:3/w��v�13/ State Certification or Registration #: e / C�Lf,� �uo1 Certificate of Competency #: DESIGNER: Value of Work for t1i Type of Work: ❑ of Work: ition ❑ Alteration City: Square/Linear Footage of ❑ New ❑ Repair/F Zip: ❑ Demol Specify color of color thru tile: Submittal Fee $ Permit Fee $ ,`y CCF $ CO/CC $ Scanning Fee $ -3, W Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) Double Fee $ Bond $ TOTAL FEE NOW DUE $ .11 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement,and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (711 days after the bui,'Jing permit is issued. In the absence of such posted-nctice, the inspection will not be approved and a reinspection fee will be charged. Si re Signature))((/ Z OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this "1 day of1� ��jj20 by day ofS� 20 by iarri�o is personally known to , who is personally known to A me or who has produced identification and who did take an oath. NOTARY PUBLIC: as me or who has produced identification and . SPpV PUp, NOTARY PUBLIC: CO. "'•.F OF rM1�•' (407) 398-0153 Sign: Pri • v IV CA f I " °" Print: :'" ANNEYANSI DELGADO Seal: : MY COMMISSION # EE146475 ••,,.� EXPIRES November 09, 2015 LOURDES M, MY COMMISSION # EXPIRES April APPROVED BY <D/2 -3-/y Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014)