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RC-13-2775Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-223518 Permit Number: RC -12-13-2775 Scheduled Inspection Date: November 19, 2014 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Final Building Owner: ADAM SHEPARD, ALISON ANTROBUS Work Classification: Alteration Job Address: 295 NE 95 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060133970 Project: <NONE> Contractor: SLATE CONSTRUCTION SERVICES LLC Phone: (305)508-0692 uunaing uepanment comments INTERIOR REMODEL BEDROOMS BATHROOMS Infractio Passed Comments KITCHEN 2nd floor addition INSPECTOR COMMENTS False CALL JUAN 305-244-7821 November 18, 2014 For Inspections please call: (305)762-4949 Page 24 of 41 Inspector Comments Passed <Ea_ Failed Correction Needed ❑ Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. November 18, 2014 For Inspections please call: (305)762-4949 Page 24 of 41 X05 Miami Shores Village Building Department 50 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 I SPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING JUL 2 8 2014 FBC 2010 Master Permit No. r'"Z�' PERMIT APPLICATION _ Sub Permit No. VgIBUILDING ❑ ELECTRIC ❑ ROOFING N REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL F-1 PUBLIC WORKS [:]CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS pr JOB ADDRESS: 1 AT J Q� 1J lk 64 City: Miami Shores Countv: Miami Dade Zip: 33>38 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): A zipoi A4444s Phone#: Address: �t�s City: J �%lRg71 `oluS Sat ie: /97 Zip: –?jl4r–f Tenant/Lessee Name: Phone#: Email: �%�1SawL'J'S/Ii�l�A�91C�L Gl'.r. CONTRACTOR: Company Name: so" 44A 1"40.1 J Phone#: ifV= Address: 717r -1f Sq/ X/ City: 02/1; 0" a State: I Zip: Qualifier Name: State Certification or Registration #: 6464n ole 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 Description of Work: KAY UV114P J W -t" V4,4 UPj*4&i.lj , L —Z), U Specify color of color thru tile: Submittal Fee $ Permit Fee $ —7'5•()Q 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 $ ' ®0 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which orturs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approve�a' aO a reinspection fee Will be ch9rged. Signatu OWNER or The foregoing4nstrument was acknowledged before me this The foregoing instrument was acknowledged before me this 26 day of LW '20 i ft by 2_r- _ day of , 20 14 by AUSCR AWED6 iS who is personally known to who is personally known to me or who has produced FU 113 as me or who has produced 1'L 17 as identification and who did take an oath. NOTARY PUBLIC: Sign: Clao_?e� Print: Ck"1A1_MQZA Seal: •: i :ma-0ib3 (Revised02/24/2014) CLAUDIA L PEREA identification and who did take an oath. NOTARY PUBLIC: Plans Examiner Structural Review Zoning Clerk Sign: Print: Seal °"a�•.. CLAUDIA L PE]208 :;:►" �r COMMISSION #FF051 MY EXPIRES May 6,$M!ce Plans Examiner Structural Review Zoning Clerk Miami Shores Village ilding Department JUL a. 0 5 E.2nd Avenue, Miami Shores, Florida 33138 el: (305) 795-2204 Fax: (305) 756-8972 E ON LINE PHONE NUMBER: (305) 762-4949 FBC 201e, BUILDING Master Permit No. ta — 2->'''6'- PERMIT APPLICATION Sub Permit No. ka /Y--- 2zf ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING k MECHANICAL ❑PUBLIC WORKS [:]CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �k 'Sj/ City: Miami Shores County: Miami Dade Zip: 3 3/.3� Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): �I/S!� �/f V�vS Phone#: t��J /— ?,fwd Address:__ �?/�' �,�/.i .S� City: /J/ilArr� � 3l�J�tS State: Zip: �.3/,�511�' Tenant/Lesse�e,Name: / Phone#: Email: V 19/1 7`�ldgv5'' �.ry,IAu2 s Ge -.+n Q , 41✓�.00 � � �hone#:CONTRACTOR: Company Name: ��.. Address: St.J /.3iA T.C2 ty: zip: 33/5�i Ci /�J � f State: Qualifier Name: _ i��AA.1r7 �l/EGeZ—yt 1A 5.�..d Phone#: State Certification or Registration #: CAG D2 S/3?I_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! Q .�.❑ New ❑]�Repair/Replace Demolition Description Descriptiyon of Work: -- ��(��-� � � '✓� "� CJ GAJ L.� S . �Jcl ib � ��571 �r� �r�i✓ ;CGS Di Inc, Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) 14 $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) 14 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 commevcement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued.1 Li - L17 a�sence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature G / V v v ' v v ---I WNER or AGE CONTRACTOR The foregoing instrument was acknowledged before me this day AAof'' 1%JUl 20 I9 by /V��J� A4* 1206M , who is personally known to The foregoing instrument was acknowledged before me this 24 day of LSIXX 20 14 by 1AWy ii , who is personally known to me or who has produced FL- 1D as me or who has produced F -L. IZ] as identification and who did take an oath. NOTARY PUBLIC: Sign: w4sko VOOC44 Print: CLAxMA TIMI 1 Seal: CLAUDIA L PEREA 1 Jd 1-1 91,o. MY COMMISSION #FF120051 !sop�dF., EXPIRES May 6, 2018 APPROVED BY (Revised02/24/2014) identification and who did take an oath. NOTARY PUBLIC: Sign: Print: %_J A2IJ-�'F,.=�� Seal: �p :=o�►." o� s CLAUDIA L PEREA MY COMMISSION #FF120051 EXPIRES May 6, 2018 *** * 44077 1 ? * Florioallotary Service com L�Plans Examiner Structural Review Zoning Clerk Miami Shores Village'--' -=s JUL 2 8 2014 wilding Department 1 5 2nd Avenue, Miami Shores, Florida 33138_ e : (305) 795-2204 Fax: (305) 756-8972 I S ION LINE PHONE NUMBER: (305) 762-4949 FBC 20 d6 BUILDING''" Master Permit No. PERMIT APPLICATION APPLICATION Sub Permit No./ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION F-1 RENEWAL [PLUMBING ❑ MECHANICAL [:]PUBLICWORKS [::]CHANGE OF ❑ CANCELLATION ❑ SHOP �` CONTRACTOR DRAWINGS 10B ADDRESS: S" A;4' fr 44 sS City: Miami Shores County: Miami Dade Zip: 331M Folio/Parcel#: is the Building Historically Designated: Yes NO k Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 4 jowt A4A 4" 0-1 Phone#: [ .Tod f rl — 204 Address: Z4 NE Is- Si City: dL " S State: _ oc / Zip: Tenant/Lessee /Name: Phone#: Email: d4 l/ ae Ld'tM CONTRACTOR: Company Name:y —4Phone#: -706 .23rD -IZ&6 Address: q6 w l -5l/L� City: Qualifier Name: °Z- Zip: f State Certification or Registration #: dF'e 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: ❑ /rte- Addition / s Alteration / ElNew ❑ Repair/Replace F-1Demolition di Description of Work: I�OCA 78 T0A&e Specify color of color thru tile: Submittal Fee Scanning Fee $ Permit Fee $ 75- , CCF $ CO/CC $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ DBPR $ Notary Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) i ,. Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. �'- '10.0 Signature Z- - OWk R or AGENT The foregoing instrument was acknowledged before me this 2A day of t.� 20 Iii by UW14 who is personally known to me or who has produced rlL 1U as COlyfilj(ACTOR The foregoing instrument as acknowledged before me this 21 day of &S M 20 i 4 by RiZA M A122A'DIFi{3 , who is personally known to me or who has produced �L -�Cp as identification and who did take an oath. identification and •erneaii . �° ' CLAUDIA L PEREA NOTARY PUBLIC: NOTARY PUBLIC: i'•` MY COMMISSION #FF12W51 ((��%�� %�,,-�C�•� >?: EXPIRES May 6, 201 a ��{1 ,3^ Sign• V�l��.i~.7�.� �►.e�-t Sign: F1cridallo"SeMw.wm Print: OXANAX ' irga Print: Cha 0MA R:geA Seal: CLAUDIA L PEREA Seal: a • . ' # MY COMMISSION #FF120051 `•.,'A,�F,o�` EXPIRES May 6, 2078 `l APPROVED BYLel Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village ilding Department E.2nd Avenue, Miami Shores, Florida 33138 el: (305) 795-2204 Fax: (305) 756-8972 ON LINE PHONE NUMBER: (30S) 762-4949 BUILDING PERMIT APPLICATION BUILDING ® ELECTRIC [] ROOFING 'JUL 29 20M FBC 200 Master Permit No. 1, I�' Sub Permit No. ❑ REVISION ❑ EXTENSION ORENEWAL ❑PLUMBING M MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF [:]CANCELLATION [] SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Z 9? r J1.4 fS" A S./ City: Miami Shores County: Miami Dade Zip: 33 /3P Folio/Parcel#: Is the Building Historically Designated: Yes NO Y� Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Ahs-601 44mLs Phone#: (-?or) m -z Address: R 9s— City: $L.e tcs state:9E4Zip: 33LW Tenant/Lessee Name: Phone#: /► w Email: 19n 1"40, rL 44 oil CONTRACTOR: Company Name: P Phone#: -?86 . q83_ S(Q� Address: -7 21 5 AJ Gtr la S S y City: M I A- M I State: Zip: Qualifier Name: `J 115 L U D 6 04FL A -1 Q U i7 2- Phone#: q (D .q I Z to 2 �/ State Certification or Registration #: CC /3 6 o Lt A 3 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 $ < O�0 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (ReWsedo2/24/2014) 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 constructiorrand 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 $250, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature 4011� OWNE or A T C OR The foregoing instrument was acknowledged before me this 2.q day of L"LV , 20 14 by it�►5�1C��iiiS who is personally known to me or who has produced 'FI,. tib as identification and who did take an oath. NOTARY PUBLIC: The foregoing acknowledged before me this 2Ac day of Wk N , 20 l4 . by SMWft V(;t T�VE'2.. who is personally known to me or who has produced Tit. Q as identification and who did take an oath. NOTARY PUBLIC: S 1 g n:... 2 MA &ewl CA Sign: aMJNZ%AWA Print:U&M TnftA - Print: QIAiII�t" s!L' �'""` '% CLAUDIA L PE Seal: Seal: Seal: ;_��' �v f•i '1 MY COMMISSION #FF120051 d' EXPIRES May 6, 2018 APPROVED BY Plans Examiner Structural Review iRevlsedo2/24/2014► CLAUDIA L PEREA MY COMMISSION #FF120051 rarerrrrr Zoning Clerk Miami Shores Village Building Departmen lam MW 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 AUGUST 1, 2014 Permit No: RC 13-2775 Building Critique Review REVISION Provide the dimensions of FCU -4, The access panel should be sized to allow replacement and service of the equipment. Ismael Naranjo Building Official Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, replace them with new revised sheets and place behind the most current page. Miami Shores Village Bu , ng Departmefit 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Teh (305) 795.2204 Fax: (305) 756.8972 INSPECanON'S PHONE Rimini.. Goss 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING �(7- 77 T, NJED APR 2.2014 Bi: FBC 2010 Permit No. Master Permit No._ �5 JOB ADDRESS: .Z9 S^ Ne �! Sr,G�, S -1 - City: Miami Shores County. Miami Dade Zp: 33/3r Folio/Parcel* Is the Building EUstorically Designated. Yes NO k Flood Zone: OWNER: Name (Fee Simple Titleholder): 4 h s o^ /9 A 4 v c Phaae# Address: .2-9S– i AC City:—M/,i.il; 54,At c State: PC/ zip: 33/3,f TenantlLessee Name: Phone#. Email: A�iSo., cam"n CONTRACTOR: Company Name: Address: 6&00 ";1 - o Pep City: tnhfm f State: I'/ Zip: 33 rr Qualifier Name: Wee -40- M. Phone#: LVO coir - d o 9 Z State Certification ar/Regislxation #: dC C7 C &-4) - 60/y Certificate of Competency #: Contact Phone#: 1.30.E-� SU f- ®64'2 EmailAddress: tC_4,L @ Slime es: ear DESIGNER: Arclutecfifingimcer. U2VAn Z 0441c J .a✓v Phone# 7M6 4IS 7 3 Value of Work for this Permit: $- 1 I S00 - c Square/Linear Footage. of Work: Type of Work: IOAdditi • 9Alteradon I ONew LIR lace ep ODemolition Description of Work: - u I S ltk' LO b(b t L s N6 i 1r} (J I.e Q Lam(: ,,ST_CUQrUt,41C Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ TfaWng/Edtleation Fee $ Technology Fee $ 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 0101 State 0 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 hich occurs sev )days after the building permit is issued In the abs such posted notice, the inspection will not b roved and a r. ctioVee _Vill be charged 1 / (i �:Wedged ' The foregoing instrument wefrore me this day of _, 20 ��, by !�(awatAj�s , who is persoov_vn to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign:. f 11-211 I Print: My Commission Expires: APPROVED BY ommission # EE 878845 9y Commission Expires February 27, 2017 Contractor The foregoing instrument was acknowledged before me this day of 04t44 20 --0 by fes- Ck ct-7 , who is personally known to me or who has produced as identification and who did take an oath. �1 Plans Examiner 6t � lxJ�y tructival Review (Revised 3/12i1Al2)(Revised 07/10/o7)(Revised 06/10=%)(Revised 3/15/09) NOTARY PUBLIC: Sign: Print: My Commission # EE 878845 =9 iP sion Expires February 27, 2017 Zoning Clerk Miami Shores Village b: Building Department J U, N' 0 5 % 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BY: INSPECTION'S PHONE NUMBER: (305) 762A949 FBC 20 L C) BUILDING PERMIT APPLICATION Permit Type: Electrical JOB ADDRESS: 295 NE 95TH ST Permit No. 'Fj ,l �A—''j 1 q Master Permit No. 13-W75 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO X Flood Zone: 33138 OWNER: Name (Fee Simple Titleholder): Alison &A j-rpj"s Phone#:305-951-2590 Address:295 NE 95TH ST City: Miami Shores State: FL gip: - Tenantkzssee Name: Phone#: Email. alison@antrbusramirez.com 33138 CONTRACTOR: Company Name: Turnpike Electric .phone#: 305-424-8660 Address. 7275 NW 68TH ST SUITE #9 City: MIAMIState: FL zip: 33166 Qum- er Name: Sterling Velazquez Phone#: 786-712-1024 State Certification or Registration #: EC 13004836 Certificate of Competency #: Contact Phone#: Email Address: turnpike_ electric@yahoo.com DESIGNER: Architect/Engineer: ne#: Value of Work for this Permit: $ 5quare/Linear Footage of Work: Type of Work: OAddress CRAlteration Description of Work: Relocation of a/c unit ;w ORepair/Replace ODemolition �°� i Sim !-J Submittal Fee $ Permit Fee $ Xrp,P® CCF $ CO/CC $ Scanning Fee $', Radon Fee $ Notary $ TraininglEducation Fee $ Double Fee $ Structural Review $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 EMPROVEMENTS 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-fibsted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In t bsence o s h posted notice, the inspection will not be approved and a rein chop fee will be charged. Signature Signature Own or Agent on ctor The foregoing instrument was acknowledged before me this 20th The foregoing instrument as a owledged before me this20th day of maY 20 _, by Alison Antrbus day of maY , 20 _, by Sterling Velazquez , who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLI Sign: pMYLENE J CEDE NO Print•" l I • � My commission Expires: +;�a�A` EXPIRES April 15(407)398-0153 FloddallotaryserAce ZLrly APPROVED BY PA S—�i°fA'10 Plans Examiner Structural Review (Revised 3/12/2012)(Revised 07/10/n(Revised 06/1 OnM)(Revised 3/15/09) NOTARY PUBLIC: Sign: C Print: A v.&. My Commission Expires: 398.0163 MYLENE J CEDENO MY COMMISSION #FF112724 Clerk 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 APPLICATIO MAY 052014 SBC 20 Master Permit No. a / - — Sub Permit No. gC /G/ - 78. ❑BUILDING ❑ ELECTRIC ❑ ROOFING [E REVISION ❑ EXTENSION ❑RENEWAL ❑ PLUMBING ECHANICAL bPUBLICWORKS [:]CHANGE CONTRACTOR ❑CANCELLATION [:]SHOP DRAWINGS JOB ADDRESS:. '9- -7 S— Sr./4 S-/ City: Miami Shores County: Miami Dade Zip: 33/8 Folio/Parcel#: Is the Building Historically Designated: Yes NO de -- Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): � I S 11 1 r'`I'e\4AVLW6 Phone#: Address: City: Viii rvt l State: Zip: 33 ar Tenant/Lessee Name: Phone#: (g or) y w Email: '4/ 119* -w% A/l i/46 -.s d-otMeirt CONTRACTOR: Company Name: B tG Phone#: t Address: 902- 3 .5, /3 %Ggitog Ce City: ky_t , '09 wt r State: �t' `/ Zip:: 331 y 5l Qualifier Name: /0,9,Z ;.o ?4,[2. — VO (03t a Phone#: C304 ?-" State Certification or Registration #: G ISG. b2 $/3 71 Certificate of Competency #: DESIGNER: Architect/Engineer: (%2v4n Y cr l c3 Phone#: C7O �/ G�� / T3 Address: T%�� hl 7 7�i G� City: h'J *!22 / State: A/_ Zip: '/S—,r_ Value of Work for this Permit: $ �, 2rr7% square/Linear Footage of Work: Type of Work: 110 Addition E] Alteration ❑ New ElRepair/Replace ❑ Demolition Q- / Description, of Work: (� ' ►41DA k kL W-02 Specifi color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Notary Radon Fee $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ 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 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¢h posted notice, the inspection will not be approved and a reinspection fee will be cha d. II Signatur vUl// Signature VV %L�� ne A ent Contractor The foregoing instrument was acknowledged before me this ��Thheforegoing instrument was acknowledg before a is � day of by �°I� cbg r 41l , b a 54g4ay bf %L(�1 `y by 144 "�` who isrersonall kn o me or who has produced who is rsonally known me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: JENNIFER GUILES _* *= Commission # EE 878845 Sign: .a My Commission Expires g Sign: Print: �• �� _ - Print: MyCoMy Commission Expires: wires My Commission Expir • ►""�:,' JENNIFER GUILES an ° I1Fe'17 g4, a�s # EE 878845 mmission ; Expires Februar y 27, 201 7 APPROVED BY lensEx miner Zoning 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) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit Structural Critique Sheet Page 1 of 1 i- sf '�04 P 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 • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-217912 Permit Number: RC -12-13-2775 Scheduled Inspection Date: August 14, 2014 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Wire Lathe Owner: ADAM SHEPARD, ALISON ANTROBUS Work Classification: Alteration Job Address: 295 NE 95 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060133970 Project: <NONE> Contractor: SLATE CONSTRUCTION SERVICES LLC Phone: (305)508-0692 euitat comments INTERIOR REMODEL BEDROOMS BATHROOMS r-,"" KITCHEN 2nd floor addition INSPECTOR COMMENTS False CALL JUAN 305-244-7821 Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-217374. CREATED AS REINSPECTION FOR INSP-217338.2ND FLOOR NOT READY Failed Pending revision to omit the screen vents for attic ventilation. Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. August 13, 2014 For Inspections please call: (305)762-4949 Page 17 of 17 r f f A IAV 4981 SW 74"' Ct. Miami, FL 33155 786.615.2943 O 786.615.2945 F cbravo@urvanx.com AA26002656 August 11, 2014 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 RE: 295 NE 95 Street, Miami Shores, FL 33138 Permit # RC13-2775 Subject: Change of wall insulation value and attic insulation type Dear Building Official, This letter serves as notification that the mechanical calculations have been adjusted in order to allow for the use of wall insulation with an R -value of 4.1. The wall between the garage and a/c areas of the house shall require R-11 insulation. The mechanical calculations have been attached for your reference. The client has also elected to use spray foam insulation in the attic that will effectively seal the entire attic space. Therefore the vents along the exterior overhang soffit can be eliminated. Should you have any questions or require any further information, please do not hesitate to contact me. Thank you, Carlos J. Bravo, AIA LEED AP BD+c Principal UrvanX Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-217645 Permit Number: RC -12-13-2775 Scheduled Inspection Date: August 12, 2014 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Insulation Owner: ADAM SHEPARD, ALISON ANTROBUS Work Classification: Alteration Job Address: 295 NE 95 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060133970 Project: <NONE> Contractor: SLATE CONSTRUCTION SERVICES LLC Phone: (305)508-0692 comments INTERIOR REMODEL BEDROOMS BATHROOMS ""'-""" ------ KITCHEN -----KITCHEN 2nd floor addition INSPECTOR COMMENTS False CALL JUAN 305-244-7821 Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-217540. Missing certificate for E blown in. Walls insulation not per plans Failed � �l e" i� aWe4VO� Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. August 11, 2014 For Inspections please call: (305)762-4949 Page 29 of 39 4981 SW 74" Ct. Miami, FL 33155 786.615.2943 O 786.615.2945 F cbravo@urvanx.com AA26002656 August 11, 2014 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 RE: 295 NE 95 Street, Miami Shores, FL 33138 Permit # RC13-2775 Subject: Change of wall insulation value and attic insulation type Dear Building Official, This letter serves as notification that the mechanical calculations have been adjusted in order to allow for the use of wall insulation with an R -value of 4.1. The wall between the garage and a/c areas of the house shall require R-11 insulation. The mechanical calculations have been attached for your reference. The client has also elected to use spray foam insulation in the attic that will effectively seal the entire attic space. Therefore the vents along the exterior overhang soffit can be eliminated. Should you have any questions or require any further information, please do not hesitate to contact me. Thank you, Carlos J. Bravo, AIA SEED AP BD+c Principal UrvanX E We. the undersigned. hereby certify that the T-HgRMAL INSULATION has been installed in the above refetenced project, in compliance with the latest edition of theFLORIDA ENERGY CODE. the APPROVED ENERGY CAM nO- NS_ and Picots. and In accordance with good construction p actim The insulation fiunished and installed has the etaracteristics shown below: (Check only applicable boxes) (31). - Exterior CBS Walls insulation: R- Min.): Material: Thickness inches): Density: lbtt1» Mfgr: 0 2). Exterior Fran*/Me al Stmt Walls: R- (Min.). Material: Thickness: itches): Density: Wit Mfgr. 3). Exterior solid concrete wails. R. y- / (Mur.): Material: Thickness: - inch(es).. Density:., imi: Mfgr: 04). interior wnitii separating A/C from non.- A/C spaces inmlation: R-___..;_ (Mat.) Material: : Thiclntess: uuclKes). Density: _.•.. IWR 5). MULTi-FAi41iLY RF.SiDF.NTtAL Ct)NSTRtJCiION ONLY• The COMMl3N tPartvl vnatls separating tilt%r+ent tenants shall b ii>stubW as follows: F AMFM=M STUD WALLS R I !(Min 1- CBS or Come walls R-3 :LMina by Energy Code r lubmueuts. See ENERGY CODE. Rev. 1/87. pmmgmpit 9W.2 (b). on page 9-29, latest edition. These "minimum levels of insubdon7. are not incladel in the Encra Calculations. lett shall be installed in the field 5). Above deck type ROOF INSULATION: R- (Min.) Material: Thickness: � mch(gs). Density: '- IWW Mfgr: � +' • e ,f �. Ceiling insulation R --LT M��_�`•! a •t e ��Lt Thickness: inches): Density: tb/ti: fgr: 0g). NOTE - Densities of sprayed -at. lose fill. or any other con xmedn. a insulation shall be the P.C.F. (MU) average of duce (3) "DRY SAMPLES" of accrual installation. Male p houmpies of this sheet in your ofrume as for fut installed by. I b4 'owe t Cwnp my Name Ire+ulatiott Coutracmr Signatgre- lusulmion Cmttracw CCB: (1"T 3 * O.CJBuil&-.. Company Name Building Contractor CM. _ f Insulation Certificate/Revised 12!99 Date Certified: �' `� 6 G.CJBuiIdees Signature Date Certified WI NGERTER LABORATORIES INC. w 1NGERTER LABORATORIES, INC. 1820 N.E. 144 St., • North Miami, FL 33181 • Telephone (305) 944-3401 Fax (305) 949-8698 Eriyvierrvy a 1an Server E—bfhcd 1949 FIELD DENSITY TESTS CLIENT: L Q. L REPORT NO: _ PAGE NO.: PROJECT:A 0 &j ORDER NO: CONTRACTOR: _ C d� } C: TEST DATE: _ P.O. NO.: TIME IN: PROJECT LOCATION: ? (, — INSPECTOR: TIME OUT: Description of Material: V c a DENSITY TEST PROCTOR INFORMATION SUMMARY OF RESULTS Lab No. Field Test # Fill Lift Field Test Location: Retest of Lab No. Moisture (°�O) Dry Density (PCF) Probe Depth (In.) Proctor Lab No Optimum Moisture (%) Max. Dry Density (PCF) Percent Field Compaction Percent Compaction Requirement Tests Status t White - Lab Yellow - Technician 0 Pink - Client WINGERTER LABORATORMS INC. WINGERTER LABORATORIES, INC. 1820 N.E. 144 St., • North Miami, FL 33181 • Telephone (305) 944-3401 • Fax (305) 949-8698 t.vlaeerng E—I,U I,n�a 1l9eane Ip9 nn sense tuas FIELD DENSITY TESTS CLIENT: REPORT NO: PAGE NO.: PROJECT: ORDER NO: CONTRACTOR: TEST DATE: P.O. NO.: TIME IN: PROJECT LOCATION: INSPECTOR: TIME OUT: Description of Material: DENSITY TEST PROCTOR INFORMATION SUMMARY OF RESULTS Lab No. Field Test # Fill Lift Field Test Location: Retest of Lab No. Moisture (�) Dry Density (PCF) Probe Depth (In) Proctor Lab No Optimum Moisture (oda) Max. Dry Density (PCF) Percent Field Compaction Percent Compaction Requirement Tests Status White - Lab Yellow - Technician Pink - Client N° 7953, 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 � -z z'- I Name of Builder ') t0d j ® Nv Treatment Time Lot Shell Contractor Block Subdivision Name CONSTRUCTION TYPE: Street Address zqs NF- q,,�T/+ s-7 Monolithic 241 S/F OF Stemwall Patio S/F S/F OF OF City/State/Zip/�%i� / %��- Additions S/F OF CHEMICALTYPE: 31r yper To Cypermethrin ❑ Termidor Fipronil ❑ Dragnet Permethrin ZrSpray Only ❑ Pro Build TC Cypermethrin ❑ Permise Pre -Construction ❑ Spray and Tamp ❑ Other Imidacloprid Residential ❑ Commercial TREATMENTTYPE: Chemical 305nderslab Date of Completion , y Gallons `1 ❑ Footers ❑ 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 Pf Inspection ®1 -�_/ Date of Treatment Pesticide Used a .D ng Organism Tre ant Pursuant to Chapter 482; Florida Statutes, 482226 (6), this notice Is required to be posted, Any licensee who performs control of any wood. destroying organism shall post notice of said treatment Immediately adjacent to the access to the attic or crawl area of other readily accessible area of the property treated. 3810 N.1N. 5th Court • FT Lauderdale, FL 33311 Ph: 764-236-7126 Fax: 954-306-3710 1 _ ya f� 9 p LL Miami Shores Village nrev Building Department 09050 N2.2nd Avenue l.. , Muwu Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 7624949 BUILDING PERMIT APPLICATION Permit Type: UILDING DEC Z 12013 FBC 20 Permit No. Master Permit No -W' 13—t-27 ROOFING JOB ADDRESS: SA so-' rag f, City: Mian Shores County: _ Mani -Dade 1 SV Folio/Parcel#: k\ S z® l P 01 S SLI -7 0Zip: Is the Building Historically Designated: Yes NO Blood Zone: OWNER: Name (Fee Simple Titleholder): At S9d AN7"15445 Phone#. Address: city: L41AM I _S hVY&n state: Zip: l,At015fr Tenant/Lessee Name: Phone*10rlJ"7 26-2Q Email: a I O.S I / # no Gk S ales I M G/ "(inks CONTRACTOR: Company Name: 519 t.O �� d,,, ��ge c Phone#: (305 7 S`20r- o6 & Address: XPAP ASE el -y Gr - City: fy+/rt a. i SZip: 33/31F - Qualifier Nam: 'c. /* . 2)/_4.r Phone#: State Certification or Registration #: C_;G /SU/so/d Certificate of Competency #: Contact Phone#: T 01 - 449 Email Address: few DESIGNER: Architectft sneer: Phone#: Value of Work for this Permit: $ A 0 00 Square/Linear Footage of Work: 15D"o Type of Work: °ddition Alteration ❑New ORenair/Renlace If Description Color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ TndnhWFAucation Fee $ _ Technology Fee $ Doable Fee $ Structural Review $ TOTAL FEE NOW 1)UE $ Bonding Company's Name Cf applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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. Signature '�`� Signature Owner or Agent-- ` Conmpdr The foregoing instrument was acknowledged before me this /0' The foregoing instrument w owledged before me this /6-'1- dayof ,20-by,Atrso-+ A,4iyOLOO dayofted+ ,20_l3,by Hec-40,Pi-A"-Z who is personally known to me or who has produced Li teak .W— who is personally known to me or who has produced Lc.-+.. se 53 o/y_i1-�7� As identification and who did take an oath. ®�0� 333 -lc/- dentification and who did take an oath. NOTARY PUBLIC: Expires: APPROVED BY Merouane Igheldane Commission#FF663293 FAldm: Oct 1S, 2617 Plans Examiner NOTARY Print: /,A-! 4,V ® k-) c..^ -k My Commission Expires: Mmme Ighefdane ;C8MMWM#FFtl63283 `Expires: Oct 1S, 2617 WWW.AARONNOTARYcom Zoning ' Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 8/8/2013 EXPIRATION DATE: 8/8/2015 PERSON: SANCHEZ JASON FEIN: 453085775 BUSINESS NAME AND ADDRESS: SLATE CONSTRUCTION SERA 2332 GALIANO STREET, 2ND I CORAL GABLES FL 33134 SCOPES OF BUSINESS OR TRADE: CARPENTRY CONTRACTOR -PROJECT INSTALLATION OF CA MANAGER, CO Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may. not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)413-1609 Licensing Portal - License Search Page 1 of 1 11:56:07 AM 12/9/2013 Data Contained In Search Results Is Current As Of 12/09/2013 11:53 AM. Search Results Please see our glossary of terms for an explanation of the license status shown in these search results. For additional information, including any complaints or discipline, click on the name. License Location Address*: 7610 NE 4TH CT MIAMI, FL 33138 Main Address*: 10208 SW 227 LN MIAMI, FL 33190 * denotes Main Address - This address is the Primary Address on file. Mailing Address - This is the address where the mail associated with a particular license will be sent (if different from the Main or License Location addresses). License Location Address - This is the address where the place of business is physically located. 1940 North Monroe Street. Tallahassee FL 32399 :: Email: Customer Contact Center :: Customer Contact Center: 850.487.1395 The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida. Privacy Statement Under Florida law, email addresses are public records. Yf you do not want your email address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. if you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. Please see our Chapter 455 page to determine if you are affected by this change. https://www.myfloridalicense.com/wll l .asp?mode=2&search=LicNbr&SID=&a... 12/9/2013 Name License License Type Name Type Number/ Status/Expires Rank Certified General DIAZ. HECTOR MANUEL Primary CGC1506010 Current, Active Contractor Cert General 08/31/2014 License Location Address*: 7610 NE 4TH CT MIAMI, FL 33138 Main Address*: 10208 SW 227 LN MIAMI, FL 33190 Certified General SLATE CONSTRUCTION DBA CGC1506010 Current, Active Contractor SERVICES, LLC Cert General 08/31/2014 License Location Address*: 7610 NE 4TH CT MIAMI, FL 33138 Main Address*: 10208 SW 227 LN MIAMI, FL 33190 * denotes Main Address - This address is the Primary Address on file. Mailing Address - This is the address where the mail associated with a particular license will be sent (if different from the Main or License Location addresses). License Location Address - This is the address where the place of business is physically located. 1940 North Monroe Street. Tallahassee FL 32399 :: Email: Customer Contact Center :: Customer Contact Center: 850.487.1395 The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida. Privacy Statement Under Florida law, email addresses are public records. Yf you do not want your email address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. if you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. Please see our Chapter 455 page to determine if you are affected by this change. https://www.myfloridalicense.com/wll l .asp?mode=2&search=LicNbr&SID=&a... 12/9/2013 :i ...�tam�i SLr�a3 Vil�mL 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (345) 795-2207 Fax: (305) 756-8972 DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ -7-13-201340 Property Address: 295 NE 95`x` Street Property Owner/Applicant: Alison Antrobus and Adam Shepard Address: 295 NE 95`h Street, Miami Shores, 33138 Whereas, the applicant Alison Antrobus and Adam Shepard (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site pian review and approval. Fences in the front yard. Whereas, a public hearing was held on July 25, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a 243 sq. ft. dining room addition to the main floor and 351 sq. ft. master bedroom and master bath addition to the second floor. 2) Applicant to obtain all required permits from the Department of Regulatory and Economic Resources, Environmental Plan Review Division. 3) Applicant to obtain all required building permits before beginning work. 4) Applicant to meet all applicable code provisions at the time of permitting. Page 1 of 2 DO PZ -7-13-201340 Antrobus Shepard r ' 5) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 25th day of July, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta YES Mr. Reese ABSENT Mr. Zelowitz ABSENT Chairman Fernandez YEs Dat Uhairman, Planning Board DO PZ -7-13-201340 Antrobus Shepard Page 2 of 2 By: othman & ob*n ATTORNEYS. AT LAW DEC 11200 We need to takwe everyopporwnity bible to thank our arnazinst clients fbrthelFr .ppoft.... Tha n ' ou l q I---- 77_5 Accepted By: F.I.P. OI roperty Address: 295 N.E. 95 STREET NOTES: NO NOTES MIAMI SHORES, FL 33138 EPRESENTATIONOFASlIR MY DIRECTION. THIS COMPLIES WITHTHE MINIMUM MIGUEL ESPINOSA LAND SURVEYING INC. ECHNICAL STANDARDS, AS FORTH BY THE TE OF FLORIDA BOARD OF PROFESSIONAL LAND + RVEYORS IN CHAPTER 17-6. MI THE CODE PURSUANT TO 472.027, FLORIDA STATUTES. 10665 SW 190TH Street Suite 3110 SIGNED FOR THE FIRM MIAMI, FL 33157 MIGUEi, S AST<TE oPHONE:(305) 740-3319 OT URE DS AUTHENTICATED ELECTRONIC SEAL ANDIOR FAX #:(305) 669-3190 HIS MAP IS D THE ORIGINAL RAISED SEAL OF A LICENSED SURVEYOR LB # 6463 ND MAPPER. I "111A, F Survev:A-38892 Client File #: 13-095 S— %c7 8'7 Page 1 of 2 Not valid without all pages. Surveyor's Legend PROPERTY UNE STRUCTURE FND FOUND BION PIPE / B.R. BEARING REFERENCE TEL TELEPHONE FACILITIES ® GONG. BLOCK WALL PIN AS NOTED ON PLAT A CENTRAL ANGLE OR DELTA U.P. UTILITY POLE —X—X— CHUN-LINK FENCE OR WBS FENCE LB# LICENSE # - BU wss R RADIUS OR RADIAL E.U.B. ELECTRIC UTILITY BOX WOOD FENCE LS# LICENSE # - SURVEYOR RAD. RUM TIE SEP. SEPTI: TANK —o--0— IRON FENCE CALC CALCULATED POINT N.R. NON RADIAL D.F_ DRAINFIELD — — -- EASEMENT ST SET PIN TIP. TYPICAL A/C AIR CONDITIONER — - — CENTER LINE A CONTROL POINT I.R. man ROD S/W SIDEWALK WOOD DECK a CONCRETE MONUMENT I.P. IRON PIPE DTVY DRIVEWAY P BENCNYARK N&D MAN. & DISK SOIL SCREEN CONCRETE ELEV ELEVATION PK NAR. PARKER-KALON NAIL GAR GARAGE ® ASPHALT P.T. POINT or TANMCY D.H. DRILL HOLE ENCL. ENCLOSURE P.C. POINT OF CURVATURE WELL N.T.S. NOT TO SCALE BRICK / TILE P.R.M. PERMANENT REFERENCE MONUMENTFIS HYDRANT ® F.F. FINNISINED FLOOR P.C.C. POINT OF COMPOUND CURVATURE ® M. MANHOLE T&L TOP OF BANK WATER .H P.R.C. POW OF REVERSE CURVATURE O.H.L. OVERHEAD LINES E.O.W. EDGE OF WATER APPROKIMATE EDGE OF WATER P.OJL POINT OF BEGINNING TX TRANSFORMER E.O p EDGE OF PAVEMENT COVERED AREA INT P.O.C. POOF COMMENCEMENT ® CATV CABLE TV RISER C.Y.O. CONCRETE VALLEY GUTTER P.C.P. PERMANENT CONTROL POINT W.M. WATER METER B,S,I„ BUILDING SETBACK I= TREE M FIELD MEASURED P E POOL EQUIPMENTURVEY TIE LINE / S.Y.L.ST POWER POLE P FATTED MEASUREMENT GONG. CONCRETE SLAB q CENTER WE on CATCH BASIN D DEED ESMT EASEMENT R/W RKINT-OF-WAY C.U.E. COUNTY UTILITY EASEMENT C CALCULATED D.E. DRAINAGE EASEMENTP.U.E. PUBLIC UTILITY EASEMENT I.E./E.E. INGRESS / EGRESS EASEMENT L.M.E. LAKE OR LANDSCAPE MAINT. ESMT. L.B.E. LANDSCAPE BUFFER EASEMENTC.M.E. CANAL MAINTENANCE EASEMENT U.E. UTILITY EASEMENT R.O.E. ROOF OVERHANG EASEMENT L.A.E. UNITED ACCESS EASEMENTA.E. ANCHOR EASEMENT Property Address: General Notes: 1. The Legal Description used to perform this survey was supplied by others. 295 N.E. 95 STREET This survey does not determine or is not to imply ownership. 2. This survey only shows above ground improvements. Underground MIAMI SHORES, FL 33138 utilities, footings, or encroachments are not located on this survey map. 3. If there is a septic tank, well, or drain field on this survey, the location of such items was shown to us by others and the information was not verified. Flood Information' • 4. Examination of the abstract of title will have to be made to determine recorded instruments, if any, effect this property. The lands shown herein we Community Number. 120652 not abstracted for easement or other recorded encumbrances not shown on Panel Number. 1208600302 the plat 5. Wall ties are done to the face of the wall. Suffix: L 6. Fence ownership is not determined. Date Of Firm Index: 9/11/2009 7. Bearings referenced to line noted B.R. 8. Dimensions shown are platted and measured unless otherwise shown. Flood Zone: X 9. No identification found on property comers unless noted. 10. Not valid unless sealed with the signing surveyors embossed seal. Base Flood Elevation: N/A 11. Boundary survey means a drawing and/or graphic representation of the Date of Field Work: 4/26/2013 survey work performed in the field, could be drawn at a shown scale and/or no to scale. Date ofLCompletion: 4/29/2013 12. Elevations if shown are based upon NGVD 1929 unless otherwise noted. Ij P&A. �v1V -j �u •2 S•Z��j 13. This is a BOUNDARY SURVEY unless otherwise noted. 11 I 14. This survey is exclusive for the use of the parties to whom it is certified. The certifications do not extend to any unnamed parties. Legal Description: LOTS 23 & 24, BLOCK 29, OF SECTION SEVEN N AMENDED PLAT OF MIAMI SHORES SECTION NO. 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10,PAGE 70, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA ertified To: ALISON N. ANTROBLIS AND ADAM M. PRINTING INSTRUCTIONS; HEPARD; ROTHMAN & TOBIN, P.A.; OLD REPUBLIC ATIONAL TITLE INSURANCE COMPANY; WELLS FARGO While viewing the survey in any Acrobat Reader, select the File "Print" ANK, NA, ISAOA; . Its successors and/or assigns as their Drop-down and select nterest may appear. Select a color printer, if available, or at least one with 8.5" x 14" paper. Select ALL for Print Range, and the # of copies you would like to print out. Under the "Page Scaling" please make sure you have selected "None." -tFlorida Land AFFILIATE Do not check the "AutoRotate and Center" button.Title Association Check the "Choose Paper size by PDF"checkbox. MEMBERS Click OK to Print. M.E. LAND SURVEYING, INC. 10665 SW 190TH Street, Suite 3110 MIAMI, FL 33157 PHONE:(305) 740-3319 FAX #:(305) 669-3190 LB # 6463 VVM.MELANDSERVICES.COM Survey:A-38892 Client File #: 13-095 S-/dgS`7 Page 2 of 2 Not valid without all pages. BOUNTY DEPARTMENT OF PERMITTING, ENVIRONMENT, AND AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE CNOA PGT Industries, Inc. 1070 Technology Drive North Venice, FL 34275 Y8) ADE COUNTY, FLORIDA CT CONTROL SECTION 5 SW 26th Street, Room 208 Miami, Florida 33175-2474 5 2590 F (786) 315-2599 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 to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami—Dade County Product Control Section (In Miami—Dade County) and/ or the AHJ (in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. 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 11HR--710" Aluminum Horizontal Sliding Window -- L.M.I. APPROVAL DOCUMENT: Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn Miller, 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 a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA- is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 11-0630.02 and consists of this page 1, evidence pages Irl, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. 1JUV4104DE COLJNT M chi ...� , •� 2$ 1V' NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA Is No.'s 07-0815.09 and 06-0405.06) 2. Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through I1 of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 Along with marked up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FT"330, dated 07/18/2007, signed and sealed by Carlos S. Rionda P. E. (Submitted under NOA No. 07-0815.09) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding window, Grade 10, per FBC 24113.2. 1, TAS 202-94 and per ASTM F 842-04 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4858, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202--94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding window, Grade 10, per FBC 24113.2. 1, TAS 202-94 and -per ASTM F 842-04 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL--4859, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06--0405.06) Jaime D. Gasco , P. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural prepared by PGT Industries, Inc., dated 10126/06, Clark, P. E. (Submitted under previous NOA No. 07-0815.09) 2. Complies with ASTM E1300-98/ 04 analysis, complying with FBC, signed and sealed by Robert L. D. QUALITY ASSURANCE 1. Miami—Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont ButacitA PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 08-0206.01 issued to Solutia Inc. for their "Saflex HP Glass Interlayer" dated 04/17/2008, expiring on 04/17/2013. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC-2007 (with the 2009 supplement) and FBC-2010, dated 10/25/11, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independence, dated 10/25/11, signed and sealed by Anthony Lynn Miller; P. E. 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15-27.001 of the F.B.P.E., dated 10/07/11 signed and sealed by Anthony Lynn Miller, P. E. 4. Statement letter of no financial interest, conformance and compliance with the FBC- 2007, dated 06/29/2011, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NOA No. 11-0630.02) 5. Laboratory compliance letter for Test Report No. FTL--5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18/2007, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NDA No. 07-0815.09) Jaime D. Gascon, P. B., Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 6. Laboratory compliance letter for Test Reports No.'s FT1, 4858 and FT"859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submined ander NOA No. 06-0405.06) G. OTHERS 1. Notice of Acceptance No. 114630.02, issued to PGT Industries, Inc. for their Series "HR -710 Aluminum Horizontal Roller Window — L.M.I.", approved on 08/18/2011 and expiring on 12/21/2016. g4a"' Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-3 GENERAL NOTES: IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2). FOR INSTALLATION ABOVE 30 FT, GLASS TYPES G THRU L MUST HAVE A TEMPERED GLASS CAP. A. 5116" LAMI CONSISTING OF (2) LITES OF IV ANNEALED GLASS WITH A.000 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. B. 516" LAMI CONSISTING OF (1) LITE OF 11W ANNEALED GLASS AND (1) LITE OF 118" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER PRODUCT RUVISHD C. 6116" LAMI CONSISTING OF (2) LITES OF 1/8° HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE ORSAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER w cap191S@ a101 ft F1wIda D. 7118" LAMI CONSISTING OF (2) LITES OF 3116" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER DA � ws co& r E. 71W LAMI CONSISTING OF (1) LITE OF 3/18" ANNEALED GLASS AND (1) LITE OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE NOA DRAWING MAP MAXIMUM PVB INTERLAYER. yy M18�i Camp 7. REFERENCES: TEST REPORTS FTL-4858, fTL-4869 AND FTL-5i30. SHEET F. 7118" LAMI CONSISTING OF (2) LITES OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER GENERAL NOTES...._.._._ 1 ANSVAFB PA NDS -2006 FOR WOOD CONSTRUCTION GLAZING DETAILS _.......... 2 G.13116" LAMI IG: (1) LITE OF 1/8" OR 3118" ANNEALED (MIN.) GLASS, 5116' OR 318" AIR SPACE AND 611W LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A DESIGN PRESSURES....... 3 .0W DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER ELEVATIONS ..............._.. . 4 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY VERT. SECTIONS ............. 5 H. 13116" LAMI IG: (1) LITE OF VS" OR 3116" ANNEALED (MIN.) GLASS, 5f16" OR 318" AIR SPACE AND 5116' LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE HORIZ. SECTIONS......_.... 6 OF 1/8" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER PARTS LIST ....................... 6 EXTRUSIONS .................... 7 1.13!18" LAMI IG: (1) LITE OF 1f8. OR 3118' ANNEALED (MIN.) GLASS, 5118" OR 318" AIR SPACE AND 6118" LAMI CONSISTING OF (2) LITES OF IV HEAT STRENGTHENED GLASS CORNER DETAIL .............. 6 WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER ANCHORAGE ...... _............ 8-11 J. 13/16" LAMI IG: (1) LITE OF 118" OR 3118' ANNEALED (MIN.).GLASS, 3118" OR 1/4" AIR SPACE AND 7116' LAMI CONSISTING OF (2) LITES OF 3118' ANNEALED GLASS WITH AN .080 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER • � -.. FLOIdoP.O� K. 13f16' LAMI IG: (1) LITE OF 116" OR 3118' ANNEALED (MIN.) GLASS, 3/16" OR 1/4" AIR SPACE AND 716' LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE JR Oami D AmmtGCAPTOBETEMPStED-wFTNOTE OF 3118" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER L.13M S' LAM[ IG: (1) LITE OF 1B" OR 3/18" ANNEALED (MIN.) GLASS, 3/16" OR 114" AIR SPACE AND 7/10" LAMI CONSISTING OF (2) UTES OF 3118" HEAT STRENGTHENED GLASS �i F ��`,S,S/O11N11,A,1%- A LYAA1�RfFR P.E WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER On vwNQKOM�, 2. CONFIGURATIONS: OX, XO, XOX 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 4. ANCHORAGE: THE 331/34/4 STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS, PRODUCT RUVISHD w cap191S@ a101 ft F1wIda 5. SHUTTERS ARE NOT REQUIRED. DA � ws co& r 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. yy M18�i Camp 7. REFERENCES: TEST REPORTS FTL-4858, fTL-4869 AND FTL-5i30. ELOO TEXTRON NOA: 04-0721.01, 03.0226.05 ANSVAFB PA NDS -2006 FOR WOOD CONSTRUCTION .,%%I l t fill,. ��O�I GYNN ADM -2005 ALUMINUM DESIGN MANUAL �i� 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY �� '�`r; •• \CENSE•'•. � ; v •.• 'k �HURRICANE ZONE NVHZ)• D , Z k r No. 58705 8. FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. (�(. W� AAS 90K7111 E FW2010CODE CHANOE '070TEcmoLooroarvE GENERAL NOTES • � -.. FLOIdoP.O� JR Oami D AmmtGCAPTOBETEMPStED-wFTNOTE MWOMIS.FL34M PD. avx,e�e FL-- n� ALUM. HORIZONTAL ROLLER WINDOW IMPACT �i F ��`,S,S/O11N11,A,1%- A LYAA1�RfFR P.E FA 4HS/07 c ADOFrz ss�o roNOTES > scxo nroree7ocu urs On vwNQKOM�, 1J(f * gg� aACeN6daC 8yae ®ea �.sawa War AK 2!28/00 J.J. 3x19100 HRT10 NTS 1 d 11 4127-10 E p.E#8a7o6 1 P1" NOM. GLASS SITE 60,61,62 118" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVS INTERLAYER 118" ANNEALED OR HEAT STRENGTHENED GLASS 5/18` NOM. 5/16" LAMINATED GLASS 1/2" NOM. GLASS SITE 66,67,68,69, V 118" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 118" ANNEALED OR HEAT STRENGTHENED GLASS 8118" LAMINATED 0) I W OR 3/8" AIRSPACE 118" OR 3118" ANNEALED OR TEMPERED GLASS QD 13116" NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI 1/2" NOM. GLASS SITE aEXTERIOR INTERIOR (ALL SECTIONS) 1 �) 83,64,85 3M6" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PV13 INTERLAYER 3118" ANNEALED OR HEAT STRENGTHENED GLASS 7118" LAMINATED 7118" LAMINATED GLASS 1/2" NOM. GLASS BITE f 72,73,74,75,76,77 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVS INTERLAYER 3118" ANNEALED OR HEAT STRENGTHENED GLASS 7118" LAMINATED 3118" OR 1/4" AIR SPACE 1/8" or 3118" ANNEALED OR TEMPERED GLASS QD 13118" NOM. 13/16" LAW. IG GLASS W/ 7/16" LAMI QD FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY TO REMAIN UNCHANGED. O TECKNOLOpY pRNE � NOKOA08, FL 34276 P.O. sqx 1828 NOKOMIS, FL 34274 I1/a" Bwtor ;LAZING DETAILS ILUM. HORIZONTAL ROLLER oto Fal! 2 a 11 a IMPACT 4127-10 PROAUCT RRVW39D as a ty� ththeFlodd" Vrd.PAffldInN" .4 Dazo 1—im— O "ot LYNN M/��✓r��'. ............ R i !c • No.58105 * , 4 7C Lill", j1u STA "l" • is i�.� •'• FCOR��P'• • G'\� A. L4kk" P.E REA 58706 TABLE 1. kOX (1/4,1/2,1/4) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) 27 316° MAX. DLO 64 6!1$" MAX DLO FIXED VENT I 110" MAX. WIDTH I.F. FRAME 111"MAX. WIDTH FLANGE FRAME - ---+.� 67 316" MAX. DLO ALL FIXED LITES DETAIL B- XOX (1/41/2-1/4) 33 9/16" MAX. 33 8/16" MAX. DLO FIXED DLO VENT y' C � 73" MAX. WIDTH I.F. FRAME 74" MAX. WIDTH FLANGE FRAME --� DETAIL A - OX OR XO 63" MAX. FLANGE 4 j FRAME ALL CONING. MAX. DLO ALL VENTS" MAX I I.F. FRAME ALL CONIFIG. '01ECHNOLOGY DRIVE NOKOWS, FL 34276 P.O. SQX 1826 NOKOMIS, 8.34274 27 3B" MAX. DLO VENT x 27 316" MAX. DLO FIXED 0 �= 86 7/16" MAX. WIDTH I.F. 7/16" MAX. WIDTH FLANGE FRAME DETAIL C - XOX (1/3-1/3-1/3) NOTE: 1. SEE SHEET 6 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET SAT HEAD AND SILL 1 b I.F. FRAMEPRODUCTREVISED m onNYinB with tho Mod6 —_ _ BuildhigCoib mAwqftnooNo mww uq C 1 13 FLANGE FRAME i LYNN M/1[(��,�� `.•'��CENSF '•14, VIEW D -D �r (FRAME CORNER CONSTRUCTION) _ * No.6e705 cz ELEVATIONS ��A• bF �•W: ILUM. i�it`''•., F(0R10P•' �0 HORIZONTAL ROLLER WINDOW IMPACT �!cssIONAi- f0 At•TS4 a 11 ��4127-10 EA. LYIWIr9Stl P& MAX I HEIGHT FLANGE FRAME OIL ll a SECTION C -C (VERTICAL SECTION, FLANGE FRAME) INTERIOR --i I-- MAX. FIXED DLO MAX. WIDTH (FLANGE FRAME) 99 SECTION B -B 17 (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) MAX. FD D DLO •--►I �— MAX. VENT DLO MAX. WIDTH Q.F. FRAME) EXTERIOR SECTION A -A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN FRAME) SILL . SECTION, I.F. FRAME) TECHNOLOGY ORNE NOKOMlS.FL342i8 ..-r-��=_!"- """=■■■ P.O. BOX 1629 NOKOMIS, 834274 "sib& getf7 HEAD (VERTICAL SECTION, I.F. FRAME) EC77ONS ILUM. HORIZONTAL ROLLER WINDOW, =90 Haff 5 d 11 "4127--10 MAX. VFAT DLO ♦♦♦1�pN� LYNN M/(('��i ~ * No. 68705 'NovOF (0!` A L MfLLER, P.E. P.E.$ 69706 ffEm DWGi REV DESCRIPTION A4AT'L PGT# 1 4102 A IFLANGEFRAMEHEAD 6063-T6 AL 612237 2 4025 SASH STOP STD. ANTI LIFT CLIP 6063 -TS AL 612244 3 IN.), 51160 AIR SPACE, 5116- LAMI (1/8-A,.090 PW, 1/8- #8 X 3/4 PH. PAN HEAD " 13/16' LAMI IG -3/16"A TDAA 4 4053 SASH STOP COVER SASH STOP 6063-T5 AL " 13116 -IA MlIG•1/8-A 6 4136 FLANGE FRAME SILL 6063-T6 AL 64136 7 4137 SILLADAPTOR 6063 -TEAL 64137 8 4131 ROIs Eft TRACK 6063-T6 AL 64131 10 71298 IWEEPHOLECOVER POLYPROP. 71298 12 1626 ADHESIVE OPEN CELL FOAM PAD WADI626 13 4002 A FLANGEFRAMEJAMB 6063-T6 AL 612225 14 4134 GASKET FOR MAIN FRAME SILL JOINT 74134W/K 15 1155 #8 X 1.000 QUAD PN. SMS 781PQA 16 4110 G SCREEN ADAPTOR 6063-T5 AL 64110G 17 4054 B IFIXEDMEETINGRAIL 6063HD-T6 AL 64054A 19 4066 WSTP.,.187X.230,FIN SEAL 640660 21 4105 SASH TOP & BOTTOM RAIL 6063-T5 AL 612240 22 1683 WSTP.,.250X.270BACK, FIN SEAL 61693G 23 225-1 ROLLER HOUSING&GUIDE 42112HD 24 226 BRASS ROLLER WHEELS BRASS 78RWHL2 29 4128 HORIZONTAL ROLLER SASH TOP GUIDE POLYPROP. 4412804 32 4006 D SASH MEETINGR4IL. 6063HS-T6 AL 64006 33 1235 1 WSTP-,-170 X 270 BACK, FIN SEAL 67S16G 35 1096 SWEEPLATCH DIE-CAST 71096 36 1016 #8 X .625 PH. FL. SMS 7858 37 4126 ISASHSIDERAIL 6063-T5 AL 64126 38 1683 I W STP.,250 X 270 BACK, FIN SEAL 616M 39 7070 1BULB WEATHERSTRIP .187 X.275 67070K 40 IUFrRAILCOVERCAP 74078"C" LOR R 41 4139 ILF. FRAME HEAD 6063-T6 AL 64139 42 4140 II.F.FRAMESILL 6063-T6 AL 64140 43 1 4141 T.F. FRAME JAMB 6063-T6 AL 64141 50 GAZING SILICONE, DOW 899,995OREQUIVALENT 51 1224 VMYLGLAZINGBEADBUIB HICK 6TP247W,K 52 1225 VMYL GLAZINGBEAD BULB 6TP248K 53 4039 B GIAZINGBFAD-5/16" 6063-T5 AL 64039B 54 4044 B (I.4ZING13EAD-5116" W/GRLLLKITT 6063-T5 AL 644703 55 4222 A GLAZINGBEAD-7/16" 6063 -TS AL 64222 56 985 C GIAZINGBE AD- 7/16" W/C R LL KTT 6063-T5 AL 6985 59 4067 GLAZINGBFAD-13/16' 6063-T5 AL 64067 60 GLASS 5116" LAMI 1/8" A, .090 PVB,1/8' A 61 5/16" LAMI 1/8' A_090 PVB 1/8" HS 62 5/16' IANU 118" HS, .090 PVB, 1/8' US 63 7/16" LAMI 3/16" A,.090PVB, 3/16- A 64 " 7/16" LAMI 3/16" A_090 PM 3/16" HS 65 " 7116" LAMI 3/16" HS, .090 PVB, 3/16" HS 0 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. SQK 1828 NOKOMIS, FL 54274 66 IGIASSJ 13/16 LAMIIG•I/8"A OW.1 3/8 -AIR SPACE, 5/16°LAMI (1/8-A,.090 PvBlArA 67 13/16" LAMI1(I.1/8°A IN. 3/8° AIRSPACE, 5116" LAMI (1/8-A,.090 PVB,1/8-HS 68 " 13116- LAMI 10.1/8-A 31V AIRSPA(T; 5116' LAMI 1/8"HS, .090 PVA 118"HS 69 1 13/16' LAM] IG•3/16'A IN.), 5116' AIR SPACE, 5116- LAMI 1/8-A, .090 PVB,1/8-A 70 13/16" IAMIIO.3/WA IN.), 51160 AIR SPACE, 5116- LAMI (1/8-A,.090 PW, 1/8- 71 " 13/16' LAMI IG -3/16"A IN. 5/16" AIRSPACE, 5116- LAMI(1/8-HS,.090 PVB,1/9-HS) 72 13/16'LAMI 10-1/8"A (MIN.1 WAIR SPAC 7/16- LAMI 116"A,.090PVB,3/16'A 73 " 13116 -IA MlIG•1/8-A 1N. V4- AIR SPACA7/16-LAM I 3116"A,.090PVB,3/16"H 74 " 13116"LAMI IGI/8-A (MIN.1 UP AIR SPACE,7/16"LAMI 3/16"HS,.090PVA 3/16"HS 75 13/16- LAW IG3/16-A 3/16- AIR SPA 7/16- LAMI (3/16-A,.090 M 3116-A 76 13116' LAMI I(13/16"A .) 3116° AIR SPACE, 7116' LAMI 3/16"A, .090 PVB, 3/16 -HS 77 13/16" LAMI IG Y16 -A I 16 HS .090 PVA 3116° IN. 3/16' AIR SPA 7/16'[A131=14—AOT 90 1014 SCREEN FRAME (BOX & VEIL) 3105-H14 AL STsr: SPLINE -.135 DIA. SPLINE- .135 DIA. 2.710 -1 2.824 .D82 F 41 I.F. FRAME HEAD 94138.8083 -TS PROWU REVISED 2.784 Bund gComaewud "Fto7ida IaawN" 082 3.152 082— I.F. 82 I.F. FRAME JAMB #4141, 6W3 -T6 �\0�N( LYNN 2j/��iii�. �` '� ��ceNSF '• ;FSP ': �:' '•.711• 2.710 No. 68705 42 I.F. FRAME SILL #4140,8083-T8 °" `• tTAUT1110F Ott PARTS LIST ��` ' • F40MD '' � ALUM. HORIZONTAL ROLLER WINDOW IMPACT '�U,`,S ON `\�` a* Bower ah NBet lW10 NTS 6 m 114127-10 E aL P.E.088m8 P. .082 1.73 �]l 3 L2'.�710 O FLANGE FRAME HEAD #4102A,6063•TO 1 -4--.062 .400 T-� -1.461 SASH STOP / #4026,8063-T5 062 •348 1.'(22 J-2.710-1 1 O FLANGE FRAME SILL #4138,6063-T8 .081 .437 T- .481 O HORIZ. ROLLER TRACK #4131, 6083-T8 270 E.062 LT—T 1.081 F - 21 SASH TOP & BOTTOM RAIL32 SASH MTG. RAIL #4133, W63 -T6 #4006D, 61831 -IS -TB I .060 ^ ► .678 1.096- 1---o _T SGLAZING BEAD, 5/16" #4044B, 8063.75 (USED W/ GRILL KIT) 060 1 12 s78 1.098-f�---►IL T 55 GLAZING BEAD 7/16" #42M& 6063-T6 NOKOMIS. FL 30278 P NOK.OMIB, O. BQXFL 18322W' 4 --�{ 1.187 �•+- 3.1 w O FRAME SILL ADAPTER #4137,6063 -TB 1'� .082 17 FIXED MEETING RAIL #406413, 6083HD46 37 SASH SIDE RAIL #4126,6063-T5 .050- -� 1.116 56 GLAZING BEAD, 7/16" #9850,6063-T6 (USED W/ GRILL KIT) O SASH STOP COVER #4053.63-T6 fl --2.784-{ 1.383 .082 13 FLANGE FRAME JAMB #4002A,6063•TB 050 1EI 878 1.086 -T B53 GLAZING BEAD, 5/16" #403813,6063.76 i— ofio T— ' i-1.097 59 GLAZING BEAD, 13/16" #4087, 80�i-Tfi ALUM. HORIZONTAL HR710 I Half 1 7 -11 1 4927-10 PRODUCT IMVISBD 611re Florida =1!� act ��\IIII11/rte LYNN ~ * ' N0.58705 * ' = �' BTnt W ONA�L�t\E\�`�� A. LYNN MW.ER, P.E. RE.A887A8 kNCHOR QUANTITIES, XOX (114-1/2-1/4) WINDOWS TABL GLASS TYPES A,B,C,G,H,I GLASS TYPES D,E,F,J,K,L I ANCHOR TYPE � 2,3, WOOD I 2, CON( 1 1, CONC 2,3, WOOD 1 2, CON( 1 1, CONC WINDOW SI2E HEAD & SILL W V H 63.125x 38.375 1+C2+1+02+1 48.000 1+C2+1+C2+1 50.825 1+C2+1+C2+1 54.000 1+C2+1+C2+1 80.000 1+C2+1+C 2+1 63.000 1+C2+1+C2+1 60.WDx 38.375 1+C2+1+C2+1 48.000 1+C2+1+Cr2++1 50.825 1+02+1+C.'2+1 54.000 1+C2+1+C2+1 00.000 1+C:2+1+C2+1 63.000 1+C2+1+C2+1 74.CW x 38.375 1+C2+2+C2+1 48.000 1+C2+2+C2+1 60.825 1+C2+2+C2+1 64.000 1+C2+2+C2+1 80.000 1+C2+2+C2+1 83.000 1+C2+2+C2+1 84.0DDx 38.375 1+C2+2+C2+1 48.000 1+C2+2+C2+1 00.628 1+C2+2+C2+1 64.000 1+C2+2+C2+1 80.000 1+C2+2+C2+1 63.000 1+C2+2+C2+1 108.375x 38.376 1+C2+2+C2+1 48.000 1+(2+3+C2+1 60.825 I+C2+3+C2+1 54.000 1+C3+3+C3+1 60.000 1+C3+3+C3+1 63,00 1+C3+3+C3+1 111.000x 38.376 1+C2+3+C2+1 48.000 1+C2+3+C2+1 60.625 1+C2+3+C2+1 64.000 1+C3+3+C3+1 60.000 1+C3+3+C3+1 83.000 1+C3+3+C 3+1 HEAD & SILL 19 1 HEAD & SILL I E I HEAD & SILL 151 HEAD & SILL 151 HEAD & SILL 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+(2+1 2 1+C2+1+C2+1 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 I+C2+1+C2+1 3 1+C2+1+C2+1 31 1+C2+1+C2+1 3 1+C2+1+C2+1 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 I+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 1+C2+1+C2+1 2 1+CZ+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 1+C2+1+C2+1 1+C2+1+C2+1 1+02+1+02+1 3 1+G2+1+01+7 3 1 1+CZ+Z+C2+1 31 1+C2+2+C2+1 3 1 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C3+2+C3+1 3 1+C3+2+C3+1 3 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2a1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+(2+2+(2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C 2+2+C2+1 3 1+C2+2+C2+1 3 1+C.2+2+C2+1 3 1+C2+2+C 2+1 3 1+C2+2+C2+1 3 1+CS+2+C3+1 3 1+C3+2+C3+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C3+2+C3+1 3 1+C3+2+C3+1 3 1+C2+2+C2+1 2 1+C2+2+C 2+1 2 1+C2+3+(2+1 2 1+C2+3+C2+1 2 1+(2•+3+(2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+(2+3+C2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 31 1+C 3+3+C3+1 3 1 1+C3+3+C3+1 3 1+C2+2+C2+1 3 1+C4+3+04+1 311+04+3+04+1 4 1+C3+3+C3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+C4+3+04+1 4 1+C4+3+04+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 3 1+C2+3+C2+1 3 1+C2+2+C2+1 3 1+CS+3+C3+1 3 1+C3+3+C3+1 3 1+C2+3+C2+1 3 1+C2+2+C2+f 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1' 3 1+C2+2+C2+1 3 1 1+C3+3+C3+1 3 1+C3+3+(3+1 3 1+C3+3+C3+1i 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+C4+3+C4+1 4 1+C3+3+C3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+C4+3+C4+1 4 1+CA+3+C4+1 I+C2+2+C2+1 NOTES: 1. ANCHOR TYPES: 1-114" ELCO TAPCONS 2.1/4" ELCO SS4 CRETE -FLEX 3-#12 STEEL SCREWS (G5) 2. GLASS TYPES:FOR INSTALLATION IN THE HVHZ ABOVE 30 A. 5118- LAMI - (1/8" A,.090,1/8' A) B. 5/18" LAMI - (1/8" A,.090, FT, GLASS TYPES G - L SHALL HAVE A A,.090, 3118" A) HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND D. 7/18- LAMI - {3118" C. 5118" LAMI - (118" HS.000,1/1/8" HS) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7/18- LAM] - (3118- A.090, 3/18- HS) F. 7118- LAMI - (3118- HS,.090, 311(" HS) G.13118' LAM] IG -1/8" OR 3118" A (MIN.), 6/18° OR 318" SPACE, 6118° LAW - (1/8" &.000, IV A) H. 13/18" LAMI IG -1/8" OR 3/1 S- A (MIN.), 6118" OR 318" SPACE, 6118" LAMI - (1/8- A,.090,1/8- HS) I. 13/18" LAMI IG-1/8.OR 3/18° A (MIN.), 6116' OR 3/8- SPACE, 5f18- LAM[ - (1/5- HS,.090,1/8° HS) J. 13/18" LAMI IG -1/8' OR 3/18' A (MIN.), 3f18' OR 1/4' SPACE, 7118- LAMI -(3116-A,090. 3116- A) K. 13/18" LAMI IG -1/8' OR 3/10"A (MIN.), 3116' OR 1/4' SPACE, 7/18- LAMI - (3116' A,A90, 3/1(- HS) L. 13118° LAMI IG -1/8" OR 3/18" A (MIN.), 3118' OR 1/4' SPACE, 7/18" LAMI - (3118- HS,.090, 3/1(" HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 1+C2+2+C2+1 3 HEAD & SILL: 101/2- MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 26 314" MAX. FROM CORNERS. JAMBS: 91 MAX. FROM CORNERS AND 221/2' MAX. O.C. TABLE KEY.• X O X 1+C3+4+Cti3+1 3 -ANUHOR QUANTITY PER JAMB HEAD AND SILL ANCHOR QUANTITY. A CLUSTER OF +(3) ANCHORS CENTERED AT EACH MEETING RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT PLUS (4) ANCHORS AT FD(ED SECTION. (12) ANCHORS TOTAL AT HEAD AND SILL. (3" MIN. O.C. ANCHOR SPACING) 1+C3+2+CS+1 3 1+C3+2+C3+1 3 1+C2+2+C2+1 2 1+C2+2+(2+1 3 1+C2+2+C2+1 3 1+C3+2+C3+1 3 1+03+2+(3+1 3 1+C3+2+C3+1 3 1+70+3+(2+1 2 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C4+3+C4+1 3 25 3/4" max. ---- (•+-3" MIN. 9"� X O X Pf MTG. RAIL, TYP. EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS a 1+C4+3+C4+1 3 1t04+3+C4+1 3 1+C2+4+C2+1 2 1+C*+4+C3+1 3 1+C 3+4+C 3+1 3 1+04+4+C4+1131 (SHOWN IN TABLE KEY ABOVE) 3 1+C5+4+C5+1 3 26 314° MAX. 1/2° TYP. I+3" MIN. 9" REF. X O X L - A - MTG. RAIL, TYP. EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS 2 1+C2+4+(2+1 2 3 1+C3+4+C3+1 3 3 1+C3+q+C3+1 3 3 1+CA+4+C4+1 3 3 1+04+4+C4+1 3 3 1+C5+4+C5+1 41 'O'MCNNOWGY DRW , - r,,..........,..... .... .,... ....., ...... I, -r.. -:u 1 NOXONS. PL 34M �e P.C. Epx 1$28 - ALUM. HORIZONTAL ROLLER WINDOW, IMPACT NOxOMIS, FL 34274 Vt,/bty Awff NTS I 8 all 4127--10 E .•'�CENSFMhz '••,sf Q: No. 68705 Sz E1F� viu4�MIAi P S P.E@ 88708 ANCHOR TYPE & SUBSTRATE ie WINDOW SIZE I HEAD & SILL I I HEAD'& SILL I I HEAD & SILL I I HEAD & SILL I I HEAD & SILL I I HEAD & SILL 48.06x 38.375 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1 1+C2+1+C2+1 2 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1 1+C2+1+C2+1 3 50.825 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 60.000 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 83.0D 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 53.125x 38.375 1+C2+1+C2+1 2 1+C2+1+02+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+i+C2+1 3 50.826 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 64.0/1 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 0.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C3+1+C3+1 3 63=0 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C3+1+C3+9 3 60.000x 38.376 1+02+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+02+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 50.625 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 64.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C3+1+C3+1 3 0.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(+1+C2+1 3 1+C2+1+C2+1 3 1+(+1+C2+1 3 1+C3+1+C3+1 3 63.MO 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1tC3+1+C3+1 3 48.0/1 1+C2+i+C2+1 3 1+CZ+1+C2+1 311+C2+1+ 3 1+C2+1+C2+1 3 1+C2r1+(2+1 3 1+C2+1+C2+1 3 0.826 rl+CE-2+1+C2+1 C2+1+C2+i 3 1+C2 +1+C2+1 3 1+C2+1+C2+1 3 9+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1 KK 3+1 3 54.00 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2N 3 1+C3r1+C3+1 3 0.00 +1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 63.000 C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 38.375 1+C2+1+02+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 48.OM 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 0.625 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C3+1+C3+1 3 64.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1•+C3+1 3 0.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 63.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1 1+C2+1+C2+1 2 1+C2+1+C2+1 3 1+C2+1+C2+1 2 1+C2+1+C2+1 2 48.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 60.625 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 54.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 311+02+1+C2+1 3 1+C3+1+C3+1 3 0.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+03+1+C3+1 3 1+C3+1+CS+1 4 1+03+1+C3+1 3 1+C3+1+C3+1 3 83.000 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+C4+1+04+1 4 36.375 1+C2+1+C2+1 2 1+02+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 3 1+C2+1+C2+1 2 1+C2+1+C2+1 2 48,0M 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 50.625 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 54.00 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 61.010 1+C2+1+CZ+1 3,1+C2 +1+C2+1 3 1+03+1+C3+1 3 1+C3+1+C3+1 4 i+C3+1+C3+1 3 1+C4+1+C4+1 4 63.=1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+C4+1+04+1 4 'OTECHNOtOSY DPoVE NOKOMIS, FL 342M P.O. SQx 7828 NOKOMIS. FL 34274 NOTES: 1. ANCHOR TYPES: 1 -1/4" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3 4112 STEEL SCREWS (GS) 2. GLASS TYPES: A. 5118° LAMI - (1/8" A,.090,1/0' A) D FOR INSTALLATION IN THE HVHZ ABOVE 30 B. 5118" LAMI - (1/8" A,=, IN HS) FT, GLASS TYPES G - L SHALL HAVE A C. 6/18" LAMI - (1/8° HS,.090, IN HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND D. 7/18" LAMI - (3/18" A,.090, 3118" A) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7/18" LAMI - (3/16'A..090. 3/18" HS) F. 7/18" LAMI - (3/18" HS,.090, 3118" HS) G. 13/18" LAMI IG -1/8" OR 3116" A (MIN.), 5116° OR 31W SPACE, 6118" LAMI - (1B" A,.090,1/8" A) H.13/15" LAMI IG -1B" OR 3118" A (MIN.), 6118" OR 318" SPACE, 5N8" LAW - (118° &.090, IN HS) 1. 13/18" LAMI IG - IN OR 3116'A (MIN.), 5118" OR 318" SPACE, 6118" LAMI - (118' H3,.090,1/8" HS) J. 13/16" LAMI IG -118" OR 3116" A (MIN.}, 3116° OR 114" SPACE, 7116" LAMI - (3118" A,.090, 311(rA) K. 13118" LAMI IG -11W OR 3/16-A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (311(" A,.090, 3118" HS) L 13/18° LAMI IG -1/8" OR 3116" A (MIN.), 3118" OR 114" SPACE, 7118" LAMI - (3116" HS,.090, 3118" HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO {NEXT LARGER WINDOW IN TABLE. HEAD & SILL: 101/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE 25 314" MAX. FROM CORNERS JAMBS: 9" MAX. FROM CORNERS AND 221%1" MAX. O.C. TABLE KEY: X O X H1+C3+1+C3+1 3 ANCHOR QUANTITY PER JAMB EAD AND SILL ANCHOR QUANTITIES A CLUSTER OF (3) ANCHORS CENTERED ON EACH MEETING RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT PLUS (1) ANCHORS AT FIXED SECTION. (9) ANCHORS TOTAL AT HEAD AND SILL. (3" MIN. O.C. ANCHOR SPACING) 25 314" MAX. --►��-3" MIN. 8" REF.X O X T t — — — mODUCr pxvISBD MTG. RAIL, TYP. a9oomplyidgu•NhUm! EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS BAAftMmc (SHOWN IN TABLE KEY ABOVE) jP*/aN 26 314" MAX. —SII+ 1 112" TYP. HII� 3"MIN ttlitrlrr n ... LYNN ! Jk _ B" REF. X O X �, ' ttCENSLc •'., t�,Q it * ' No. 58705 * ' No. MTG. RAIL, TYP. CLUSTER W/ QTY. OF (4) ANCHORS =-D ��Q '• S7A F ,'•ia o,orye"e ■ ANCHORAGE SPACING, XOX 1/3-113-113 'i��S • FLORI9P.• 'G\?,` ALUM. HORI20NTAL ROLLER WINDOW, IMPACT a L P E. see.+raaee ami � u�,oex. � rlR710 NTS 9 m 11 4127-10 E E J ANCHOR QUANTITIES, XO & OX WINDOWS TABLE 6 NOTES: 1. ANCEs: 1 -1/44''ELCO ELGO TAPC,ONS 2 -1/4' ELCO SS4 CRETE -FLEX 3 • #12 STEEL SCREWS (G5) 2. GLASS TYPES: D A. 6/18° LAMI - (1J8' A,.0W,1/8' A) FOR INSTALLATION IN THE HVHZ ABOVE 30 B. 5118' LAMI - (1!8°.0,.090,1/8' HS) FT, GLASS TYPES G - L SHALL HAVE A C. 5118° LAMI - (1/8" HS,.090,1/8' HS) TEMPERED I.O. GLASS CAP. BOTH THE DP AND D. 7/18° LAMI - (3116° .0,.090, 3118'A) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7/18° LAMI - (3116° A,=. 3118' HS) F. 7/16' LAMI - (311(° HS,.090, 3/18' HS) G. 13/18" LAM] IG -1/8' OR 3118° A (MIN.), 6/18' OR 3/8" SPACE, 6118' LAMI - (1B"&.090, I/IrA) H. 13116' LAM] IG- Ifir OR 3116' A (MIN.), 6/1(' OR 3/8' SPACE, 5116° LAND - (118° .0,.690,1/8' HS) I. 13116° LAMI IG -1/8" OR 3116' A (MIN.), 6118' OR 318' SPACE, 6/18' LAMI - (118' HS,.090,1/8° HS) J. 13118' LAMI IG-118.OR 3/16' A (MIN.), 3116° OR 1/4" SPACE, 7/16° LAM[ -(WS' A090, 3176' A) K. 13/16' LAMI IG -1/8" OR 3116' A (MIN.), 3118° OR 1/4' SPACE, 7/18° LAMI - (3116' A,.090, 3/18° HS) L. 13/1W LAMI IG -1/8" OR 3116° A (MIN.), 3116' OR 1/4' SPACE, 7/18' LAMI - (3118' HS,1190, 3116° HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. HEAD &SILL: 101/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 183/4° MAX. FROM CORNERS. JAMBS: 91 MAX. FROM CORNERS AND 221/2° MAX. O.C. TABLE KEY: O X 2+E3+2 3 ANCHOR QUANTITY PER JAMB HEAD AND SILLANCHOR QUANTITIES A CLUSTER OF (HE MEEORS TING CENTERED ON THE MEETING RAIL PLUS (2) ANCHORS AT OPERABLE VENT AND FIXED SECTION. (7) ANCHORS TOTAL AT HEAD AND SILL. (3" MIN. O.C. ANCHOR SPACING) 314" MAX 1 -►I �.-3' MIN. 9'REF. X O rxonucrxavls¢n MTG'RAIL � I� dwFk h EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS BuRdi e>mop 4.04 (SHOWN IN TABLE KEY ABOVE) MianiDada 8 SW MAX. 1 112" TYP. rr If3°.NON, IIIll ONY LYNN �F' X O �Q��• MTG.RAIL No. 56705 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS = o .STA"jam tri A. ":a ANCHORAGE SPACING, OXANDXO WINDOWS%p'� '•. FLORtOP •' \��` ANCHOR TYPE & SUBSTRATE GLASS TYPES A,B4O,H GLASS TYPES C,D,E,F,I,J,K, L 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC ZONES ZONES ZONES ZONES ZONES ZONES WINDOW SIZE yy tl H N :j2 � m _� m 2 m N co Q Q N on a1 -� oG W -� a6 4i -� 37.400 x 38.376 48.000 60.625 54.000 60.000 63.000 1+102+1 2 1+102+1 2 1+102+1 2 1+102+1 2 1+102+1 2 1+102+1 2 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+102+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+02+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+102+1 3 1+C3+1 3 1+102+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 48.004 x 38.375 48.000 50.626 54.000 60.000 63.000 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 3 1+C2+9 3 1 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 53.125 x 38.375 48.000 50.626 64.000 60.000 63.000 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+03+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 4 1+C2+1 3 1 1+03+1 3 1+C3+1 4 1+C2+1 3 1+C3+1 3 1+C3+9 4 1+C3+1 3 1+C4+1 3 1+C3+1 4 1+C3+1 3 1+C4+1 3 60.000 x 38.376 48.000 60.625 54.000 60.000 63.000 1+C2+1 3 1+C2+1 2 2+C2+2 2 1+C2+1 3 1+C2+1 2 2+C2+2 2 1+C2+1 3 1+C2+1 3 2+C3+2 3 1+C2+1 3 1+C2+1 3 2+C3+2 3 1+C3+1 3 1+C2+1 3 2+03+2 3 1+C3+1 3 1+C2+1 3 2+C3+2 318 1+C3+1 4 1+C2+1 3 2+C3+2 3 1+C3+1 4 1+C2+1 3 2+C3+2 3 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 66.000x 38.375 48.000 60.625 54.000 60.000 63.000 2+C2+2 3 1+C2+1 2 2+C2+2 3 2+C2+2 3 1+C2+1 2 2+C2+2 3 2+C2+2 4 1+C2+1 3 2+C3+2 3 2+C2+2 4 1+C2+1 3 2+C3+2 3 2+C3+2 4 1+C2+1 3 2+C3+2 3 2+C3+2 4 1+C2+1 3 2+C3+2 3 2+C3+2 4 1+C2+1 3 2+C3+2 4 2+C3+2 4 1+C2+1 3 2+C3+2 4 2+C3+2 4 1+C3+1 3 2+04+2 4 2+C3+2 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 2+C3+2 4 1+C3+1 3 2+C4+2 4 74.000x 38.376 48.0W 60.625 54.000 60.000 63.000 2+02+2 3 2+C2+2 2 2+C2+2 3 2+C2+2 3 2+C2+2 2 2+C2+2 3 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 40 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C3+2 3 2+04+2 4 2+C3+2 4 2+C3+2 3 2+C4+2 4 2+C3+2 4 1+C3+1 3 2+C4+2 4 2+C3+2 5 2+C3+2 3 2+C4+2 4 2+103+2 4 1+C3+1 3 2+C4+2 4 2+104+2 5 2+C3+2 4 2+104+2 5 JJ anw' ,7/1r " e°¢ Noc/wNcca�nasartr JJi erm�,r n ADDEDlQC/H+TORE 7EMPFREO *soFrxore ,u H� �-'Va.+i T ALUM. HORIZONTAL ROLLER WINDOW IMPACT ��ss�ONAG E�G��• FJG -W&O7 C CHO.TA81E#TOO, 68Q.ECTYALUESOUETOANCHORCAP.ADJ PA.BQx152° ' /11 1�'1,\t\ V + ax mr« 140KOM18, 134274 1lL,r & gm,• son mxaet m.e °� a,: A LYMS MILLER P.E. Fx.. 20" L1, SOB Hrr7,o N73 10 d 11 4127-10 E RE.��TO° 114" SHIM Mw 1/4" MAX. SHIM WOOD iCONCRETE 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER 1 114" MIN DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. (1.5 KSI CMU) OR PER NOTE 1 (3A KSI CONCRETE) ANCHOR, ANCHOR, NOTE 2 NOTE 113/4" a EXTERIOR INTERIOR °• "MIN. E.D (HEAD & SILL DETAILS A. B. C, D,6& H) TYP. 2x WOOD BUCK, NOTE 3 1x WOOD BUCK, NOTE 3 SEE NAIUNI INTERIOR DETAIL E DETAIL F (JAMB DETAILS E, F & 1) TYPICAL FLANGE FRAME JAMB SECTIONS EXTERIOR lu CONCRETE ANCHOR, NOTE 1 WOOD ANCHOR, NOTE 2 1/4" 114" MAX. MAX. SHIM S71 r ..i., 1 318" MIN. 1 .D. MIN. r ' MIN. 3.4 KSI r E.D. TYP. }`• 3 CONCRETE 2x WOOD DETAIL C BUCK, DETAIL D NOTE 3 TYPICAL FLANGE FRAME SILL SECTIONS NOKOMIS, FL 30278 P.O. Rqx 7828 NOKOMlS, 834274 SEE NAILING DETAIL H (HEAD) NAIUNG .131 DW. MIN. x 21/2" NAIL AT CORNERS AND S" O.C. TYPICAL DETAILS G, H & I. SEE NAILING DETAIL G (SILL) DETAIL I (JAMB) TYPICAL INTEGRAL FIN FRAME SECTIONS -or- I ANCHORAGE DETAILS Milo I Wf l 11 all 1 4127-10 101Inr1 `�. . LYNN `` ' yICENSF''• (c.Q i * ' No. 58705 * ' STA*le� � lV At - A LYNN P.E. P.E.988788 13/4' MIN. E.D. TYP. 2x WOOD BUCK, NOTES: MIN. 3.4 KSI 1. FOR CONCRETE APPLICATIONS IN MIANp-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 1/4" ELCO CONCRETE } NOTE; 1 3/8" TAPCONS EMBEDED 1 3/8" MIN. OR 1/4" SS4 CRETE -FLEX EMSEDED 1 314" MIN.. MINIMUM DISTANCE FROM w MIN. ANCHOR TO CONCRETE EDGE IS 1314". FLATHEAD ANCHORS MUST BE #12 TRIMFIT HEAD. ••:�: NOTE 1 1x WOOD v r 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE 012 STEEL SCREWS (GS) OR 1/4" SS4 CRETE -FLEX WITH BUCK, #12 TRIMFIT HEAD. NOTE 3 �THAN 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS 1 112". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. AX•MAX. j� WOOD BUCKS DEPICTED AS 2x ARE 1 112"THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD HIM SHIM BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. CONCRETE WOOD ANCHOR, ANCHOR, 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083 -TS AND A MINIMUM NOTE 1 DETAIL A NOTE 2 DETAIL B OF 1/8° THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A TYPICAL FLANGE FRAME HEAD SECTIONS #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 114" SHIM Mw 1/4" MAX. SHIM WOOD iCONCRETE 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER 1 114" MIN DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. (1.5 KSI CMU) OR PER NOTE 1 (3A KSI CONCRETE) ANCHOR, ANCHOR, NOTE 2 NOTE 113/4" a EXTERIOR INTERIOR °• "MIN. E.D (HEAD & SILL DETAILS A. B. C, D,6& H) TYP. 2x WOOD BUCK, NOTE 3 1x WOOD BUCK, NOTE 3 SEE NAIUNI INTERIOR DETAIL E DETAIL F (JAMB DETAILS E, F & 1) TYPICAL FLANGE FRAME JAMB SECTIONS EXTERIOR lu CONCRETE ANCHOR, NOTE 1 WOOD ANCHOR, NOTE 2 1/4" 114" MAX. MAX. SHIM S71 r ..i., 1 318" MIN. 1 .D. MIN. r ' MIN. 3.4 KSI r E.D. TYP. }`• 3 CONCRETE 2x WOOD DETAIL C BUCK, DETAIL D NOTE 3 TYPICAL FLANGE FRAME SILL SECTIONS NOKOMIS, FL 30278 P.O. Rqx 7828 NOKOMlS, 834274 SEE NAILING DETAIL H (HEAD) NAIUNG .131 DW. MIN. x 21/2" NAIL AT CORNERS AND S" O.C. TYPICAL DETAILS G, H & I. SEE NAILING DETAIL G (SILL) DETAIL I (JAMB) TYPICAL INTEGRAL FIN FRAME SECTIONS -or- I ANCHORAGE DETAILS Milo I Wf l 11 all 1 4127-10 101Inr1 `�. . LYNN `` ' yICENSF''• (c.Q i * ' No. 58705 * ' STA*le� � lV At - A LYNN P.E. P.E.988788 17 7 C MIAMI -DARE COUNTY, FLORIDA ->.... . PRODUCT CONTROL SECTION DEPANtTMENT OF P D RFP11805 SW 2e Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175--2474 BOARD AND CODE ADM TION DIVISION (7 ) 31S�59a F (786) 315-2599 NOTICE OF ACCEPTANCE 00A MM .miamidacle.�v�uew�a[ PGT Lrdustries, Inc. Ly 1070 Technology Drive North Venice, RL 34275 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 to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tasted 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 AHS 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: Serif "HR -710" Aluminum Horizontal Sliding Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, impact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "E" dated 10/1712011, prepared by PGT Industries, Inc., dazed 02/01/2012, signed and sealed by Anthony Lynn Miller, 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 air a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA. is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 11-0630.02 and consists of this page 1, evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. NOA No. 11-1114.04 $ 1Z Expiration Date: December 21, 2016 Approval Date: February 16, 2012 Page 1 PGT Industr3ies, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No.'s 47--0815.49 and 06-0405.06) 2. Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 20194 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 Along with marked up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5330, dated 07/18/2007, signed and sealed by Carlos S. Rionda P. E. (Submitted under NOA No. 07-0815.09) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding window, Grade 10, per FBC 24113.2.1, TAS 202-94 and per ASTM F 842-04 Along with marked up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared, by Fenestration 'Testing Laboratory, Inc., Test Report No. FTL-4858, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0445.06) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 20294 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203--94 6) Forced Entry Test, Type "C" sliding window, Grade 10, per FBC 2411 3.2.1, TAS 202-94 and per ASTM F 842-04 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4859, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0445.06) Jaime D. Gasco P. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural: analysis, complying with FBC, prepared by PGT Industries, Inc., dated 10126/06, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NOA No. 07-0815.09) 2. Complies with ASTM E1300-98/ 04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont ButacitiC PVB Interlayer" dated 09/08/11, expiring on .12/11/16. 2. Notice of Acceptance No. 08-0206.01 issued_ to Solutia Inc. for their "Saflex HP Glass Interlayer" dated 04/17/2008, expiring on 04/17/2013. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC 2007 (with the 2009 supplement) and FBC-2010, dated 10/25/11, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independence, dated 10/25/11, signed and sealed by Anthony Lynn Miller, P. E. 3. Letter of Adoption of as his Owt; the Work of another Engineer per Section 61G15-27.001 of the F.B.P.E., dated 10/07/11 signed and sealed by Anthony Lynn Miller, P. E. 4. Statement letter of no financial interest, conformance and compliance with the F13C- 2007, dated 06/29/2011, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NDA No. 11-0630.02) 5. Laboratory compliance letter for Test Report No. FTL-5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18/2007, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA No. 07-0815.09) .iaime D. Gascon, P. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 6. Laboratory compliance letter for Test Reports No.'s FTI A858 and FT1,4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed 'by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) G. OTHERS 1. Notice of Acceptance No. 11-0630.02, issued to PGT Industries, Inc. for their Series "HR -710 Aluminum Horizontal Roller Window - L.M.I.", approved on 08/18/2011 and expiring on 12/21/2016. Jaime D. Gascon, P. E.: Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16,2012 E-3 GENERAL NOTES: IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2). FOR INSTALLATION ABOVE30 FT, GLASS TYPES 0 THRU L MUST HAVE A TEMPERED GLASS CAP. A. 5118° LAMI CONSISTING OF (2) UTES OF 118" ANNEALED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEMEEPSAFE MAXIMUM PVB INTERLAYER. B. 818' LAMI CONSISTING OF (1) LITE OF 1/8' ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH AAM DUPONT BUTACITE OR SAFLEX1KEEPsAFE. MAXIMUM PV8 INTERLAYER C. WAS' LAMI CONSISTING OF (2) LITES OF 118° HEAT STRENGTHENED GLASS WITH AN .080 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER D. 7110° LAMI CONSISTING OF (2) LITES OF 3118" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEW.EEPSAFE MAXIMUM PVB INTERLAYER E. 71W LAMA CONSISTING OF (1) LITE OF 3/18' ANNEALED GLASS AND (1) LITE OF 3118' HEAT STRENGTHENED GLASS WITH AN .080 DUPONT B1TACfTE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER F. 7110° LAMI CONSISTING OF (2) UTES OF 311W HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER G. 13/18' LAMI ]G: (1) LITE OF 118' OR 3118" ANNEALED (MIN.) GLASS, 5118" OR 318" AIR SPACE AND Td18" LAMI CONSISTING OF (2) LITES OF 118' ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER H.13M8' LAMI IG: (1) LITE OF 11W OR 3118" ANNEALED (NUN.) GLASS, 6110" OR 318" AIR SPACE AND 818 LAMI CONSISTING OF (1) LITE OF 118" ANNEALED GLASS AND (1) LITE OF 118" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER 1.13/18" LAMI 10: (1) LITE OF 118" OR 3/18' ANNEALED (NUN.) GLASS, BH8' OR 318' AIR SPACE AND 6118" LAM] CONSISTING OF (2) LITES OF 118" HEAT STRENGTHENED GLASS WITH AN .000 DUPONT BUTACITE OR SAFLEXIKEEPBAFE MAXIMUM PV8 INTERLAYER J. 1311W LAMI IG: (1) LITE OF 118" OR 3118" ANNEALED (MIN.�GLASS. WAS" OR 114" AIR SPACE AND 7110' LAMA CONSISTING OF (2) UTES OF 3116° ANNEALED GLASS WITH AN .080 DUPONT BUTACITE OR SAFLEXKEEPSAFE MAXIMUM PVB INTERLAYER K.13/10' LAMI IG: (1) LITE OF 118" OR Sm"ANNEALED (MIN.) GLASS, 3118" OR 114" AIR SPACE AND 718' LAMI CONSISTING OF (1) LITE OF 3118" ANNEALED GLASS AND (1) LITE OF 311 S" HEAT STRENGTHENED GLASS WITH AN AW DUPONT BUTACITE OR SAFLEYJKEEPSAFE MAXIMUM PVB INTERLAYER L.13118" LAMI IG: (1) LTTE OF 1/8' OR 3118' ANNEALED (MIN.) GLASS, 3118" OR 114" AR SPACE AND 7/16" LAMI CONSISTING OF (2) UTES OF 3118" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAS MAXIMUM PVS INTERLAYER 2. CONFIGURATIONS: SX, XO. KOX 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-M S. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02 4. ANCHORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 5. SHUTTERS ARE NOT REQUIRED. S. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7. REFERENCES: TEST REPORTS FTL4858, FTL-4868 AND FTL-5330. ELCO TEXTRON NOA: 04-0721.01, 03.OTZ6.05 ANSUAF&PA NDS -2005 FOR WOOD CONSTRUCTION ADM -2005 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZi 8. FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. TECHNOLOGYMNE NOKP.OACI6O. BQX 1648 . Ft3427A tvto I NtTS 1 1 oil I 412%10 NOA DRAWING MAP SHEET GENERAL NOTES---....- 1 GLAZING DETAILS---... 2 DESIGN PRESSURES....».3 ELEVATIONS...»».»..».».... 4 VERT. SECTIONS ............. 6 HORIZ. SECTIONS ...... »..» 6 PARTS U8T...»» .»..» .». » 8 EXTRUSIONS.. ................. 7 CORNER DETAIL»».......... 6 ANCHORAGE...».....»».— 8-11 k : No. 68705 woor :2��, PLOW 0 1z' NAL A LYNN P.F. p."88706 FA - llr 55 @L�* EXTERIORGLASS ARE QIE (ALL 118° —it ANNEALED OR HEAT STRENGTHENED GLASS .� SOLUTIA OR DUPONT PV8 INTERLAYER 118' ANNEALED OR HEAT STRENGTHENED GLASS 8118' NOM. 5/160 LAMINATED GLASS 13/16" LAMA IG GLASS W/ 5/16" LAMI 21 I 'STRENGTHENED GLASS IT PVB INTERLAYER 'STRENGTHENED GLASS OR TEMPERED GLASS Q 3118" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 3118° ANNEALED OR HEAT STRENGTHENED GLASS 7118° LAMINATED 7/160 LAMINATED GLASS 1/2" NOM. GLASS SITE 172,73,74,75,76,77) 3HW ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PV8 INTERLAYER 3118° ANNEALED OR HEAT STRENGTHENED GLASS 7118° LAMINATED 3/18" OR 114° AIR SPACE 1/8" or 3118' ANNEALED OR TEMPERED GLASS—A 13M8' NOM. 13/16" LAMI IG GLASS W/ 7/16" LAMI AD FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G- L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY TO REMAIN UNCHANGED. NOKM%FL 34M P.O. BQK IM NOKOK498 FL 3W4 ALLK HORIZONTAL ROLLER WINDOW, IMPACT trlt7w Fug 2 a 11 '-4127-10 1 E PRODLK7ABV(SBD =Qw*yWawnuuwwodb AweowAm No_IL k I 4ana ,,P,111�1 l v A L4k�10.LBR, RE P" as'lO3 TABLE 1. XOX (1/4,1/2,1/4) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE In SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 26" 38" 38 3/8" 48" 60 818" 54" 80" 63" 0 FOR INSTALLATION IN THE HVHZ ABOVE 30 FT GLASS TYPES G- L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH AND ANCHOR E QA 84" A,B,G,H +60.0 -80.0 +60.0 -80.0 +60.0 -60.0 +60.0 -60.0 +60.0 -80.0 +60.0 -60.0 +80.0 -80.0 +60.0 -60.0 98" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -80.0 +60.0 -60.0 +60.0 -60.0 +60.0 80.0 +58.8 -%.8 +6112 -56.2 106 3/8" A,B,G,H +60.0 -80.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 1 +60.0 -M.0 +55.2 -56.2 +52.3 -52.3 108" A B,G,H +80.0 80.0 +60.0 80.0 +80.0 80.0 +60.0 -80.0 +60.0-80.0 +60.0 -W.0 +54.6 -54.8 +51.7 -51.7 111" A,B,G,H +60.0 80.0 +60.0 -60.0 +60.0 -60.0 +60.0 -80.0 +60.0 --80.0 1 +59.5 -59.5 +63.6 -53.6 +50.9 -50.9 UP TO 111" C,i +60.0 -60.0 D ' UP TO 199" K L +75.0 -75.0+N UNCHANGED. TABLE 2. XOX (113,1/3,1/3) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE ALL HEIGHTS UP TO 63" TO 86 7118" A'B'C, G'K1 TO 88 7116" D,E,F, J K,L TABLE 3. OX AND XO FLANGE OR INTEGRAL, FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 28" 36" 38 3/8"1 48" 60 8/8" 64" 80" 03- w A,B,G,H +75.0 75.0 +75.0 75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 66" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 75.0 +75.0 -75.0 +75.0 -75.0 +74.2 -74.2 +70.2 -70.2 72" A,B,G,H +75.0 75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -76.0 +75.0 -75.0 +89.6 89.6 +65.2 -65.2 mDuarpEvmw 74" A,B,G,H +75.0 -75.0 +76.0 75.0 +76.0 -75.0 +75.0 -76.0 +75.0 -76.0 +75:0 -75.0 +68.1 88.1 +63.8 -63.8 UP TO 74" C'�K 'L' +75.0 -75.0 No GLASS TYPES: TEST REPORT FTLAM QUQ, FTL-4859 (OX &)(0) AND FTL-6330 A. 6116" LAMI - (118" A, .090,1/6° A) G. 13/16" LAMI IG-1/8° OR 3118'A (MIN.), 5178" OR 3/8" AIR SPACE, 6118" LAMI - (1/("A, .090,1/8"A) B. 5178" LAMI - (1/8' A, .090,110° HS) H. 13116" LAMI IG-1/8" OR 3/16"A (MIN.), 5118" OR 3/8" AIRSPACE, 5/16" LAMI- (1/8"A, .090,IWHS) C. 6116 LAMI - (1/8" HS, .090,1/8' HS) I. 13118 LAMI 0-1/8p OR 3/19'A (MIN.), 5/16' OR 318" AIR SPACE, 5118 LAMI- (1/8 HS, .090,1/8"HS) QiNN lyr�,CtC�i, D. 7/18 LAMI - (3118" A, .090, 3/18" A) J. 13/18 LAMI IG-1/8" OR 3116 A (MIN.), 3/18" OR 1/4 SPACE, 7/16" LAMI - (3/16"A, .080, 3/18"A) Q\`. * N0' �7 E. 7116" LAMI - (3116" A. .090, 3/1(" HS) K. 13116" LAMI IG-1/8" OR 3/18"A (MIN.), 3/16" OR 114" SPACE, 7/18" LAMI - (3116"A-090, 3/16"HS) = F. 7/18" LAMI - (3/18" HS, .090, 3116" HS) L. 13/18" LAMI KI-1/8" OR 3/16"A (AAM. , 3/16" OR 1/4" SPACE, 7/18" LAMI- (3116-11S-M, 3/16"HS) - : �, L� r�j, �� ' StATgaF ,' ��: Os .LL !Nl7H4 F NOCNANBETt1188F1EFT )�� B/10/!0 AUDM CAP TOBisamrBTEMPERED +30FTNOTEOX01V8. P39274DESN+.PRESSURES PA.�%1828AWKHOR/ZONTALROLLERWINDOW,IMPACT .F�% '�`S/ONAX-%--`% �Fr-4/98A)7 C ADOINIEtaRRtF9ilOP770N&UPDATEABT6SEf900�OPe om"Noxois.FL1%74 Vb"&� w�,e�ax An� ?I2BlQB a.J. m" AtT3 3 all 4127-10 E verse>� 273V MAX. DLO — ►i 64 5116° MAX. DLO FIXED VENT I 57 3fi° MAX. DLO ALL FLXED LITES 117 MAX. WIDTH I.F. FRAME 111° MAX WIDTH FLANGE FRAME DETAIL B - XOX (1/4-1/2-1/4) 33 8116° MAX. t_ 33 8H6' MAX DLO FD= C DLO VENT ,.0 I 1 I / x 1 83" MAX IJ FLANGE A FRAME ALL CONFIG. MAX DLO ALL VENTS 62° IMAX I.F. FRAME ALL CONFIG. 27 318° MAX. DLO VENT x 27 318' MAX. DLO FDCED 0 85 7110' MAX. WIDTH I.F. 8 7116' MAX. WIDTH FLANGE FRAME DETAIL C - XOX (113-113-113) NOTE: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET SAT HEAD AND SILL = s 15 I.F. FRAME a .I fliJ 1 t ( 13) FLANGE FRAME 111 �- ./ �ON.) LYNN Aye• 73° MAX WIDTH I.F. FRAME --+I VIEW D -D �`,GMSR'' M MAX. WIDTH FLANGE FRAME (FRAME CORNER CONSTRUCTION) No. 68765 DETAIL A - OX OR XO IMFiff E NO 7M$0m QMe�O' A '•. STT �� 7moiEoxrm�aorom� EUVAT/ONS :O.t�' •., a(OR\Op •'''0�2� JA- mot O No GHEE! NoxAND oh�8.R347f8 AK 4$1MW c P.o, sqx taa� � Brm� ALUM. HORIZONTAL ROLLER WINDOW IMPACT �� S910N l:r:`- Noxoatis. Fl as FdG 9/ 9 LL 8Q9(AB »ro MS 4 a 11 4121=10 E PS05570 Max HEIGHT +I FLANGE FRAME MAX. `J SECTION C -C (VERTICAL SECTION, FLANGE FRAME) INTERIOR MAX. FIXED DLO —] i -- MAX. WIDTH (FLANGE FRAME) 99 SECTION B- B* (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) WM FIXED DLO —►I �— MAX. VENT DLO MAX. WIDTH O.F. FRAME) EXTERIOR SECTION A -A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN FRAME) SILL SECTION, I.F. FRAME) 9TE6NNOLIXiYpRNE ..-.� NOKOMre.ri.sarrs PQBQX NOifOA99•FL34279 V?slbly $ttAO HEAD (VERTICAL SECTION, I.F. FRAME) SSE077ONS X90 Haff b a It r0704127-10 MAX.'VFAT DLO ``��`oN.1 LTNN.d9/� •''iii * � No. 88705 •. �r Q s) OF p'•. B7A A LYH<i MILLER, P.E. _ _ P.EA BB706 zr1i - i _ ,.I71574"o 14 4134 1 IGASKE]rFORMAIN FRAME SILLJOINT 15 1155 #8 X 1.000 UAD PN. SMS 16 4110 G ISCREENADAPTOR 17 4054 B lFDMD MEETING RAIL 19 4066 WS7P..187 X.230, FIN SEAL 21 4105 SASH TOP & BOTTOM RAIL 22 23 1683 225-1 WSTP,250 X 270 HAM,FIN SEAL ROLIMHOIIMG&GUIDE 24 226 BRASS ROLLER WHEEI S 29 4128 HORYZONTALROLLER SAM TOP GUIDE 32 4006 D SASHMEErMORAIL 33 1235 IWSTP,.170 X.270 BACK, FIN SEAL 35 1096 ISWEEPIATCH 36 1016 1#8 X.625 PH. FL, SMS 37 4126 IsAsHummit. 38 1683 IWSTP,2M X 270 BAG2G, FIN SEAL 39 7070 BUIBWEATHBRSI'RIP.187X.275 40 13/16" LAM] 10-1/8"A LIFT RAIL COVER CAP 41 4139 I.F. FRAMBHFAD 42 4140 1Y.FRAMBSII.L 43 4141 JY. FRAME JAMB 50 GLAZING SRdCO ; DOW 09,995ORF* Sl 1224 MNYLG3LAZINGBEADBULB HICi{ 52 1225 iMNYLOLAZINGBRADMABMW 53 1 4039 B G LAZINGBEAD-5/16" 54 4044 13 G LAZINGBEAD-5/16" WICRILLKIT 55 4222 A G$AZINGBEAD-7/16" 56 985 C GAZINGBEAD-7/16" W/GRILL KIT 59 4067 GAAZINGBBAD-13116" 60 GRASS 5/16" LAM] 1/8" A .090 PVB, 1/8" A 61 " 5116" LAM] 1/8" A .090 1/8" HS 62 91 5/16' IAM] 1/8" HS, .090 PVB; I/8" HS 63 POLYPROP. 7/16' LAM] 3/16" A..090 PVEk 3/16" A 64 " 7/16' LAMP 3/16" A..090PVQ311W M 65 PO YPROP. I 7116" LAM] l3/16" HS .690 PVB_ 3/16" HS) MAT'L PGI'# 1TFA4 DWG2/ REV DESCRIPTION MAIL &6646 AL 612237 66 GLA 13/16"JAMIIG-1/8°A IN. 3l8"AIRSPA 5/16"]AMI U8"A .090PM 6063 -TS AL 612244 67 IYW IAM] I0•11VA 318" AIR SPAM 5/16" LAMI (1/r&.090 PV 7834AA 68 " 13116" IAMI IG IIIA WWI 31V AIR SPACZ 5116" ]AMY 1/8"HS .090 Pi 6063-T5 AL 69 " 13/16" IAMI IG•3/16"A IN.) 5/16" AIR SPACE 5/16" IAMJ 1/8"A, .0901 6063 -TEAL 69136 70 13/16"IAM]IG3/16"A IN. 5116"AIRSPA S/16"]AMIJIVA,.090 6063 -TEAL 64137 71 " 13116° IAMIIG•3/16"A WIN.1 5/16" AIRSPAGKS/16" IAMI 1/8"HS,.090 6063 -TEAL 64131 72 " 13/16" LAM] 10-1/8"A IN. 1/4" AIR SPA 7/16° ]AML (3/19A,.090 P1 POLYP". 71298 73 IY16"IAMI141/8"A IN. 1/4•AIR SPACA7/16"IAMI M6A..09DP1 7PAD1626 74 13!16" LAMI IG I/rA IN, 1/4' AIR SPA 7/16" IAM] 16"HS .0901 6063 T6 AL 617L2S 75 13/16" LAW IG•3116-A . 3/16" AIRSPA Me LAM 16"A .090 74112225 76 " 13!16" IAMIIGY16"A OM.),3/16- AIRSPA 7/16" IAW 3/16"A .090 781 A 77 " 13116" IAMII&3/16"A 3/16" AIRSPA 7/16" YAMI 6"115 .091 90 1014 SaUMPRANE &VM 3105-H14AL 6063-TSAL 60100 91 1630 SCREINOORNERKEYWAUNGS POLYPROP. 163 67T6 AL 64054A 92 1631 SCREHN CORNERKEY W/OUT RINGS PO YPROP. I 64f 93 1073 St ROM SPRING ST ST. o1o83ti F 951635 SCRM SPl M-.135 DTA. HARD EM PVC ,alum 96 SGU1 CYATH "RWHL2 44128N L 64106 2.710 67S16G 71096 7858 64126 616830 2824 L L --Au 67070K .081 74078"0° LORR 64139 E6414 47 I.F. FRAME HEAD #4138.8083-T8 PRODUCTRB WO K 2.784 as coo* rodaa 64039E No 644703 082 3.152 80�� 6995 m� 6985 L7.082 64067 1.988 43 I.F. FRAME JAMS #4141.8083.78 'LYNN L`� a•�� • VG6M3E • .�* 2.710 j >�No.68705 42 I.F. FRAME SILL =� #4140.8083 -TB °ivfpQp� STA OF �Gl� ONO7 NOLoor�ae PARTS LIST _�• NOKOMIB, FL34278 nAe ��/�ss.!�COR10?... PxL sgx,5'2D ALUM. HORIZONTAL ROLLER WINDOW IMPACT '%,,� .�` NOMM. FL 34474 Ata #' NA740 Z8 6 d 1'1 4927-10 � AL P.B. Mm PE .082 1. 73 1173 I+---2 O FLANGE FRAME HEAD #4102A, MOMS j —+—.= .490 T— f -mm-►i O SASH STOP #4026, 6003-T5 �+-'i•348� 1F LL � --2.710—may O FLANGE FRAME SILL #4136,6083 -TB .081 .437r I .40 O HORIZ, ROLLER TRACK #4131, 0063-1-8 2J 79 .002-0 �7 1.081 f - 21 SASH TOP & BOTTOM RAIL32 SASH MTG. RAIL #4133,6083-T8 #40061),6083HS-78 54 GLAZING BEAL, 5/16- 040448. SD03-76 /16"040448,0003-T6 (USED W/GRS.L WT) 060 I k 0 Al 1.m i+ ---m T 55 GLAZING BEAD 7116" #4ZM& 6063•T6 1.187 3.4 W O FRAME SILL ADAPTER #4137,6003•T8 7?-- .082 17 FIXED MEETING RAIL #4084B,8063HQ-T8 37 SASH SIDE RAIL #4128,6043-T6 060.878 - 1.115 58 GLAZING BEAD, 7/16" #9650, MOM (USED W/ GRILL KIT) O SASH STOP COVER #4053, W63 -T6 11--2.784 1.383 .082 93 FLANGE FRAME JAMB 94007A, 8063-78 VL.878 1.008--ice+-� O GLAZING SEAIJ, 5/16" #4030,6063-T6 � . 050 T— —1.097 59 GLAZING BEAD, 13/16" #4087,0083.76 IIECHNGLCGV DRNE �.n. nvv.viry NDKOW .Fl. P.O.agxIl;3rn6 ALUM. HORIZONTAL ROLLER WINDOW 1 NDKO3S, FL 3427e Vbfb& B HRM ;Sff 7 • 11 amm4127--10 PRODUCTRUVISM u,"Florida o! e ua �,�tLYNN utuu�r, ` * No. 58705 �* ONS AL tE A LYNN RE P." 68766 ANCHOR QUANTITIES, xox 9/4-112-1/4) NNDOWS TABLE 4 NOTES: GLASS TYPES A,B,C.G,H,I GLASS TYPES D,E,FAK L 9. ANCHOR TYPES: ANCHOR TYPE 2,3, WOOD 2. CON( 1, CONC 2,3. WOOD 2, CONC 1. CONC 1-1(4" ELCO TAPCONS 2 -1/4' ELCO SS4 CRETE•FLEX 3 - 812 STEEL SCREWS (GS) & 8U�TRATE NES ZONES ZO 8 NE8 uim 2. GLASS TYPES: WINDOW SIZE HEAD & SILL HEAD & SILL HEAD & SILL HEAD & SILL HEAD & SILL HEAD & BILL A. 8/18" LAMI - (1/8' A,.=, V8" A) FOR INSTALLATION IN THE HVHZ ABOVE 30 V B. 6118° LAMI - (1/8' AMO. I/8" HS) FT, GLASS TYPES G - L SHALL HAVE A C. 8/18" LAMI - ('U8" HS.JXXt,1/8- HS) TEMPERED I.G. GLASS CAP. BOTH THE OP AND 63.125x38.376 1+02+1+L2+1 2 1+(+1+(+9 2 1+(2+1+C2+1 2 1+C2+1+(2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 D. 718" LAMI - (3118" A,.681).3118' A) ANCHOR QUANTITY REMAIN UNCHANGED. 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+(2+1 3 1+(2+1+C2+1 3 E-7116"LAMI-(3/18"A.A0.3/1(" HS) 80.026 1+02+1+C2+,1 3 1+(2+1+02+1 3 1+C2+1+(2+1 31 1+C2+1+(2+1 3 1+(2+1+(2+1 3 1+C2+1+C2+1 3 F. 718" LAMI - (318" HS,.080. 3118" H6) G.13/18" LAMI 10 -118" OR 318" A (MIND, 8116" OR 378- SPACE, 8M8° LAMI - (1(8" A,.M,1(8" A) 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 H.1316" LAMI IG -1(8' OR 3(18" A (MIN.). 818' OR 318" SPACE, 6118"LAMI - (1(8" &.09% 118" HS) OM WO 1+C2+1+C2+1 3 1+C2+1+C2+1 31+C2►1+C +1 3 1+02+1+02+1 3` 1+( +1+t�+1 S 1+02+1+( +1 3 I. 1316" LAMI IG -1(8" OR 3118" A (MIN.I W16" OR 3/B" SPACE SJ18" LAMI - (1/" HS„x.118” HS) J. 1318" L.AMI IG -1/8" OR 3118' A (MIN.), 3/18" OR 1(4- SPACE, 7116" LAMI - (31(" A 020.3/16" A) 63.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+0+1+(2+1 3 1*(3+1+C3+1 3 K.1311W LAMI IG - V8" OR 3/16" A (MIN.), 3116" OR 114" SPACE, 718° LAW - (311(' A,=, 318" HS) 80.CMx 35.378 1+(2+1+(2+1 2 1+C2+1+C2+1 2 1+0+1+(2+1 2 1+C2+1+C1+1 2 1+(2+1+C2+1 2 1+C2+2+(x+1 2 L 1316' LAMI IG -1fi" OR 3718" A (MIN.), 3110' OR 114- SPACE, 7116" LAMI - (318" HS,.060, 3116" HS) 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+(2+i 3 1+C2+1+(2+1 3 1+C2+2+02+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 60,828 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C2+1+C Z+1 3 1+(2+1+{2.+1 3 1+C2+2+C2+1 3 DIMENSIONS. FOR WIDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 54.000 1+C1+1+C2+1 3 1+(2+1+(2+1 3 1+C2+1+C2+1 3 1+C2+1+C1+1 3 1+(2+1+(x+1 3 1+C2+2+C2+1 3 HEAD & SILL: 101/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. CO.000 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C2+1a(2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+(3+2+q+1 3 25 3W MAX. FROM CORNERS. JAMBS: W MAX. FROM CORNERS AND 221/2" MAX. O.C. 03.000 1+C2+1+(2+1 3 1+(2+1+(2+1 3 1+(2+1+C2+1 3 1+(2+1+(2+1 3 1+(2+1+C2+1 3 1+C3+2+p+1 3 TABLE KEY: 74.000x38.378 1+C2+2+C2+1 2 1+C2+1+C2+1 2 1+C2+2+C2+1 2 1+C2+2+02+1 2 1+C2+2+C2+1 2 1+Cx+2+(2+1 2 X O x 46.000 1+(2+2+(2+1 3 1+C2+1+C2+1 3 1+(g+2+ 2+1 3 1+C2+2+(2+1 3 1+C2+2+C2+1 3 1+(2+2+(2+1 3 1+C2+4+C3+9 1 3 -+--ICHOR QUANTITY PER JAMB 60.825 1+(2+2+(2+1 3 1+C2+1+02+9 3 1+02+2+02+1 9 1+01+2+0201 3 1+02+2+G2+1 3 i+0162+(2+9 3EAD AND SILL ANCHOR QUANTITY. KOW 1+C2+2+C2+1 3 1+C2+1+02+1 3 1+C2+2+C2+1 3 1+(2+2+C2+1 3 1+C2+2+C2+1 3 1+C3+2+C�+1 3 LL.��_ A CLUSTER OF (3) ANCHORS CENTERED 60.OW 1++2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+(2+1 3 1+C2+2+C2+1 3 C« 1+(x+2+C2+1 3 1+C3+2+1'+1 3 AT EACH MEETING RAIL Pl� 0xV ANCHOR AT EACH OPERABLE VENT 83.800 1+(2+2+(2+1 3 1+C2+1+C2+1 3 1+C3+2+C3+1 3 1+C3+2+C3+1 3 1+C2+2+C2+1 3 1+C3+2+C3+1 3 PLUS (4) ANCHORS AT FIXED SECTION. 84.000x 38.378 1+C2+2+(2+1 2 1+C2+-4C2+1 2 1+C2+2+(2+1 2 1+C2+2+C2+1 2 1+(2+2+(x+1 2 1+C2+3+02+1 2 (12) ANCHORS TOTAL AT HEAD AND SILL. 48.000 1+(2+2+(2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+Cx+1 3 1+C2+2+(2+1 3 1+C2+3+C3+1 3 (3" MIN. O.C. ANCHOR SPACING) 50.028 1+C2+2+C2+1 3 1+02+ZHA+1 3 1+(2+2+02+1 3 1+C2+2+02+1 3 t+C2+2+(2+1 3 1+(2+3+C3+1 3 64.01 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+(2+2+(2+1 3 1+C2+2+(2+1 3 1+C2+2+C2+1 3 1+04+3+C4+1 3 263141 mm 1 -+^{ � --3' MIN. 80.000 1+C1+2+C2+1 3 1+t2+2+C2+1 3 1+03+2+C3+1 3 1+(2+2+(2+1 3 1+(2+2+C2+1 3 1+04+3+04+1 3 83.0100 1+C2+2+C2+1 3 1+(2+2+C2+1 3 t+C2+2+p+1 3 1+03+2+C3+1 3 1+(2+2+C2+1 3 1+C4+3+04+1 3 �� X O X 100.375x3B.375 1+CZ+2+C1+1 2 1+(2+2+(2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 21+(2+3+C2+1 21+(2+4+(2+1 2 T PRODUCrRRVIM 48.000 1+C2+3+Cd+1 31+(2+2+(2+1 31+C3+3+C2+1 31+C3+3+Cp3+1 31+C2+3+(2+1 31+C3+4+03+1 3 MTG. RAIL, TYP. 8�d� U�PL°rlde 80.05 i+0+3+(2+1 3 1+02+2+01+1 3 1+C8r3+C3+1 3 1+C3+3+C3+1 3 i+C3+3+C3+1 3 1+C $+4+C3+1 3 EXAMPLE CLUSTER W/ QTY. OF {3) ANCHORS 84.00 1+C3+3+C3+1 3 1+C2+2+C2+1 9 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C4+4+C4+1 S (SHOWN IN TABLE KEY ABOVE) I{p 80.000 1+C3+3+C,3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 9 1+C4+3+CA+1 4 1+C3+3+C3+1 3 1+C4+4+04+1 3 KC Dab 0=0 1+t2+3+C3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+04+3+04+1 4 1+C4+3'-CMI 3 1+C8+4+C5+1 3 253f4"MAX. 1/2-TYP. 111JX0 x 38.376 1+C2+3+C2+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 3 1+C2+3+(2+1 2 i+C2+4+(2+1 2 48.000 1+02+3+2+1 3 1+C2+2+CZ+1 3 1+C3+3+C2+1 3 1+C3+3+C3+1 3 1+(2+3+C2+1 3 1+C2+4+C3+1 9 S„ ]REF`�� ONY LYNfy '�i'i 00.825 1+02+3+02+1 3 1+C1+2+02+1 3 1+C3+3+C3+1 3 i+(2+3+Cx+1 3 1+C3+3+C3+1 3 1+C3+4+p+1 3 X O X �� • �CENSF'��lt'9�i� `. 54.000 1+C3+3+C3+1 3 1+02+2+02+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C2+3+C3+1 3 1+04+4+C4+1 3* i 110.687(18 00.CI001+C3+3+C3+1 3 1+a+2+C2+1 3 1+CA+3+04+1 311+04+3+04+1 4 1+C3+3+Cx+1 3 1+C4+4+C4+1 3 MTG. RAIL, TYP. - 63.1 1+(3+3+C3+1 3 1+C2+2+{2+1 3 1+C4+3+C4+1 311404+3+04+1 4 1+04+3+04+1 3 1+05+4+08+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS = -o `. Jd rmr7frr xocwavoe7wa r u. '�p� Q STA�kl'�e�i,; 14",.E�LOGY ANCHORAGE 3PAC/A1td XOX 9/49!2-114 JJa amnr 0 ®lGCXPlVW7-viWTX=. KMONS,FL NM TM� '.S'S+ LJG.� FJL 4It a UPaA7E7A18E4,8ElECTVAIUEBtHTOAMtCHORCAP ADd P.attgx,e� ALUM. HORIZONTAL ROLLER WINDOW IMPACT It fill" NA��.�` aaR to P-0- .+L 3+2ra Visi* BMW A LYM P.E. pK y ,� & ral7ro Mil e 11 1 4927-10 E Pest TYPES & SUBSTRATE I ZOITES I ZOPES ZONE3 I ZONES I ZONES I ZONES WIN =8 SIZE HEAD & S&LIII HEAD '& SILLIII HEAD & SILL l IEAD& SILLIII HEAD & SILLIII HEAD & SILL W V H 48.800 60.826 SCOW 60.000 83.01W 3&376 4&0O W.826 64.000 60.E 48.00 1+C2+1+C2+1 3 1+(2+1+12+1 3 1+02+1+{2+1 31 1+(2+1+C2+1 3 1+C2+1+(x+1 3 1 1+C2+1+102+1 3 50.626 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+(2+1+C2+1"3 1+12+1+C2+1 3 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+(2+1 3 1+(2+1+C2+1 3 1+C2+1+12+1 3 1+p+1+C3+1 3 10.000 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C3+1+03+1 3 53.000 1+02+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+F2+1+CZ+1 3 1+CZ+1+C3+1 3 x 38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+(2+1 2 1+(2+1+C2+1 2 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 0.826 1+C2+1+C2+1 3 1+C2+1+(7+1 3 1+C2+1+(2+1 3 1+(2+1+C2+1 3 1+C2+1+C2+1 3 1+CS+1+C3+1 3 54.11 1+(2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C1+1 3 1+(2+1+(2+1 311+C2+1+02+1 3 1+C3+1+(2+1 3 8DJ000 1+(2+1+C2+1 3 1+G1+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C:3+1 3 63.000 1+(2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+(S+1 3 1+(s+1+C 3+1 3 1+C2+1+C2+1 3 1+C 3+1+(G+1 3 X 35.378 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 1+(2+1+C2+1 2 48.0 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+0+1 3 1+0241+C2+1 3 1+C2+1+(2+1 3 1+C3+1+C3+1 3 Ii0.626 1+C2+1+02+1 3 1+C2+i+02+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+03+1 3 54.00 1+C1+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+03+1+03+1 3 60.00 1+C7+1+(2+1 3 1+C +1+C;2+1 3 1+03+1+0«•1+1 3 1+C3+1+C3+1 3 1+C2+1+(2+1 3 1+C3+1+03+1 3 63.10 1+07+1+CZ+1 3 1+C2+1+Ci2+1 3 1+03+1+03+1 3 1+CS+1+C3+1 3 1+C2+1+(2+1 8 1+C3+1+C3+1 3 X 38X6 1+C2+1+(7+1 2 1+C2+1+C7+1 2 1+C2+1+CZ+1 2 1+C2+1+(*+1 3 1+C2+1+02+1 2 1 1+0.1+1+(2+i 2 48.080 1+02+1+C2+1 3 1+(2+1+(2+1 3 1+C2+1+C1+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+CS+I+p+1 3 W.625 1+C1+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+Cg+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+q+1 3 84.000 1+(;2+1+67+1 3 MI+C2+i+C2+1 +1 3 1++C3+1+CS+1 3 1+C3+1+C3+1 3 1+02+1+02+1 3 1+C3+1+03+1 3 80.000 1+C2+1+C2+1 3 1 3 1+C3+1+C3+1 3 1+C3+1+C8+1 4 1+C3+1+C3+1 3 1+03+1+03+1 3 83.000 I+C3+1+C3+1 3 +1 3 1+C3+1+C3+1 3 1+p+1+CS+1 4 1+C3+1+Ci+i 3 1+C4+1+04+1 4 x38.378 1+C2+1+C2+1 2 +1 2 1+C2+1+C3+1 2 1+(2+1+02+1 3 1+C2+1+C2+1 2 1+02+1+C2+1 2 48.00 1+02+1+02+1 3 1 3 1+C2+1+(7+1 t3l+C3+1+C3+1 (7s1+02+1 3 1+02+1+(2+1 3.1+C3+1+0+1 3 0:828 1+C1+1+02+1 3 +1 3 1+C2*1+C2+1 C2+1+02+1 441*CS+I+C3+1 +(;1+1+02+1 3 1+C3+1+03+1 3 84.000 1+C2+1+C2+1 3 +1 3 1+C3+1+C3+1 p+1+C3+1 +C2+1+C2+1 3 1+C3+1+p+1 3 CO 00 1+02+1+02+1 3 1+02+1+02+1 3 1+03+1+C3+1 +03+1+03+1 3 1+CA+1+C4+1 4 83.00 1+p+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+(3+1 C3+1+C3+1 3 1+04+1+C4+1 74 NOTES: 1. ANCHOR TYPES: 1- V4' ELCO TAPCONS 2 -1/4- ELCO SS4 CRETE -FLEX 3-#12 STEEL SCREWS (G6) 2 GLASS X18° LAMIS- (1!8° A„OSO, 'U8° A) FOR INSTALLATION IN THE HVHZ ABOVE 30 B. 5118- LAM - (118' A,=,1/8' HS) FT, GLASS TYPES G - L SHALL HAVE A C. 6118' IRAN - (1/8- HS«M,'US° HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND D. 7118° LAM! - (311(r A,.09D, 3118' A) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7118° LAMI - (3118' A,.090, 3/18" HS) F. 7110' LAM[ - (3118' HS M, 3H8' HS) 0.13118' LAMB IG -1/8' OR 3/18' A (MIN.). SMS' OR 318- SPACE, 611W LAME - (118° kM,1/8' A) H.13118' LAMI IG -118' OR WISP A (MIN.), 6/18' OR 318' SPACE, E18' LAMI - (118' A,=, lir HS) 1. 13118° LAMI IG -1B' OR 3118' A (MIN.). SPIE" OR 3V SPACE, SMS' LAMI - (118' HS,.090,1/8' HS) J. 1311W LAM IG - Iff OR 3M8- A (MIN.), 3118' OR 114- SPACE, 7116' LAM! - (3H8" A,.000, 3/18' A) IC 1311W LAMI 10 - IV OR SMI' A (MIN.), 3/18' OR 114- SPACE, 7118' LAMB - (3/18-A,.08D, 3118° HS) L.. 13118' LAMI IQ -1/8' OR 3118' A (MIN.), 311W OR 114' SPACE, 7118' LAM[ -(311W HS„090, 3118- HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING -- DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. HEAD & SILL: 101/2' MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE 26 314' MAX. FROM CORNED IAMBS: W MAX. FROM CORNERS AND 221/2' MAX. O.C. TABLE KEY. A g X +CS+1+33+1 3 ANCHOR QUANTITY PER JAMB HEAD AND SILL ANCHOR QUANTITIES A t2..USTER OF (3)ANCHORS CENTERED ON EACH MEETING RAO. PLUS (1) ANCHOR AT EACH OPERABLE VENT PLUS (1) ANCHORS AT FDCED SECTION. (9) ANCHORS TOTAL AT HEAD AND SILL. (3' MIN. O.C. ANCHOR SPACING) 26 314' MAX. I--3' MIN. 9'FUF• X O X MTG.memo TYP. — ——RcimDinaaide EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS M r (SHOWN IN TABLE KEY ABOVE) 26 314' MAX. 1/2' TYP. !E 3' MIN 11It N NY LYNN 9' REF. X 0 X ` oc ,....... T y\CENSF �r No. 58705 * ' MTG. RAIL., TYP. = EXAMPLE CLUSTER W1 QTY. OF (4) ANCHORS o ��0 STA F ANCHOMISE SPACING, XOX 113-113-9/3 ; F.!°CORLOp.•_;��` I I �w 3% ALUM. HORIZONTAL ROLLER WINDOW IMPA� •,i� vNAL "�\�' FIG 4/14/07 0 URVA7FTAWRASELECT VAU4WDUBTOANCHGRC .A” P.O.agX162B !1111 j1\\ 1 V�vpppy NOKOMIS,PL847'4 V(d6iS Aette► eaec Ap10 �r ALYb@1 P.E. FIG 2"m I./ 8P2m #MID NTSj'9 a 11 4127-10 E P.e.#WM ANCHOR QUANTITIES, XO & OX WINDOWS TABLE 6 NOTES: 1. ANCHOR TYPES: 1 - 9/4• ELCO TAPCONS 2 -1/4" ELCO S64 CRETE-FLEx 3 - #12 STEEL SCREWS (GS) 2. GLASS TYPES: D A 5/18° LAMI - (1/8 A,.0W,11W A) FOR INSTALLATION IN THE HVIR. ABOVE 3D S. MIS' LAMI - (lW A,.010,1/8• HS) FT. GLASS TYPES G - L SHALL HAVE A C. 5118° LAMI • (1/8° 1-13,.090,1fiHS) TEMPERED LG, GLASS CAP. BOTH THE DP AND D. 7/18° LAMI - (3118"A,=. 3116- A) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7118° LAMI - (3/18" A,=. 311(° HS) F. 7118 LAMI - (3116" HS490, 3fIV HS) G.13/18" LAM IG -1/8" OR X10' A (MIN.), 6118° OR 3V SPACE, 6118° LAM -(118° A,.080,18"A) H.13/18" LAMI IG -118" OR 3118° A (M1N.15118° OR 3Ar SPACE, 5J18 LAMI - (118 A,.080,1/8• HS) L 13M(r LAMI IG -118 OR 3118"A (MIN.), 8118" OR 318 SPACE, 8MB LAW - (1fi" HS, 090,1/8 HS) J.13/18" LAM[ IG - VB OR 311W A (MIN.), 3118 OR 1/4" SPACE, 7110° LAMI - (3M8 A .090, 3)1(° A) K. 13/18 LAMI IG-1J8.OR 3118 A (MIN.). 3118 OR 1/4• SPACE, 7/18 LAMI -PIG-A,.090, 3118 HS) L. 13MW LAMI IG-1/8.OR SMS' A (MIN.), 3M8 OR 11C SPACE, 7/18 LAMI - (3M8 HS,A80, 3 MW HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS, FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. HEAD & SILL: 101/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 18 314• MAX. FROM CORNERS. JAMBS: 8 MAX FROM CORNERS AND 221/2" MAX. O.C. TABLE KEY: O X 2+133+2 3 -ANCHOR QUANTITY PER JAMB HEAD AND SILL ANCHOR QUANTITIES A CLUSTER OF THE CENTERED ON THE MEETING RAIL PLUS (2) ANCHORS AT OPERABLE VENTANDOTA SECTION. N ANCHORS TOTAL AT HEAD AND SILL (3" MIN. O.C. ANCHOR SPACING) �«•�8 314° MAX. I -moi 1--3" MIN. REF. X O PRODUCTIlAwam MTG. RAIL o..Af mewwi Flosida Omb (SHOWN IN TABLE KEY ABOVE) EXAMPLE CLUSTER W1 QTY. OF (3) ANCHORS Dun 9MM-62. 8314°MAX. 1 112• TYP. M!N, r REF. X O ``�ONV LYNN y- 'ytceNSF •, p T =*' MTO RAN N0.58705 - i1trv^, e - EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS p z- .(� •. ANCHORAQESPACIN(3 OX ,�F�s.�xomoP.• ms � .•. -� _ ALUM HOlVZONTAL ROLLER MDOW, IMPACT '��, �O(IN''''A11L��.�• $¢sppp Bea st „e., °i-� - ALYNiV tAItL P.E, foafo AIT3 f0 -r 99 4927-90 E PE@88986 ANCHORTYPE & SUBSTRATE GLASS TYPES A,B,G,H GLASS TYPES C,D,E,FAJ,K L 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONIC 1, CONC NES ZONES ZONES ZONES ZONES ZONES WINDOW SIZE yy d N m t y VJ N Q N Q ih to afi -a 111 -� ot} 5' aD <' Ns -�a3 -� 37.000 x 38.376 48.000 60.825 64.000 60.000 63.000 1+C2+1 2 1+C2+1 2 1+C2+1 21+132+1 2 1+132+1 2 1+132+1 2 1+C2+1 3 1+132+1 3 1+C2+1 3 1+C2+1 3 1+132+9 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1 1+132+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1 1+C2+1 3 1 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 i+C2+1 3 1+C3+1 3 48.000 x 38.375 4&000 50.625 54.000 60.000 63.000 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+02+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+132+1 3 1+132+1 3 1+133+1 3 1+132+1 3 9+132+1 3 9+133+1 g 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+CS+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 53.125 x 38.376 4&000 50.626 64.000 60.000 63.000 1+132+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+02+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+02+1 3 1+C3+1 3 1+CZ+1 3 1+C2+1 3 1+C3+1 3 1+03+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+03+1 3 1+C3+1 4 1+C2+1 3 1 1+C3+1 3 1+C3+1 4 1+C2+1 3 1+C3+1 3 1+133+1 4 1+C3+1 3 1+C4+1 3 1+C3+1 4 1+C3+1 3 1+C4+1 3 60.000 x 38.375 48.000 50.626 54.000 60.000 03.000 83.000 1+C2+1 3 1+C2+1 2 2+C2+2 2 1+C2+1 3 1+C2+1 2 2+C2+2 2 1+C2+1 3 1+C2+1 3 2+C3+2 3 1+C2+1 3 1+C2+1 3 2+C3+2 3 1+C3+1 3 1+C2+1 3 2+03+2 3 1+C3+1 3 1+C2+1 3 2+C3+2 3 1+C3+1 4 1+C2+1 3 2+C3+2 3 1+C3+1 4 1+C2+1 3 2+C3+2 3 1+C3+1 4 1+C3+1 3 2+04+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 68.000 x 3&375 48.OW 60.825 64.000 eMOM 63.000 2+C2+2 3 1+C2+1 2 2+C2+2 3 2+C2+2 3 1+132+1 2 2+C2+2 3 2+C2+2 4 1+C2+1 3 2+433+2 3 2+C2+2 4 1+C2+1 3 2+133+2 3 2+C3+2 4 1+C2+1 3 2+C3+2 3 2+03+2 4 1+C2+1 3 2+C3+2 3 2+C3+2 4 1+C2+1 3 2+03+2 4 2+133+2 4 1+C2+1 3 2+C3+2 4 2+C3+2 4 1+C3+1 3 2+04+2 4 2+C3+2 4 1+C3+1 3 2+04+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 2+C3+2 4 1+C3+1 3 2+C4+2 4 74.000x 3&376 46.000 60.625 64.000 60.00D 63.000 J.J fOH7/lf 2+C2+2 3 2+C2+2 2 2+C2+2 3 2+C2+2 3 2+C2+2 2 2+C2+2 3 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+133+2 4 2+C2+2 3 2+133+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+03+2 4 2+C3+2 3 2+C4+2 4 2+C3+2 4 2+C3+2 3 2+C4+2 4 2+133+2 4 1+133+1 3 2+C4+2 4 2+p+2 5 Z+C3+2 3 1 2+134+2 4 2+C3+2 4 1+C3+1 2+2+ 3 134+2 4 2+C4+2 5 133+2 4 2+C4+2 6 B OCNA4tQ6naeffEE1 1070TECHUMOorowve D AODED/0QAP7nBE7E6l!'�2ED +90FT1f07E nroltoau8,ra.3aD8 c c)uDrn��eroe,,es crunLtrEao>r�7nnacxoRc4P P.o.agxfsee .. pyo ItlOKQMi8, FL 9/27/ y/g (y maw J.ft 8/241If PJG pR p,q; Pic y� ,u MIN. KSI 13/4° MIN. E.D. TYP. 2x WOOD BUCK. CONCRETE NOTE 3 •.�' ' NOTE 1 1x WOOD ' BUCK, NOTE 3 1/4 LT MAX. SHIM CONCRETE WOOD ANCHOR ANCHOR, NOTE 1 DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 114• MAX SHIMmi 1141 MAX SHIM 1 1 I .. WOOD i CONCRETE ANCHOR ANCHOR 13V MIN. MAX. •--� SHIM NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADS COUNTY, USE ONLY MIAMI -DADS COUNTY APPROVED 114" ELCO TAPCONS EMSEDED 13W MIN. OR 1141 SS4 CRETE -FLEX EMBEDED 1 WW MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1314". FLATHEAD ANCHORS MUST BE #12 TRIMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE 612 STEEL SCREWS (GS) OR 114" SS4 CRETE -FLEX WITH #12 Tf7dMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 112". lx WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1121 THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4, FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8063-T6 AND A MINIMUM OF'l/6" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETPJLS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 6. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER 11 MIN DISSIIvuL MATERIALS SHALL MEET Inc REQUIREMENTS OF FLORIDA BUILDING CODE. (1.6 KSI CMU) OR PER NOTE 1 (3.4 KSI CONCRETE) NOTE 2 NOTE 1 1314" EXTERIOR INTERIOR •,' °MIN. E.D (HEAD & SILL DETAILS A, B, C, D, 0 & H) TYP. 2x WOOD BUCK, NOTE 3 1x WOOD BUCK, NOTE 3 _T SEE NNUNI DETAIL E DETAIL F INTERIOR (JAMB DETAILS E. F & I) TYPICAL FLANGE FRAME JAMB SECTIONS � EXTERIOR CONCRETE DETAIL H (HEAD) NOTE ANCH ANCHOR, NOTE 2 NAILING 131 DIA. MIN. x 21/21 NAIL PxODUCTRw4nw AT CORNERS AND 81 O.C. asomnoftwhhthoFtotide TYPICAL DETAILS G. H & 1. „1 ` �1 AY, LFSHIM MAl4X1. SHIM , $ 1SEE ►. PmA°olQmgr° ,t ..NOTE 1 1MIN. NAILING 1 a 1 3/41 MIN. 1 ' \1111tt! 3.4 KSI E.D. TYP. BEE NAILING `�. �y L NMIN. �': CONCRETE 23cWOOD • 1'' • GENSF•.<< DETAIL C mIU DETAIL D * DETAIL G (SILL) DETAIL I (JAMB) N.. 66706 TYPICAL FLANGE FRAME SILL SECTIONS TYPICAL INTEGRAL FIN FRAME SECTIONS = v ? Ci ` t I AA' 1WVIN711 F OMMOETMBSHor DANE NOKQA98.Fl 30278 t,. ANCHORAGE DETAILS Tee �� BTA F� %O •' �ORIOP. iisS, •... (%�� =mf% am10NITECHNOLOflY LR �SOH1 d AtOf2fANG>J rH18S1/EET FK=4lib707 c Patxpt,aae ALUM. HOWOWALROLLERWNDOW,IMPACT two �•,,,�NA�\\\�• RK 228A78 JJ Sam NOICds1I8.R3ffi74 l>isr beraor 7az7,o /calf 11 a 11 4127-1U E Al KERN= Nuffing i of Florida Inc. I Established 1967 Your Project is Our Commitment Geotechnical • Testing • Inspection ANTROBUS-SHEPARD RESIDENCE ADDITION 295 NE 95TH ST. MIAMI SHORES, FLORIDA 33138 FOR MS. ALISON ANTROBUS 295 NE 95TH ST. MIAMI SHORES, FLORIDA 33138 PREPARED BY NUTTING ENGINEERS OF FLORIDA, INC. 2051 NW 112TH AVE, SUITE 162 MIAMI, FLORIDA 33172 PROJECT NO.: 1695.1 AUGUST 2013 Geotechnical & Construction Materials Engineering, 'Testing & Inspection Environmental Services Offices throughout the state of Florida enrww.nuttingengineers.com info@nuttingengineers.com 1 1 Nutting Engiwe& elk rs of Florida Inc. I Established 1967 Your Project is Our Commitment 2051 N.W.112th Avenue, Suite 126 Miami, Florida 33172 305-557-3083 Toll Free: 877 -NUTTING (688-8464) Fax: 305-824-8827 Broward 954-941-8700 Palm Beach 561-736-4900 St. Lucie 772-408-1050 ►nww.nuttingengineers.com V) QJ August 21, 2013 cu N Ms. Alison Antrobus 295 NE 95h St. Miami Shores, Florida 33138 Phone: (305) 951-2590 ° Email: Alison@antrobusramirez.com C: UJ Subject: Report of Geotechnical Exploration Antrobus-Shepard Residence Addition 295 NE 95"' St. Miami Shores, Florida 33138 Ln a Dear Ms. Antrobus: c Nutting Engineers of Florida, Inc. (NE) has performed a geotechnical exploration for the N proposed residential addition to be constructed at the referenced site. The purpose of this I exploration was to obtain information concerning the site and subsurface conditions at a specific c test location in order to provide recommendations for the proposed construction. This report presents our findings and recommendations. QJ Q) 0, PROJECT INFORMATION c LU Per our conversation on August 1, 2013 and review of the plans and photographs provided, we L understand that plans for this project include constructing a 2nd story addition over the existing B kitchen and dining area of the residence at the referenced site. It is also our understanding that the � project structural engineer is anticipating reinforcing the existing footings and constructing two o columns with column pads within the interior area. If any of the above information is incorrect, we should be notified in writing in order to review our recommendations. GENERAL SUBSURFACE CONDITIONS O V Subsurface Exploration In order to explore the subsurface conditions at the site, one Standard Penetration Test (SPT) boring was performed to a depth of twenty five feet below the prevailing ground surface. The v location of the test boring is indicated on the attached Test Boring Location Plan. The test boring B O v l7 OFFICES Palm Beach Miami -Dade St. Lucie 1 report is presented in the Appendix of this report. The boring location was established in the field ' using approximate methods; namely, a measuring wheel and available surface controls. Test Boring Results ' The appended test boring log present information and descriptions of the subsurface conditions as well as "N" values at the test boring location. The number of successive blows required to drive the sampler into the soil constitutes the test result commonly referred to as the "N" value. The "N" value has been empirically correlated with various soil properties and is considered to be indicative of the relative density of cohesionless soils and the consistency of cohesive soils. ' In general, the test borings revealed loose quartz fine sand to a depth of approximately thirteen feet below grade, followed by medium dense sand and limestone fragments to approximately eighteen feet. Below this layer, the boring revealed medium dense quartz fine sand to twenty five feet, the maximum depth explored. Representative samples collected from the SPT borings were visually reviewed in the laboratory by a geotechnical engineer to confirm the field classifications. A detailed description of the soil/rock profile is presented in the test boring record provided in the Appendix. Groundwater Table Observation The groundwater level was measured at the boring location at the time of drilling. The groundwater level was encountered at approximately eight feet below the existing ground surface. Fluctuation in the observed groundwater levels should be expected due to rainfall ' variations, seasonal climatic changes, construction activity and other site-specific factors. The immediate depth to groundwater measurements presented in this report may not provide a reliable indication of stabilized or long term depth to groundwater at this site. Water table elevations can vary dramatically with time through rainfall, droughts, storm events, flood control activities, nearby surface water bodies, tidal activity, pumping and many other factors. For these reasons, this immediate depth to water data should not be relied upon alone for project design considerations. Further information regarding stabilized groundwater elevations at the site could be developed upon specific request. ANALYSIS AND RECOMMENDATIONS ' Geotechnical Site Suitability Based on the boring performed for this project, it is our opinion that conventional shallow ' foundations can be used for support of the proposed construction following the successful completion of recommended procedures as verified by testing and observation by NE. Nutting 2 ' of Florida Inc I Established 1967 Preparation of the site to receive the new development shall include clearing and stripping of unwanted vegetation, grubbing of vegetative root systems and topsoil materials. This should be followed with proper surficial compaction and placement of the fill to attain the required construction grades. Subgrade preparation, fill placement and foundation construction should be completed in accordance with the recommendations presented in this report. The following sections present design criteria for foundations and our recommendations for site preparation and foundation construction. Foundation Design Once the site preparation recommendations have been successfully implemented as supported by observations and testing by NE, it is our opinion that the site may be developed with the proposed structures using conventional shallow foundations. An allowable soil bearing pressure of 2,000 pounds per square foot is achievable on properly compacted structural fill or native sandy soils following the successful completion of appropriate site work. We recommend a minimum width of 18 inches for continuous footings and 24 inches for individual footings, even though the soil bearing pressure may not be fully developed in all cases. We recommend that the bottom of footings be at least 12 inches below the lowest adjacent finished grade. Foundation Settlement Shallow foundations designed, supported, and constructed in accordance with the recommendations of this report are estimated to sustain a maximum total settlement of approximately 1 inch. Differential settlement between adjacent foundations should be approximately one-half of the total settlement. Distortions that occur along the wall footings due to differential settlement should not be more than 1 in 500. Floor Slab It is our opinion that the floor slab system may be constructed as a slab on grade. We recommend that the procedures described under the "Site Preparation" section of this report be used to prepare the floor slab subgrades. We recommend that a vapor barrier be placed between the soil and concrete. Site Preparation Topsoil, debris from the clearing operations, and any unsuitable soils as determined by the Geotechnical Engineer will need to be completely removed within the construction area. A iffiling 3 of Florida Inc I Established 1967 Nutting Engineer's representative should be present to observe that the stripping operations are performed as we have discussed herein. Upon approval by the geotechnical engineer, the stripped surface (no fill added at this tune) should then be thoroughly soaked with water and compacted until a density equivalent to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557) is achieved to a depth of at least 12 inches below the compacted surface. Any additional structural fill needed to bring the site to construction grade may then be placed in lifts not exceeding twelve inches in loose thickness. Each lift should be thoroughly compacted until densities equivalent to at least 98 percent of the Modified Proctor maximum dry density are uniformly obtained. Fill should consist of granular soil, with less than 10 percent passing the No. 200 sieve, free of rubble, organics (5 percent or less) clay, debris and other unsuitable material. The fill should have ASTM designation (D-2487) of GP, GW, SP, or SW, with a maximum particle size of no more than 3 inches or as otherwise approved by the geotechnical engineer. If the footing bearing materials become disturbed due to surface water resulting from precipitation and runoff, the unsuitable and disturbed soils should be over -excavated and replaced with structural fill meeting the above compaction requirement. GENERAL INFORMATION Our client for this geotechnical evaluation was: Ms. Alison Antrobus 295 NE 95' St. Miami Shores, Florida 33138 The contents of this report are for the exclusive use of the client, the client's design & construction team and governmental authorities for this specific project exclusively. Information conveyed in this report shall not be used or relied upon by other parties or for other projects without the expressed written consent of NE. This report discusses geotechnical considerations for this site based upon observed conditions and our understanding of proposed construction for foundation support. Environmental issues including (but not limited to), soil and/or groundwater contamination, methane are beyond our scope of service for this project. As such, this report shall not be used or relied upon for evaluation of environmental issues. Benefit may be realized by the performance of exploratory test pits on the site to develop ' additional subsurface information. The client may wish to consider performance of test pits on this project to supplement information already developed. Prior to initiating compaction operations, we recommend that representative samples of the structural fill material to be used and acceptable in-place soils be collected and tested to moi:^ ,Nuffing ,« ENUI-11601's x Y". of • •. Inc- I Established 1967 1 determine their compaction and classification characteristics. The maximum dry density, ' optimum moisture content, gradation and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill and existing soils, and to determine if the fill material is acceptable. ' If conditions are encountered which are not consistent with the findings presented in this report, or if proposed construction is moved from the location investigated, this office shall be notified in writing immediately so that the condition or change can be evaluated and appropriate action taken. The vibratory compaction equipment may cause vibrations that could be felt by persons within nearby buildings and could potentially induce structural settlements. Additionally, preexisting settlements may exist within these structures that could be construed to have been caused or worsened by the proposed vibratory compaction after the fact. Pre- and post conditions surveys of these structures along with the vibration monitoring during vibratory compaction could be performed to better evaluate this concern. The contractor should exercise due care during the performance of the vibratory compaction work with due consideration of potential impacts on existing structures. If potential vibrations and impacts are not considered tolerable, then alternate foundation modification techniques should be considered and the Geotechnical Engineer notified in writing immediately. NE shall bear no liability for the implementation of recommended inspection and testing services as described in this report if implemented by others. NE has no ability to verify the completeness, accuracy or proper technique of such procedures if performed by others. Excavations of five feet or more in depth should be sloped or shored in accordance with OSHA and State of Florida requirements. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been presented after being prepared in accordance with general accepted professional practice in the field of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed. 5 4 We appreciate the opportunity to provide these services for you and look forward to completing ' this and other projects with you. If we can be of any further assistance with the design or construction services, or if you need additional information, please feel free to contact us at your convenience. Sincerely, NUTTING ENGINEERS OF FLO A, INC. > 7 �3 Paul C. Ca edge, P.E. #68448 Project Engineer Attachments: Boring Location Plan Test Boring Reports Soil Classification Criteria Limitations of Liability 0 NL 961h.til Air 4* 401, 7', wl <� LEGEND — li�- SOIL BORING �., ... _ i `X of ,a - .. t_ � 2013 Google .e ! t y te5a k•.i ,�, . [magery Date: 3/26/2011 25°51'45.96" N A;P �q�p 1310 Neptune Drive BORING NUMBER B-1 Beach, FL 33426 EVLUn9 Boynton PAGE 1 OF 1 nginders Telephone: 561-736-4900 13L af�ft� — Fax 561-737-9975 your Po ]WIsD rCum *rwd PROJECT NUMBER 1695.1 CLIENT Alison Antrobus PROJECT NAME Antrobus-Shepard Residence Addition PROJECT LOCATION 295 NE 95th Street Miami Shores, FL 33138 DATE STARTED 8/14/13 COMPLETED 8/14/13 SURFACE ELEVATION REFERENCE Same as road crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY D. Tyson CHECKED BY C. Gworek �Z AT TIME OF DRILLING 8.0 ft APPROXIMATE LOCATION OF BORING As located on site plan A SPT N VALUE A 10 20 30 40 PL MC LL wo- z p MATERIAL DESCRIPTION Blows y o 1 z 2040 60 80 ❑SES CONTENT (0/o) ❑ 0 20 40 60 80 Brown quartz fine SAND and LIMESTONE SS 1 2.2-3-4 6 A Gray quartz fine SAND SS 2 3-4-4-5 8 A: Lt, brown quartz fine SAND 5 SS 3 3-3-4-4 7 SS 3-2-3-3 6 A 4 i SS 3-3-4-3 7 A 5 10 .` i i i Lt. brown quartz fine SAND and LIMESTONE FRAGMENTS 6 5-6-7-7 13 A i 15 i i Lt. brown quartz fine SAND SS 4-6-6-9 12 :A 7 Z 20 '. 0 c i i 0 P8ST 5.6.7-8 13 1 25 ` U J Bottom of hole at 25.0 feet. C u C 0 9 0 u Disclaimer Nutting Engineers of Florida Inc. accepts no liability for the consequences of the independent interpretation of drilling logs by others. SOIL AND ROCK CLASSIFICATION CRITERIA SAND/SILT N -VALUE (bpf) RELATIVE DENSITY 0-4 Very Loose 5-10 Loose 11-29 Medium 30-49 Dense >50 Very dense 100 Refusal ROCK CLAY/SILTY CLAY N -VALUE (bpf) UNCONFINED COMP. STRENGTH (tsf) CONSISTENCY <2 <0.25 v. Soft 2-4 0.25-0.50 Soft 5-8 0.50 —1.00 Medium 9-15 1.00-2.00 Soft 16-30 2.00-4.00 v. Stiff >30 >4.00 Hard N -VALUE (bpf) RELATIVE HARDNESS ROCK CHARACTERISTICS N> 100 Hard to v. hard Local rock formations vary in hardness from soft to very hard within short verti- cal and horizontal distances and often contain vertical solution holes of 3 to 36 inch diameter to varying depths and horizontal solution features. Rock may be brittle to split spoon impact, but more resistant to excavation. 25< N < 100 Medium hard to hard — — 5<N<25 Soft to medium hard PARTICLE SIZE Boulder >12 in. Cobble 3 to 12 in. Gravel 4.76 mm to 3 in. Sand 0.074 mm to 4.76 mm Silt 0.005 mm to 0.074 mm Clay <0.005 mm DESCRIPTION MODIFIERS 0-5% Slight trace 6-10% Trace 11-20% Little 21-35% Some >35% And Major Divisions roup SG Typical names Laboratory classification criteria o m GW Well -graded gavels, gravel -sand z D60 (D3o) Ca = greater flan 4; C� _ behreenl and 3 .2 m �� mixtures lbtle or kw fines r D D D ID ]ox = a r ,p m p Poorly graded gravels, gravel -sand mixtures, little or no fines m o v m Not meeting all gradation requirements for GW m a N m o -o d G w c 'g $ m — c w a U m . Gwy d Silty grovels, gravel -sand -silt Atterberg limits below "A' 'A" ° d Z w i J o mixtures m Z4 N NAbove line or P.I. leas than 4 line with PJ. between 4 7 border- E c 3 8 and are GC Clayey gravels, grovel -sand -clay Atterberg limits above 'A" ° y -v > a Q $ w i e O line cases requiring use of dual symbols. m ? c mixtures o o line with P.I. greater than 7 m o SW Well -graded sands, gravelly sands, 6 o l »- 160 (D30 �a Ce = greater than 6; Cz = 30 behveenl and 3 12 m UE o m c_9 Ac Ra little or no fides g a ��g D D ]0 10 60 ° .k m 'm c `o 8 m O o� SP Poorly graded sands, gravelly .g sands little or no fines 2 m Not meeting all gradation requirements for SW e o Za m N d —mc SM• Silty sands, sand -silt mixtures am Atterberg limits below -A" line or P.I. less than 4 Ltmffs plotting k1 hatched zone d 3 o ° € - m o with PJ. between 4 and 7 are Atterberg limits above 'A" m o In a a mos m, ,;, m ° borderline cases requiring use of dual system. Q u JJJfff SC Clayey sands, sand -day mixtures n-0) line with P.I. more than 7 Inorganic silts and very fine sands, ML rock flour, silty or clayey fine sands c or clayey silts with slight plasticity 60 Inorganic days of low to medium ro'a p 50 g$ ° CL plasticity, grovelly days. sandy. N days, silty days, lean days CH Z S 40 c $ � OL Organic silts and organic silty days $ .e of low plasticity R ro 30 o Inorganic sifts, micaceous or diatoma- a cm OH MH Q .y a MH ceous fine sandy or silly soils, elastic ,PV m $ silts 20 �« a E Inorganic days or high plasticity, fat o is days 10 g 12 H E Cl- ML OL yl -O c OH Organic days of medium to high 0 0 10 2D 30 40 50 60 70 so 90 100 m 7 plasticity, organic silts Liquid Lbne :E a c` PT Peat and other highly organic soils Plasticity Chart o Mug F ers ofmEMb&s 7Erm,uJ..n LINIITATIONS OF LIABLILITY WARRANTY We warranty that the services performed by Nutting Engineers of Florida, Inc. are conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession in our area currently practicing under similar conditions at the time our services were performed. No other warranties, expressed or implied, are made. While the services of Nutting Engineers of Florida, Inc. are a valuable and integral part of the design and construction teams, we do not warrant, guarantee or insure the quality, completeness, or satisfactory performance of designs, construction plans, specifications we have not prepared, nor the ultimate performance of building site materials or assembly/construction. SUBSURFACE EXPLORATION Subsurface exploration is normally accomplished by test borings; test pits are sometimes employed. The method of determining the boring location and the surface elevation at the boring is noted in the report. This information is represented in the soil boring logs and/or a drawing. The location and elevation of the borings should be considered accurate only to the degree inherent with the method used and may be approximate. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata as encountered and immediate depth to water data. The log represents conditions recorded specifically at the location where and when the boring was made. Site conditions may vary through time as will subsurface conditions. The boundaries between different soil strata as encountered are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling, nature and consistency of the respective strata. Substantial variation between soil borings may commonly exist in subsurface conditions. Water level readings are made at the time and under conditions stated on the boring logs. Water levels change with time, precipitation, canal level, local well drawdown and other factors. Water level data provided on soil boring logs shall not be relied upon for groundwater based design or construction considerations. LABORATORY AND FIELD TESTS Tests are performed in general accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test boring report indicates the measurements and data developed at each specific test location. Nutting ' Engineers mFbft%�l,W Your Project Is Dur Conu tut ANALYSIS AND RECOMMENDATIONS The geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it shall not be utilized to determine the cost of construction nor to stand alone as a construction specification. Contractors shall verify subsurface conditions as may be appropriate prior to undertaking subsurface work. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations commonly exist between boring locations. Such variations may not become evident until construction. Test pits sometimes provide valuable supplemental information that derived from soil borings. If variations are then noted, the geotechnical engineer shall be contacted in writing immediately so that field conditions can be examined and recommendations revised if necessary. The geotechnical report states our understanding as to the location, dimensions and structural features proposed for the site. Any significant changes of the site improvements or site conditions must be communicated in writing to the geotechnical engineer immediately so that the geotechnical analysis, conclusions, and recommendations can be reviewed and appropriately adjusted as necessary. CONSTRUCTION OBSERVATION Construction observation and testing is an important element of geotechnical services. The geotechnical engineer's field representative (G.E.F.R.) is the "owner's representative" observing the work of the contractor, performing tests and reporting data from such tests and observations. The geotechnical engineer's field representative does not direct the contractor's construction means, methods, operations or personnel. The G.E.F.R. does not interfere with the relationship between the owner and the contractor and, except as an observer, does not become a substitute owner on site. The G.E.F.R. is responsible for his/her safety, but has no responsibility for the safety of other personnel at the site. The G.E.F.R. is an important member of a team whose responsibility is to observe and test the work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. The enclosed report may be relied upon solely by the named client. SLreJ Vi 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACQUW0, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ -7-13-201340 Property Address: 295 NE 95'" Street Property Owner/Applicant: Alison Antrobus and Adam Shepard Address: 295 NE 950 Street, Miami Shores, 33138 Whereas, the applicant Alison Antrobus and Adam Shepard (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Fences in the front yard. Whereas, a public hearing was held on July 25, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a 243 sq. ft. dining room addition to the main floor and 351 sq. ft. master bedroom and master bath addition to the second floor. 2) Applicant to obtain all required permits from the Department of Regulatory and Economic Resources, Environmental Plan Review Division. 3) Applicant to obtain all required building permits before beginning work. 4) Applicant to meet all applicable code provisions at the time of permitting. Page 1 of 2 DO PZ -7-13-201340 Antrobus_Shepard ^4L-"M"DATE CERTIFICATE OF LIABILITY INSURANCE (MM/DD/YYYY) TYPE OF INSURANCE 04/02/14 THIS CERTIFICATE IS ISSUED ASA 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(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: if the certificate holder Is an ADDITIONAL INSURED, the policy(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 andorsement(s). PRODUCER Progresso Insurance $ Multi Service 9041 Pembroke Road CONTA N E:CT ANA MARIA PARKA PHONE , (954) 404-7658 FAQ No): (954) 342-9662 E-MAIL ANAMARIA@pmgressoins.com INSURERS AFFORDING COVERAGE NAIC d Pembroke Pines, FL 33025 INSURERA: Granada Insurance Company Phone (954) 404-7658 Fax (954) 342-9662 INSURED INSURER B INSURER C: Slate Construction Service INSURER D; 7610 NE 4th CT. INSURER E: MIAMI, FL 33138 (786) 239-4004 GEN'LAGGREGATE LIMIT APPLIES PER: ❑ POLICY ❑ PRO- ❑ LOC PRODUCTS - COMP/OP AGG $ 1,000,000.00 INSURER F: COVE Auizu CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE 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. INSR LTR TYPE OF INSURANCE ADD UBR POLICY NUMBER POLICY EFF M D POLICY DIP M D LIMITS A GENERAL LIABILITY ® COMMERCIAL GENERAL LIABILITY ❑ © CLAIMS -MADE 0 OCCUR ❑ Y Y 102201245051 11/19!2013 11/19/2014 EACH OCCURRENCE $ 500,000.00 PREAG SESO R NTEDrence $ 500,000.00 MED EXP (Any one person $ 5,000.00 PERSONAL & ADV INJURY $ 500,000.00 ❑ GENERAL AGGREGATE $ 1,000,000.00 GEN'LAGGREGATE LIMIT APPLIES PER: ❑ POLICY ❑ PRO- ❑ LOC PRODUCTS - COMP/OP AGG $ 1,000,000.00 $ AUTOMOBILE LIABILITYOMBINED ❑ ANY AUTO ALL ❑ AUTOS NED ❑ AUTOULED S NON -OWNED F-]HIREDAUTOS ❑ AUTOS ❑ ❑ SINGLE LIMIT ED accident BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ $ ❑ UMBRELLA LIAB ❑ OCCUR ❑ EXCESS LIAB ❑ CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ ❑ DED ❑ RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBEREXCLUDED?N/A (Mandatory In NH) ❑ Ues describe under RIPTION OF OPERATIONS below ❑ WC STATMU ❑ OTH- DJ3YLIMER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space Is required) general contractor CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE BUILDING DEPARTMENT 10050 NE 2 AVE MIAMI SHORES, FL 33138 FAX 305756-8972 ACORD 25 (2010/05) OF SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ANA MARIA PARRA @ 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING MAY 12 2014 FBC 20 Permit No. 13 Master Permit No. 13- P, 4 2 �_ ROOFING JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 3 3 / 3 1- Folio/Parcel#: Is the Building Historically Designated: Yes NO r Flood Zone: OWNER: Name (Fee Simple Titleholder): 411 -Gs' A /t �iO4dc Phone#: Address: 29 S A197 IS- ,tet. S i City: 1"14m, S k.e4e 5 State: Zip: 3 3 / 3r Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: .514"4 allz � � 2,iice„{ Phone#: (r3aS) t7t;? -e90 Address: 7/ 78' -Sy 573 S-1 - Ste. l City: N! / A Qualifier Name: Zip: 3 3 ISS des- Sad' -O6 pZ State Certification or Registration #: 446 /SO 4 e Id Certificate of Competency #: Contact Phone#: O3o 5) ,SO r- e 6 4 Z Email Address: lien,4 o,:104 - C n DESIGNER: Architect/Engineer: t1dg14-q)( - CA,1(a3 Phone#: 1722 GAS = 2-F/ Value of Work for this Permit: $ 1r'f" •-o Square/Linear Footage of Work: Type of Work: #Addition ❑Alteration Description of Work: '7-i41s5 Color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ ❑New ❑Repair/Replace ❑Demolition Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE;5_.fi;,,Jz 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 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 beroved and a reinspe _,On fee will by charged SignaturSignature 4� Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowled ed before me this day of �, 20 -8by AV-., An �12vti day of 20f� , by who is personally known to me or who has produced. -who is personally known to me or who has produced --------------- As identification and who did take an oath. as identification and who did take an oath NOTARY PUBLIC: Nus„„'' JENNIFER 61UILES Sign:1—=Iflll , Commission # EE 878845 �--Rlivsion Expires F Print i bruary 27, 2017 My Commission Expires:eIvn eIV7 APPROVED BY Plans Examiner Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) NOTARY PUBLIC. mo`'`o►ar►oe�,.,� JENNIFER QUILES �• °� Commission # EE 878845 Sign:(Tt �o� My Commission Expires �.� ".017 Print 4 11 My commission Expires: l� Zoning Clerk USS Re: 14836: SLATE Site Information: Project Customer: SLATE CONSTRUCTION LotBlock: Site Name: SHEPARD RESIDENCE Site Address: 295 NE 95 ST. 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: SLATE CONSTRUCTION Subdivision : General Truss Engineering Criteria & Design Loads (Individual Truss Desi Special Loading Conditions): 4 Design Code: FBC2010/TPI2007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0 ps aF Wind Code:ASCE7-10 C -C for members and forces & MWFRS for reactions Wind Speed: 175 mph This package includes 14 individual, dated Truss Design Drawings and 0 Additio 'f With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engin ft x eet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers e No. Date Truss ID# seal# 1 04/30/14 CJ9 A0008451 2 04/30/14 Hi A0008453 3 04/30/14 HO1 A0008454 4 04/30/14 Ht31 A A0008455 5 04/30/14 11 A0008456 6 04/30/14 J3 A0008457 7 04/30/14 J5 A0008458 8 04/30/14 J7 A0008459 9 04/30/14 MQ1 A0008460 10 04/30/14 T1 A0008461 11 04/30/14 T2 A0008462 12 04/30/14 T2A A0008463 13 04/30/14 V4 A0008464 14 04/30/14 V8 A0008465 SHOP DRAWING REVIEW IFI REVIEWED -NO EXCEPTIONS TAKEN ❑ REVIEWED - RESUBMITAS NOTED ❑ REVIEWED - EXCEPTIONS NOTED 0 REJECTED Review is only for conformance with the design concept of the project and compliance with the Information given In the Contract Documents. The Contractor is responsible for all dimensions to be verified and coordinated on site, for infcrrratiorl that pertains to the fabrication processes, for construction techniques, and for coordktV"A%des. Approval of these shop drawings does not include ap'rovabi;any • • •S m the Construction Documents. The architect must be inform's,,f, -0 dtdttg � � • Construction Documents in writing and separately froi6Wj}rF%* drawings. ' 0000•• • Date Received 5. 7 4 0000 0000 REVIEWED BY �— •��'�._.., pp 0000•• • U RVANX INC„'„' '•i••• G:C, ?o v�,e/Fy Au D/HIEN P45: lXI fiCee 0000.. OR PZ 70 fAgR/CA 7-ib,'J,.' 0000 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. Page 1 of 1 • 0000•• ••••• • • 0000• 0000•• • • 0000•• .0000• Engineers Name Date x A NPA 0.000•'. 0000 • • so 00000• , • 00.000 • •' 0000 0000 0000• 0000 _ �4��• 0000• __ 't •. _._.. ....�..•••••• 0000•• 0000 •• •• 0000•• • • • • 00.00• 0000•• • • • ® REJECTED ® REMAND ® APPROVED RESUSmrr A; NO' `D Corrawans or comments made On this shop dffiwinp during this review do not relieve con- tfaCtOr from compliance with recuirements of the permitted drawings.. -oecificatio+•s. This check is ®niyfor review of " neral confr ana;ice with the design concept :Ie projec! and general compliance with the .' sormation given in the conntractdocuments. The ntractor s Tesponsible for; Confirming and correlatin,. all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his or her work with that of all other trades and performing his wont in a safe and satisfactory manner. HELL ENGNIEERING, INC. Consulting Engineers Dft /(4 �i le. 9 Fort Dallas Truss Co. LLC. To: Delivery 7035 SWT44 SIA SLATE CONSTRUCTION Nflami, FL. 33155 Job Number: 14B36 (305) 667-6797 Fax: (305) 667-0592 Page: 1 Date: 04/30/1416:16:16 Project: SLATE Block No: Model: Lot No: Contact: Site: Office: Deliver To: SHEPARD RESIDENCE Account No: 000000251 Designer./ Name: Phone: Salesperson: Inside Sales Fax: 295 NE 95 ST. MIAMISHORES, FL Quote Number- umberMIAMI P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 09-10-01 OA Hght: 02400.12 1 3 CJ9 GIRDER 2.12 1.95 19-04-00 OA Hgkt 02-06-14 2 2 $1 SPECIAL 3.00 2.75 (1) 2 -Ply 19-04-00 OA Hght: 02-x-14 3 "�-- 2 HGl GIRDER 3.00 2.75 (1) 2 -Ply 19-04-00 OA Hght: 02-W14 4 2 HG1A GIRDER 3.00 2.75 01-00-00 OA Hght:-06-10 5 6 Ji SPECIAL 3.00 2X4/ 03-00-00 OA Hght: 014)0-14 6 6 J3 SPECIAL 3.00 05-00-00 OA Hght: 01-06-14 7 6 J5 INVERTED 3.00 "-1 2.75 07-00-011 OA fight: 02-00-14 8 .-� 4 J7 SPECIAL 3.00 2.75 (1) 2 -Ply 05-00-00 OA Hght: 02-0(1-14 9 2 MGl GIRDER 3.00 2.75 �— 19-04-00 OA Hght: 02-08-14 10 4 T1 CATHEDRAL 3.00 2.75 12-01-00 OA Hght: 02-01-06 sees 11 I T2 SPECIAL 3.00 • • . . •.•• ...... 2.75 I 12-01-00 OA Hgh J IS • • • • i ... 3� • T2A SPECIAL 3.00 2.75 • •••••• • i••••i T I V4 04-00-00 GABLE 3.000000 0000 ••i�3• 2X4/ •••••• • •• 00000 08-00-00 OA HgA.101-M00 • • • • • • 6 U • I V8 VALLEY 3.00 • Vo:*: • • • • 0000•• • • • 0000•• 09 0 0000 • • Fort Dallas Truss Co. LLC. To:7035 Delivery SW 44 St Miami, FL. 3155 SLATE CONSTRUCTION Job Number 14B36 (305) 667-6797 Fax: (305) 667-0592 Page: 2 Date: 04/30/14 16:16:17 Project: SLATE Block No: Model: Lot No: Contact: site: Office: Deliver To: SHEPARD RESIDENCE Account No: 000000251 / Desier.Sales Name: Phone: on: Inside Sales Fax: 295 NE 95 ST. MIAMI SHORES, FL Quote Number. P.O. Number. 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 <-;02014 professional engineering responsibilty for the truss components shown.Zi Engine s Name. Date 0000•• • • 0000•• 00.00•0 0000 • 0000•• • 000-.0 • 0000•••• 0000•••• • 0000•••• • • • •9400• •980 0444 • • • • 4 • •9•• 0940 44•09 ••4.4• • 0000 •4••• • • • • • •• •• ••94 40009• • ••99•• • • • • • • •0000• •9.94• • • • • • 0000 • 0000•• • • • 0000 Job Truss muss rype Qty Ply SLATE CONSTRUCTION 14836 CJg ROOF TRUSS 3 1 A0008451 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:10 2014 Page 1 UgUUK83OMNplzc2Eu-oFCVByBSIR2KDv4R96vXyH1 D22aX7TyW9sQxtlzLUit 20 11 vxti = scale =1:182 LOADING (psf) SPACING 2-0.0 CSI DEFL In Poe) Udall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.45 Vert(LL) 0.04 8 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.57 Vert(TL) -0.07 7-8 >966 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010M'PI2007 (Matrix) Weight: 40 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-10 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 gulde. REACTIONS pb/size) 98511-0-1 (min. 0-1-8), 7=SWMechanical Max Horz 9=191(LC 4) Max Upilft9— 518(LC 4), 7=-346(LC 4) Max Grav 9=677(LC 2),7=721 (LC 18) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1066/1033, 2-10=-1322(490, 3-10-1283/497 BOT CHORD 1-11-10O5M074 9.11-1005/1074 9.12-1111/1059, 8.12-1106MO66, 8-13---620h301 7-13-�MI/1311 • • •••• •••••• WEBS 2-9=-563!398, 2-8-739M230 33.8— 213/278 3-7-1287/605 4-7-341/263 NOTES •••�•• •• • •••••• 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.OpsM BCDLm6.Opsf; h=18ft; Cat. II; Exp C; Encl., • • • • • • GCpi-=0.18; MWFRS (envelope) gable end zone, cantilever left exposed; Lumber DOL=1.60 plate grip DOL --1.60 • • • • • • • • Voss: 2) Plates checked for a plus or minus 0 degree rotation about Its center. • • • • 3) This truss has been designed for a 10.0 psi 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 518 Ib uplift at joint 9 and 346 We • • • i • • • *Sasso uplift at joint 7. • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel poinis •: * : ' • • • • • • • 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). • ' • :*see: LOAD CASE(S) Standard "" 1) Regular. Lumber Increase=1.33, Plate Increase=l.W Trapezoidal Loads (plf) Vert: 1=0(F--37, B=37) -to -4-179(F-52, B:--52),4--134( FF2, B= -52) -to -5=-140(F-55, B--55), 1=0(F--10, B=10�to-9=-18(1-1, 0=1), 9-18(F-1, B=1) -to -6-49(F-15, B-15) Job Truss Truss Type W Pb+ SLATE CONSTRUCTION 14836 H1 ROOF TRUSS 2 1 A0008453 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Job Reference (optional) ORT DALLAS 1 HUa6 CO. uC., Mommy F6. 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:11 2014 Page 1 ID:gAPnzOSbKBJgUUK83OMNplzc2Eu-GSmtPIC4UlABr4ldlgQmUVZHaSgVsJSfOWAUPBzLUis 2 8 0 9.0.0 1044 16.8.0 18-0 0 2 8-0 64-0 1.4-0 6.4-0 Scats=1:31.4 44= 4X5= 8x10 = LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.92 Vert(LL) 0.37 9 >453 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.70 8-9 >242 180 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL�.Opsf; BCDL�.OpsN h=18ft; Cat. 11; Exp C; Encl., "" BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.32 7 n/a n1a plate grip DOL --1.60 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) 4) Plates checked for a plus or minus 0 degree rotation about Its center. • • • • Goes** Weight: 81 Ib FT = 0% LUMBER 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at Joint 10 and 6461?' • • BRACING uplift at joint 7. ' TOP CHORD 2x4 SP No.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 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP Not 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. BOT CHORD Rigid ceiling dlrectly applied or 5.10-5 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guldeL REACTIONS (Ib/slze) 1018/048-0 (min. 0-1-8),7=91808-0 (min. 0.1-8) Max Horz 10=87(LC 10) Max Upliftl0= 646(1-C 6), 7— 646(LC 7) Max Grav 10=1063(LC 2),7=1 06NLC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2— 507/666, 2-11_ 3206/1050, 311— 3197/1079, 3-4— 3127/1096, 412=-3197/108'1, 5-12=-3206/1054, 5-&--W/666 • • • • BOT CHORD 1-13-616NSS,10.13_ 616✓488,10.14-7481622, 9-14-731/633, 9-15-96813 9, • • • • • • • • • • • • • 8.15— 96613069, 8-16-731/633, 7-16-748J622, 7-17-616/488, 6.17-616/488 • • • • WEBS 2-10=-1048/631, 2-9=-1071/2)4, 39=-87/456, 48=-123/456, 5.8-95412964, • • • 0 • • 0 • • • 5-7=-10481615 0000•• • •• 0 •0000• 0000•• • • • NOTES•••••• 1) Unbalanced roof live loads have been considered for this design. • 0 • . • • • 0 0 0 0 • 0 • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL�.Opsf; BCDL�.OpsN h=18ft; Cat. 11; Exp C; Encl., "" "" " 0 " GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) 0-0-0 to 3-0.0, Interlor(1) 3-0-0 to 16-4-0, Exterlor(2)16.44X@ • • • 0 • 00 **so* 194-0 zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1A* ' •• *.:..a •00.0• plate grip DOL --1.60 • 3) Provide adequate drainage to prevent water ponding. :so:*: ' ' 4) Plates checked for a plus or minus 0 degree rotation about Its center. • • • • Goes** 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • :Osseo 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at Joint 10 and 6461?' • • • :*see: uplift at joint 7. ' • " 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 90:0 along the Bottom Chord, nonconcurrent 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 Oty Ply SLATE CONSTRUCTION 14836 H1312i ROOF TRUSS 1 Max Harz 16=68(LC 8) A0008454 Max UpIIft16=-1271(LC 4),10=-1271(LC 5) DEFL in poo) Weil Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Apr 3016:17:16 2014 Page 1 ID:gAPmBSbKBJgUUK83OMNplzc2Eu-dPamS?GDIHoUxrObWNOxBYGEuTdMXcSPYotF4PzLUin 2-8-0 410 0 7-0 0 9 8 0 12 40 14-6-0 V2. 850 19 4 0 2 8 0 2-z-0 2-8-0 W. 2-2 0 3.00 12 2 1-44WftC 2- W = 17 15 SX10 = Scale =1:31A 5x5 = 4x9 = 5x5 = 4 5 6 3 S13 OFr4 7 �-7%4� 0.3- 12442K41rr-4 2x 3.7 S v 14 20 13 21 12 12 c 1i - o 19 5x8 M13SHS= 2x4 11 5x3 M13SHS= ?2 2 5 a •. 15 11 I 18 1ox,0s ,0x10_— 23 L>< 3:4= 24 2-75F1-2 10 5x10 = z-o•o �a-e-o� 4tt-6 7a -o ae-o � tz-t-o � ta-a-s t65o t7a-q te•4o 2-o O Oso 2 3-8 2-3 8 2 5-0 2 SO 238 2 3 8 050 2-0.0 Plate Offsets MY): [10:0 -8 -0,0 -3 -OL [11:0-5.0,0-7-4],[12:0.4-0,00.4],[14:0-0-0,0.0.41,[15:0.5-QO.7-4],[16: TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3.5.5 oc purlins. BOT CHORD 2x4 SP M 31 -Except- BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. -8-0,0.3-0] WEBS 2x4 SP No.3 LOADING (psf) SPACING 2-0-0 Max Harz 16=68(LC 8) CSI Max UpIIft16=-1271(LC 4),10=-1271(LC 5) DEFL in poo) Weil Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 BOT CHORD 1-17-766/405,16.17-766/405,116-118--99W463,115-118--9861468, 115-119-429219774, TC 0.56 • • =- 14.194287/9718,1420= -5211/11650,13-20=-5211/11650,13-21-5211/11650, • • • Vert(LL) 0.36 13 >468 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 8.10-1948/1067 BC 0.54 00000* Vert(TL) -0.54 13 >310 180 M18SHS 2441190 BCLL 0:0 Rep Stress incr NO 4 2 -ply truss to be connected together with MITRSLK GO06 as follows: ° ° • WB 0.85 Top chords connected as follows: 2x4 -1 row at 0.9.0 oc. Horz(TL) 0.28 10 n/a n/a or. ° BCDL 10.0 Code FBC2010/TPI2007 to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. (Matrix) 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1181t; CaL Il; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone; cantilever lett and right exposed ; Lumber DOL --1.60 plate grip DOL --1.60 Weight: 166 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3.5.5 oc purlins. BOT CHORD 2x4 SP M 31 -Except- BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 1-16,9-10: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 16=1797/0-8-0 (min. 0-1-8),10=1797/0.8-0 (min. 0.1-8) Max Harz 16=68(LC 8) Max UpIIft16=-1271(LC 4),10=-1271(LC 5) Max Grav 16=2200(LC 18), 1 0=2200(LC 17) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=401/812, 2-3=5253/2'x, 3-4--5206=11, 45=10679!4798, 5.6=406'10/4758, 6.7_ 5171/2347, 7-B-5219/2334, 8-9-401/812 0000 BOT CHORD 1-17-766/405,16.17-766/405,116-118--99W463,115-118--9861468, 115-119-429219774, • 0 • • =- 14.194287/9718,1420= -5211/11650,13-20=-5211/11650,13-21-5211/11650, • • • •••• •••••• • 12-21-5211/11650,12-22_4244/9674,11-22-4250/x69,11-23-986/523, • • 0 • • • • • 10.23x.,-MM18,10-24-7661405, 9-24-766/405 000000 • • • : 669996 • WEBS 216-1959/1079, 245-2614!5487, 4.15-5154/2357, 4-14-1588/38W, 5.14-1042/583, • 0 0 5-13--0!257, 5-12=-1042/580, 6-12-1589M05, 8-11-5150/2321, 8-11-2575/5452, • • • • • • 8.10-1948/1067 • • • • • • 00000* •••• •••• ••••• NOTES 1) Special connection required to distribute top chord loads equally between all plies. • • : • • : • • : • • • • • • • • • 2) Special connection required to distribute bottom chord loads equally between all piles. • ° • • • • • • • • • • • • 3) Special connection required to distribute web loads equally between all plies. • • • • • • . • • 4 2 -ply truss to be connected together with MITRSLK GO06 as follows: ° ° • Top chords connected as follows: 2x4 -1 row at 0.9.0 oc. • • • • • • • Bottom chords connected as follows: 2x4 -1 row at 0.4-0 oc. • :0000: Webs connected as follows: 2x4 -1 row at 0.9-0 oc, Except member 14.4 2x4 -1 row at 0-4-0 oc, member 12-6 2x4 -1 row at 0►40• 0000 • • • : • • • •• or. ° 5) All loads are considered equally applied to all plies, except If 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 (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1181t; CaL Il; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone; cantilever lett and right exposed ; Lumber DOL --1.60 plate grip DOL --1.60 8) Provide adequate drainage to prevent water ponding. 9) All plates are LTM plates unless otherwise Indicated. 10) Plates checked for a plus or minus 0 degree rotation about its center. 11) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type Qty Ply SLATE CONSTRUCTION 14836 H131 ROOF TRUSS 12 A00084M •• • 0000 Job Reference (optional) FORT Uwuws i HUss CO. uQ, WAMi, FL. 7.350 a Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:16 2014 Page 2 ID:gAPnzBSbKHJgUUK83OMNplzc2Eu-dPamS?GDIHoUxrBbWNOxBYGEuTdMXc5PYotF4PzLUin NOTES 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1271 Ib uplift at joint 16 and 1271 Ib uplift at joint 10. 13) 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. 14) Girder carries hip end with 740.0 end setback. 15) "Send -rigid phchbreaks including heels" Member end flxlty model was used in the analysis and design of this truss. 16) Hanger(s) or other connection device(e) shall be provided sufficient to support concentrated load(s)1062 Ib down and 411 Ib up at 12-1-0, and 1062 lb down and 411 Ib up at 7-3-0 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate IncreassAW Uniform Loads (plf) Vert: 1-4--76,44--156(F---M), 6-9�--75,1-1C--20,1416�20,12-14---42(F— 22),10-1 20, 9-10— 20 Concentrated Loads (Ib) Vert: 14-�610(F)12-61 D(F) 0000 • • 0000 0000•• •• • 0000 • • • • 0.0.00 •• • .0000• • 0.000• • • • • 0000 0000 •0000 •• 0000 0009 •0009 0000•• • •• 00•00 •• •• 98•0 00.00•0 0000•• • • • • • • 0000•• 0000•• • • • •0060• •• • 0000 • • Job Truss Truss Type OW Ply SLATE CONSTRUCTION 14836 HG1 A ROOF TRUSS 12A0008455 Job Reference(optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 3.00 12 7.350 s Sep 27 2012 MITek 4x5 = 4x9 = 415 = Inc. Wed Apr 3016:17:19 2014 Scale =1:31.4 Wo= MO= LOADING (psf) SPACING 24.0 CSI DEFL in (loc) Udef1 L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.43 Vert(LL) 0.2813-14 >599 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.4513-14 >373 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.24 10 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 1671b FT = 00/6 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 42-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4.14,6.12: 2x6 SP No.2 REACTIONS (Ib/size) 16=1632/0.8-0 (min. 0.1-8),10=12660.8-0 (min. 0-1-8) Max Harz 16=68(LC 8) Max Uplift16=-1112(LC 4),10=-886(LC 5) Max Grav 16=1890(LC 2),10=1466(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 1-2-283/825, 2-3_ ?11861, 3-4-3823/1881, 4-5=-7582/3838, 5-5098/2476, 6.7--2564/1247,7-8=-26=229,8-9-313/861 0000 BOT CHORD 1 -17 -779/287,16.17 -779/287,16.18-9M456,15-18=--980/461,15-19=-3399/6883, • • • • 0000 0000•• 1419 -3393/6887,14.20=-3257/f679,1320=-3257/6679,13.21=-3257/6679, 0 0 • • 12-21-3257/6679,12-22-2173(4669,11-22-2176!4662,11-23-965f498, 6 • 0 890:6 10.23--974/493,10.24-805/318, 9.24=.SG 18 • • • • • • • • i • • • • 0 • WEBS 2-16-1649/941, 2-15— 2192/4245, 415-3532/1832, 4.14-1312/2679, 5.14-712/1140, • 000000 • • • 5-1z=--1749/92$ 6.12=--794/1704, 6.11-2421/12, &11-1489/2998, &10-1245J713 • • • • • • 06600000 • • NOTES 6••• 0000 0000• 1) 2 -ply truss to be connected together with 10d (0.148°x3°) nails as follows:• • 6••6•• • •• 0000• Top chords connected as follows: 2x4 -1 row at 0.9-0 oc. • • • • • Bottom chorda connected as follows: 2x4 -1 row at 0.5-0 os. •• •• •66• 666606 Webs connected as follows: 2x4 -1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0-2-0 oc. 000000 • • 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sectl§n. Ply ' • to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6 i • • •: • • • 6.6 6 3) Unbalanced roof live loads have been considered for this design. ; •' • • • • 4) Wind: ASCE 7-10• Vuit=175m h 3-secondgust) Vasd=136m h• TCDL=9.Opst; BCDL=6.Opsf h--1 eft; CaL 11• Exp C• Encl. • • • • • • GCpl=0.18; MWFRS (envelope) automatic zone; cantilever left and right exposed; Lumber DOL --1.60 plate grip DOL --1.60 . • ; 6 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1112 Ib uplift at Joint 16 and 886 Ib uplift at joint 10. 9) 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, nonconcurrent with any other live loads. 10) °Semi-rigid pitchbreaks Including heels" Member end fbdty model was used In the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1229 lb down and 654 lb up t 7-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Co nued on page 2 Job Truss Truss Type Qty Ply SLATE CONSTRUCTION 14836 HG1A ROOF TRUSS 12 A0008455 •• • 9999 • Job Referenceo on FORT GALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:19 2014 Page 2 ID:gAPnzSSbKBJgUUK63OMNpizc2Eu-1_Fu4115bCA2oJvABVZepBun7hYMk CrEnl6vhkzLUik LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4-75, 4-6--75, 6.9— 75,1-16fi 20,14-16=-20,12-14--20,10-12=-20, 9-1Q=-20 Concentrated Loads (Ib) Vert: 14-1061(F) 9999 • • 9999 9999•• •• • 9999 • 9999•• •• • 9999•• • 9999•• • • • 9999•• 9999 9999 • • 9999 9999 9999• 9999•• • •• 99.06 • 9099.6 • • • • • • 9999•• ••99•• 6 • • • *00 ••099• •• • 069• • • • Job Truss rn,saType Qty Ply SLATE CONSTRUCTION 14836 ' Ji ROOF TRUSS 6 1 A0008456 TC 0.02 Vert(LL) -0.00 1 >999 360 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:19 2014 Page 1 ID:gAPnzSSbKBJgUUK83OMNplzc2Eu-1_Fu4115bCA2oJvABVZepButZhmYk93rEm6vhkzLUik f -6:0 - scale -1:54 LOADING (psf) SPACING 21.O CSI DEFL in Poc) Vdefl Idd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.02 Vert(LL) -0.00 1 >999 360 •••G•• TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(rL) -0.00 1 >999 180 00 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 We n/a BCDL 10.0 Code FBC2010RPI2007 (Matrix) •00i•• e Weight: 2 Ib FT= 0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD REACTIONS (Ib(size) 1=35/0.8-0 (min. 0-1-8), Z=3Wechanlcal Max Hors 1=21(LC 6) Max UpINC1-30(LC 6), 2_ 35(LC 6) Max Grav 1=42(LC 2), 2=42(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 100 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss enaction, In accordance with Stabilizer Installation guide NOTES 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opst; BCDL=6.0psf; h=18ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and e ford & MWFRS for reactions shown; Lumber DOL --1.60 plate grip D0L_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 30 Ib uplift at joint 1 and 35 lb ull)" • • atjoint 2 •••••• 4) Beveled plate or shim required to provide full bearing surface with truss chord at jolnt(s)1. 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel polgt$ • �' along the Bottom Chord, nonconcurrent with any other live loads. *900 6) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. • • • 0 0 0 • LOAD CASE(S) Standard • Goes 000000 • ••0• o • • • • •*600 • • •••G•• • • 00080 •e•G• • • 00 90: • • •• •Gee•• • • •00i•• e • • Gee••• 00.0 • • Job Truss Truss Type ay ply SLATE CONSTRUCTION 14836 J3 ROOF TRUSS 6 1 A0008457 DEFL In poc) Vdefl Ud PLATES GRIP Job Reference o ona ORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:19 2014 Page 1 ID:gAPnzOSbKBJgUUK83OMNplzc2Eu-1_Fu4115bCA2oJvABVZepBukdhdXk5rrEnvSvhkzLUik 2a4 II 5 2-0.0 2 8 0 3-0.0 2-0.0 080 N14110" Scale: 15'=1' _Plate Offsets MY): [2:0.2-15,0-0.4], [3:0-2-%0.1-8] NOTES • • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=S.Opsf; h=18R; Cat. II; Exp C; Encl., • • • •••• •••••• • LOADING (psf) SPACING 2-0-0 CSI DEFL In poc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.58 Vert(TL) 0.00 45 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.27 Harz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Mawx) Weight: 10lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MITsk recommends that Stablibers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guilds. REACTIONS oblelze) 5=SU710.6-0 (min. 0-1-8), 4}253/0 -B -o (min. 0-1-6), 4— 253/0-6-0 (min. 0-1-8), 3— 2B Mechanical Max Hort 5=64(LC 6) Max UpIIft5=-795(LC 6), 4— 666(LC 24), 4-25NLC 1), 3_--635(LC 24) Max Grav 5=1643(LC 24), 4=258(LC 6), 3=276(LC 6) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or Ices except when shown. WEBS 2-5-810/910 NOTES • • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=S.Opsf; h=18R; Cat. II; Exp C; Encl., • • • •••• •••••• • GCpl=0.18; MWFRS Ud • •' ' (envelope) gable end zone and C -C Exterlor(2) zone; cantilever left and right exposed ;C -C for members , ;' . • 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. 000:0* . . 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 connectlons. • 0#00 • • • • e • • 5) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. *000 • • • • • • • • • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 Ib uplift at joint 5, 668 Ib upg%at• • • • • 00:006 joint 4 and 635 Ib uplift at joint 3. • • • • • • • • • • • • • •: • 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pollu along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • 8) "Serol -rigid pRchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. + • : • • • • • • : e LOAD CASE(S) Standard i • 0 0 • i • • • •: Job Truss Trussrype Oty Ply SLATE CONSTRUCTION 14B36 J5 ROOF TRUSS 6 1 A0006458 DEFL in (loc) Udefl L/d PLATES GRIP Job Reference (options]) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:20 2014 Page 1 ID:gAPnzSSbKBJgUUK83OMNpIzc2Eu-VApHINJkMWIvOSUMID4tMORim41ITXt_SOrSDAzLUlI 2-6-0 l 5.0.0 2-6.0 2-4-0 4x5 = 2.0 0 2 B 0 411-4 5ror0 2-" 060 234 2 Scale -1:102 Plate Offsets MY): [5:0.2-8,0-2-4] 6666 6666•• • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.32 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(M) -0.01 4 n/a We BCDL 10.0 CodeFBC2010/TPl2*W (Matrix) • • Weight: 20 lb FT=Do/a LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 5=509/0-6-0 (min. 0-1-8), 4--34/Mechanlcal Max Harz 6=105(LC 6) Max Uplifts— 446(LC 6), 4— 246(LC 24) Max Grav 5=696(LC 24), 4=182(LC 26) BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2---487/927 BOT CHORD 1-6— 879/467, Sra.--879/467, 5-7-1003/473, 47-999/476 WEBS 2-5=-499/818, 2-4_--462(974 • • NOTES •• • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf•, BCDL=S.OpsF h --181t; CaL II; Exp C; Encl., • • • • • • GCpl=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone, cantilever left and right exposed ;C -C for memberp N4 6 • forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) Plates checked for a plus or minus 0 degree natation about hs center. 0 0000 0 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0000 4) Refer to girder(s) for truss to truss connections. - 000000 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 5 and 246 jb• • • • 0 uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all cold panels and at all panel poirlt • • • • along the Bottom Chord, nonconcurrent with any other live loads. • • ; 7) "Semi-rigid pitchbreaks Including heels" Member end fbdty model was used In the analysis and design of this truss. • 0 • • • LOAD CASE(S) StandardGo 6666 6666 6666•• • 6666 • 6666•• 6666 • • 6666 6666• • •• 6666• 6666 6666•• • • • • 6666•• •6800• 6666•• •••• • • Job Truss Truss Type Qty Ply SLATE CONSTRUCTION 14836 V ROOF TRUSS 4 1 A0008459 DEFL In (loc) Well L/d PLATES GRIP Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:20 2014 Page 1 ID:gAPnzB,SbIBJgUUK83OMNpIzc2Eu-VApHINJkMWIvQSUMID4tMORyO4zbTXB SOrSDAzLUU 2-8.0 7-0.0 2-84) 4-4-0 Scale =1:13.4 SII 3 4X5 = 2.0.0 2 8-0 7-0-0 2-0.0 0 8 0 4-4-0 Plate Offsets MY): [5:0-2-8,0.2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.02 4-5 >999 360 MP20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.14 4-5 >367 180 SCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.01 4 We n/a BCDL 10.0 Code FBC2010frPI2007 (Matrbt) Weight: 29 Ib FT=O% LUMBER BRACING TOP CHORD 2X4 SP No.2 TOP CHORD BOT CHORD 2X4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (Ib/size) 4=11B/Mechanical, 5=53308-0 (min. 0-1-8) Max Horz 5=154(LC 6) Max Uplift4-�82(LC 10), 5- 444(LC 6) Max Grav 4=262(LC 26), 5=617(LC 2) FORCES (lb) - Max. CompJMwL Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 744/899 BOT CHORD 1-7-.8501733, 5-7=-850x/33, 5-8- 955/675, 48=-947/679 WEBS 2-5=-554/657, 24k--6591925 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rlgid calling directly applied or 5.10.15 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.Opsf; BCDL=S.Opsf; h=18ft; Cat 11; Exp C; Encl., • • GCpi=0.18; MWFRS (envelope) gable end zone and C -C Extertor(2) zorre, cantilever left and right exposed ;C -C for members shl• • forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --11.60 2) Ptah 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. 000060 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 4 and 444 Ib uP1111 • • • at joint 5. 0000 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 Ove loads. 69604 • 7) "Serol -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. •••••• • LOAD CASE(S) Standard • • • • •••••• •• • 0000 • •••0 0000•• • 0000•• 0000•• 00.00 0000•• • • • 0000•• • •0000• 0 • Job Truss Truss Type Qty Ply SLATE CONSTRUCTION 14836 MG1 ROOF TRUSS 1 2 A0008460 TC 0.32 Vert(LL) 0.14 3.4 >397 360 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.360 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:21 2014 Page 1 ID:gAPnzBSbKBJgUUK83OMNptzc2Elr NNfV)KM7pQmlc3YJwb6uc_9NUEZC388h4bOmczLU11 2X4 II 2 2[4 II LOADING 0=9 SPACING 2-0.0 CSI DEFL In (loo) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.32 Vert(LL) 0.14 3.4 >397 360 MTA 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.24 3-4 >237 180 • •• BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a n/a •• BCDL 10.0 Code FBC2010/rPI2007 (Matrix) 0000•• 0000•• Weight: 47 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP Not WEBS 2x4 SP N0.3 BOT CHORD REACTIONS (Ib/slze) 4=67608-0 (min. 0.1-8), 3=676/Mechanical Max Hone 4=297(LC 4) Max Uplif14-366(LC 4), 3---466(LC 4) Max Grav 4=868(LC 18), 3=885(LC 18) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale =1:13.0 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0.0 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 0.9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9.0 oc. Webs connected as follows: 2x4 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all piles, 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 (B), unless otherwise indicated 3) Unbalanced root live loads have been considered for this design. • • 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; CaL II; Exp C; Encl., • • • GCpl=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL --1.60 plate grip DOL --1.60 00 ' 5) Plates checked for a plus or minus 0 degree rotation about its center. 649000 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 0 00 ; • 0 7) Refer to girder(s) for truss to tires connections. 8) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should vertf* * 0 0 capacity of bearing surface. 0000 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 ib uplift at Joint 4 and 466 Ib • • • • • • uplift at Joint 3. • • 10) This truss has been designed fora moving concentrated Iced of 200.01b dead located at all mid panels and at all panel points • * • along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • 11) Girder carry tie-in span(s): 10-4-0 from 0.0-0 to 5-0-0 : • 12) "Semi-rigid pitchbreaks Including heels" Member end tbdty model was used In the analysis and design of this truss. 0 • LOAD CASE(S) Standard • • • 1) Regular: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-2--75,3-4--212(F--192) 0000 0000 0000•• • 0000 • •• • 0000•• 0000•• 0000 • • •••• 0000• • • • •• 0000• • • • 0000 •0.0•• • • •• • • 0000•• 0000•• •0000• 0000 • • • •••• Job Truss Truss TM qtr Ply SLATE CONSTRUCTION 14636 T1 ROOF TRUSS 4 1 A0008461 10 >365 180 • :::60 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.24 Job Reference (optional) FOr1 i DALLAS TRUSS w. LLL., MIAMI, FL 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:22 2014 Page 1 ID:gAPnz6,SbIBJgUUK83OMNplzc2Eu-SZx1 i3L_u7Ydfinelse7LRpW90ucpxMRHwldm3zLUih 2 8 0 9.8-0 16-8-0 1940 2-8-0 7-0.0 7-0-0 scale =1:31.0 3.00 12 4X _ 3X6: 4 Sig 3X,0 = LOADING (psf) SPACING 2-0-0 CSI DEFL In pox) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.94 Vert(LL) 0.21 10 >792 360 MT20 2441190 TCDL 15.0 Lumber increase 1.33 BC 0.80 Vert(TL) -0.44 10 >365 180 • :::60 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.24 6 n/a n/a 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsh, BCDL=6.Opsf-, h=18ft; Cat 11; Exp C; Ertel., *00000 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) " •' •' 9-8-0, Interior(1)12-8-0 to 16-4-0 zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions• • Weight: 83 lb FT = 05/6 LUMBER •••• • • • • BRACING • 00. • • • • • TOP CHORD 2x4 SP No.2 ' 00 00 006000 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 • BOT CHORD Rlgid coiling directly applied or 5-10-9 oc bracing. WEBS 2x4 SP No.3 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' • MITek recommends that Stabilizers and required cross • • along the Bottom Chord, nonconcurrent with any other live loads. 0000 • 9) "Semi-rigid pftchbreaks Including heels° Member end fixity model was used In the analysis and design of this truss. bracing be Installed during truss erection, to accordance with LOAD CASE(S) Standard Stabilizer Installation guide. REACTIONS (Ib/slze) 1218/048-0 (min. 0-1-8), 818/0.8.0 (min. 0.1-8) Max Hors 12=93(LC 14) Max Uplift12— 635(LC 6), 8}635(LC 7) Max Grav 12=1063(LC 2), 8=1063(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2---430!756, 2-13-2(F721574,13-14— 2063/591, 3-14-1997/592, 3-4-1977/605, 45-1977/572, 5.15-19971559,15-16-2063/556, 6.16=-2072/541, 6-7-4301/56 BOT CHORD 1-17-7061410,12-17-706/410,12-18= 8381558,11-18-817827/566,11-19-1017/3228, 10.19-1009/3235,10.20-1009/3235, 9-20L-101713229,9-21--W/566,8-21-838f658, 8 -22= -7M410,7 -22--7M410 WEBS 4-1407/1497, 4-9-1381/784, 6-9=-63711965, 6-8-10811611, 4-11-13811/84, sees** 2-11=-63711965, 2-12}1082/620 • • • • • • • • • • • • • • • :::60 NOTES •• • ••• •0s• •• 1) Unbalanced roof live loads have been considered for this design. "' ; •' • a • • • • • • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsh, BCDL=6.Opsf-, h=18ft; Cat 11; Exp C; Ertel., *00000 • • • GCp1=0.18; MWFRSenvelo automatic zone and C -C Exterlo 2 0-0-0 to 30.0 Interlor(1) 3-0-0 to 6-8-0 Exterlor(2) 6.8-0 to " •' •' 9-8-0, Interior(1)12-8-0 to 16-4-0 zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions• • 0*00 • • shown; Lumber DOL --1.60 plate grip DOL --1.60 0000 •••• • • • • 3) The solid section of the plate Is required to be placed over the splice line at joint(s) 3, 5. 69:90: • • 00. • • • • • 4) Piate(s) at joint(s) 3 and 5 checked for a plus or minus 5 degree rotation about Its center. 00 so ' 00 00 006000 5) Plate(s) at joint(s) 4,1, 12,10, 8, 7, 9 and 11 checked for a plus or minus 0 degree rotation about Its center. • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; ; ; • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 ib uplift at Joint 12 and 635 IN • • • • • • • • • uplift at Joint S. 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' • :•o*• • • along the Bottom Chord, nonconcurrent with any other live loads. 0000 • 9) "Semi-rigid pftchbreaks Including heels° Member end fixity model was used In the analysis and design of this truss. 0000 LOAD CASE(S) Standard Job Truss Truss Typo on Ply SLATE CONSTRUCTION 14836 T2 ROOF TRUSS 1 1 A0008462 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -0.29 9.10 >390 180 Max Uplift7— 228(LC 7),11-527(LC 6) Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.350 a Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:23 2014 Page 1 ID:gAPnzBSbKBJgUUK83OMNptzc2Eu-wIVPwPLcfRgUHwDxOLeaz13N31_OgvvR9047gVzLUig 248-0 5.0.07-2 9-5-8 12-1-0 2-8-0 2-4-0 2-2-0 2-3-8 i 2-7-8 scale - 7:x.8 4x5 = 2-0-0 5.0.0 7-2-0 9.5.8 12-1-0 2-ao o.a-o 2-4-0 ' 2-2-0 2-3-a i 2-7.A Plate Offsets MY): [9:0.2-0,0-1-8],[10:0-3-0,0.2-12],[11:0.5-0,0.2-6] LOADING (psf) SPACING 2-0.0 CSI DEFL In (loc) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.76 Vert(LL) 0.22 9.10 >510 360 MTW 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -0.29 9.10 >390 180 Max Uplift7— 228(LC 7),11-527(LC 6) BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 7 n/a We BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 47 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 441.3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rlgld ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss enaction, In accordance with Stabilizer installation guide. REACTIONS (lb(size) 7=404/Mechanical,11=730/0.8-0 (min. 0.1-8) Max Horz 11=132(LC 10) Max Uplift7— 228(LC 7),11-527(LC 6) Max Grav 7=468(LC 2),11=S45(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-380/509, 2.12:--364W, 12-13--3611M 3-13_347/518, 3-4-1040/491, 4-5-10641509, 54=474349,15-7--26011179 BOT CHORD 1-14---4581379,11-14---458/379,11-15=-6731305,10-15-563/311,10.16=-484/303, 9.16.484/303, 9.17-39W47, 8.17-399/747, 8.18_ 3491674, 7-18--3491674 WEBS 2-11=-699/547, 3-10=-25X325, 3-9- 727!778, 5-9-129/331, 5.8-36M248 • • • • • • •••• •••••• 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=&0psf•, h=18f ; Cat II; Exp C; Encl., " • ; •' ' • • •' • •' • GCpl=O.18; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-0.0 to 3-0-0, Interlor(1) 3.0-0 to 4-2-0, Exterior(2) 4.2-0 to • • • • • • • • • 11-11-4 zone,• cantilever left and right ex C -C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60, • • • a • 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) Refer to girder(s) for truss to truss connections. • • . • • • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 7 and 527 Ib : ` `: • ; ` ` • uplift at joint 11. • • • • • • • • • • 8 This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid pan points* g ng panels and at all el • • • • along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • 9) "Semi-rigid pttchbreaks Including heals" Member end fbdty model was used in the analysis and design of this truss. ` ` ` : ` ` ` • ` LOAD CASE(S) Standard Job Truss Truss Type PLATES GRIP MT20 244/190 Weight: 53 Ib FT = 05/6 LUMBER LATE CONSTRUCTION 14836 T2A ROOF TRUSS 1 1 A0008463 BOT CHORD 2x4 SP No.2 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opst; h=18ft; Cat. II; Exp C; Encl., • • • • • • except end verticals. WEBS 2x4 SP No.3 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MU►MI, FL [S M 7.350 s Sep 27 2012 MITek Industries, Inc. Wed Apr 3016:17:24 2014 scale - I:= 275 12 LOADING (psi) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/rPI2007 CSI TC 0.69 BC 0.50 WB 0.31 (Matrbo DEFL In (loc) Well L/d Vert(LL) 0.03 6 >999 360 Vert(TL) -0.12 7-8 >945 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 53 Ib FT = 05/6 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 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opst; h=18ft; Cat. II; Exp C; Encl., • • • • • • except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: shown; Lumber DOL --1.60 plate grip DOL=1.60 "" "" •' " 3) Provide adequate drainage to prevent water ponding. • • • • • • 10.0-0 cc bracing: 7-8. 4) Plates checked for a plus or minus 0 degree rotation about its center. .. • .. • • • ; ..' ...... 5) This in= has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Mrrek recommends that Stabilizers and required cross 6) Refer to girder(s) for miss to truss connections. ; • • ; • ; • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 ib uplift at joint 7 and 532 Ib* • bracing be Installed during truss erection, In accordance with uplift at joint 10. • • • • • • • • • 8) This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all panel points• • Stablllzer Installation guide. REACTIONS (Ib/size) 7=404/Mechanlcal,10_73010.8.0 (min. 41-8) 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. see* Max Horz 10=107(LC 10) Max Upl1ft7— 224(LC'7),10=-532(LC 6) Max Grav 7=468(LC 2),10=845(LC 2) FORCES (1b) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-646/787, 2-3--628/785, 3-11-791/318, 4.11-755/334, 4-12-753/326, 5-12=-7811313,5-6-4161225, 8.7=480!267 BOT CHORD 1-13-742/643,1413_ 7421643, 9-10— 853//09, 9.14-707/503, 8.14_ 707/503, 8-15=-227/418,7-15-2271418 • • • • • WEBS 2-10=-3181233, 3-9-5201545, 3-8--7791854,5-13-9&= • • • • • • • • • • • . NOTES •• • •••�•• •• 1) 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.Opst; h=18ft; Cat. II; Exp C; Encl., • • • • • • • • • GCp1=O.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) 0-40 to 3-1-12, Interlor(1) 3-1-12 to 4.2-0, Exterlo 2 4.2-0 t 7-2-0, Interlor(1)10-2-0 to 11-5-8 zone; cantilever left and right exposed ;C-0 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 in= has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • 6) Refer to girder(s) for miss to truss connections. ; • • ; • ; • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 ib uplift at joint 7 and 532 Ib* • • • • • • • uplift at joint 10. • • • • • • • • • 8) This truss has been designed for a moving concentrated load of 200.0116 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. see* LOAD CASE(S) Standard Job Truss Truss Type Oty Ply SLATE CONSTRUCTION 14B36 V4 GABLE 1 1 A0008464Job TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) Na - n/a 999 Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 30 = 7.350 s Sep 27 2012 MiTek Industry, Inc. Wed Apr 3016:17:24 2014 Scale =1:7.4 Plate Offsets MY): [2:0-2-0,Edgel LOADING (psf) SPACING 2-0.0 CSI DEFL in (toc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.17 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix) • 0 Weight: 6 Ib FT = 0% LUMBER TOP CHORD 2x4 SP Not REACTIONS (Ib/size) 1=105/44-0 (min. 0.7-14), 3=10.5/4-0-0 (min. 0-7-14) Max Hoa 1-13(LC 15) Max Upliftl— 87(LC 6), 3=-87(LC 7) Max Grev 1=126(LC 2), 3=126(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 440.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. Mffek recommends that Stabilizers and required cross bracing be Installed during miss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompJMwL Ten. - All forces 250 (lb) or less except when shown. 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=18ft; Cat 11; Exp C; Encl., GCpi_0.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) zone; cantilever left and right exposed ;C -C for members and ford & 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) Gable requires continuous bottom chord bearing. sees 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 ib uplift at joint 1 and 87 Ib uplift at joint 3. 0000•• 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, nonconcunent with any other live loads. 0080 7) "Semi-rigid pitchbreaks including heels' Member end fixity model Was used In the analysis and design of this truss. • • 0000 LOAD CASE(S) Standard 0000•• 0000•• • 0000 0000 0000•• • 0000 • •• • 0000•• %see: 0000 • • 00 00 00 • 0 • •• 0000• • • • 0009 0000•• • • • • 0000•• 0900•• 0000•• ••00 • 0 Job Truss Truss Type Qh+ Ply SLATE CONSTRUCTION 14B36 V6 ROOF TRUSS 1 1 A0008465 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) n/a - n/a 999 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 40.0 3-w 12 3X4 = 7.350 a Sep 27 2012 Mrrek Industries, Inc. Wed Apr 3016:17:24 2014 =f 3x4 3x4 Scale -1:14A Plate Offsets (X,Y): [2:0.2-0,Edgel LOADING (psf) SPACING 2-0-0 CS! DEFL In poo) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.8 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 21 lb FT=O% LUMBER TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS (Ib/size) 1=267/8-0.0 (min. 0.1-8), 3=267/8-0-0 (min. 0.1-8) Max Horz 1=27(LC 14) Max Upliftl--141 P -C 6), 3=441(LC 7) Max Grav 1=341(LC 27), 3=341 (LC 28) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10.9 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. FORCES Pb) - Max. CompJMmL Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2= -S451606,2 -3=-64W606 BOT CHORD 1-4— 540/594, 3-4540/594 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=S.Opsh h=1 OR; Cat ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) zone; cantilever left and 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) Gable requires continuous bottom chord bearing. • • • • • • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 666090 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1 and 141 Ib • uplift at joint 3. • • 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 0000 along the Bottom Chord, nonconcurrent with any other live loads. *00000 8) "Semi-rigid pitchbreaks including heels" Member end fbdty model was used in the analysis and design of this truss. 6 •' • 6 0 LOAD CASE(S) Standard • • • • • • • 00 0 6600 see*** • • Does% • • •so••• •••0• 0909• ••e••• • • • ••••0• STANbARb LATERAL WEB BRACING 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN VMTH 2-104 NAILS PER WEB FOR FORMS UP TO 4600 IbL FORCES IN EXCESS OF 4600 IbL REQUIRES 2x6 13 OR BETTER, NOTE PROMDE X—BRACING AT 2O'-0• INTERVALS FOR WEB FORCES UP TO 2309 Ibm AND AT 10•-0• FOR FORCE GREATER THAN 2509 IbL SHALL BE. CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED LATERAL BRACING D E TA I L ON THIS DETAIL ALT. LATERAL BRACING DETAIL TRUSSES O 24' O.C. T1fP. ACE SAME GRADE A8 WEB RTE BRACE MUST BB •90X THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. NAIL DESIGN LPAPfi, (ACCORDING TO NATIONAL DESIGN SPEC) FOR GROUP II SPECIES (S.Y.P.): lOd COMMON NAILS • 04 b. (Shay) 16d COMMON NAILS .107 Ib. M4100 MINIMUM GRADE OF �LMBER. LOADING (PS17 .i. FLORODB�4 AIG TQ REFER TO SEPARATE B.C. ENGMERNO Dwo MTTIDM =CING: 21" O.G.• File N•rrr. Std L•Urel Web &,=V (NW 29.M de Stmet Std LAtero Web Snore ••e• 0000 JOSE MAREjN ', P40*666 @*see Consulting EnginWaIVIUStrocWt 00000 24 E. Sib SUeet • Hialeah, 71- W3U10 ; • • • • Phone (305) 7' .> ^0000. (Florida P.' 0 �+� •. • c `. 9 F� MAY 14, 2012 ' TRUSSED VALLEY SET DETAIL TPA -VALLEY -2-190 R %I,Tek Industries, Tampa, FL Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE - 3.5' X 0.131- - 16d 2. WOOD SCREW - 4.5' WS45 USP OR EOUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES, MiTek Industries, Inc. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 13RACE VALLEY WEBS IN GABLE END, COMMON TRUSS 5 INDIVIDUAL DESIGN DRAWNGS. ACCORDANCE WITH THE OR GIRDER TRUSS 6. NAILING DONE PER NDS -05 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 8. BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. GABLE ENO, COMMON TRUSS OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6' O.C. 4 / ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF W/ TWO USP WS45 (114" X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED - 190 MPH MAX MEAN ROOF HEIGHT - 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 EXPOSURE C 0009 WIND DURATION OF LOAD INCREASE gb6Ur • • MAX TOP CHORD TOTAII LOAD• 50 PSF MAX SPACING = 24' O.C. MNSE•AND V/•>MIf • MINIMUM REDUCED DEM EGAD OF 4.8 I*9F • ON THE TRUSSES. . • •... •••• •••• JOSE MARTI fVEZ, P.E. •••'110�;_ I•• Consulting Engineer CiviVStructural a 24 E. 5th Street 1.5" Max Hialeah, FL 33010 Phone (305) 667-6797 (Florida P.E. 031509) y 7'-0" CORNER SET TOP CORD CONNECTION CORNER JACKS. USP (2) MP3 r-0" JACKS -USP(2)MP3 94r JACKS - (2 ) Sd NAILS T4 -JACKS - (2) Sd NAILS 1'-0' JACKS - (2) Sd NNLS Z 12 MIN P-1.4 MAX P�.S 3 BOTTOM CORD CONNBCTION / 31-O' 3Ux CORNER JACKB - sKH zs L41 OR HJC >e Id r - W JACKS - USP M MP3 S - 0' JACKS - (2) m NAILS 3' - T JACKS - (2) 80 NAILS T -('JACKS- M Bm NAILS COMMONJACK NOTE THIS DE341 HAS BEEN CHECKED FOR 175 MPH WAD LOM, WALL HT 30 iT MAX PRROVMe FOR UPLIFT AT SEARWO WALL CONNECTIONS Nag design Loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 11 SPECIES (S.Y.P.) 8d COMMON NAILS a 78 Of (SHEAR) IOd COMMON NAI LS - 94 Lb (SHEAR) HANGERS DESIGN LOADS' :ORDING TO MIAMI DADE BURLDING CODE COMPLIANCE OFFICE/ PRODUCT TROL DIVISION) HURRICANE CUP -340 Ib (UPLIFT 100%) W/ (S) Sd x 0V N.OA No 07-0308.10 IF BUTTERFLY HANGER - 387 ro (UPLIFT 100% & DNWRD W1 (15) Sd N.OA No/ UR- 870 Ib / 900 Ib (UPLIFT 100% ONWRD) W/ (12) 18d N.OA NO 07-0214.20 a 1975 Ib/3000 Lb (UPLIFT 100% DNWRO) W/ (28)18d N.OA No 07-0214.20 MAXIMUM ALLOWABLE LOADS: T C. PME2) CORNER JACK 7 ' - 0' i J#14 SIE • •S'-0* • • 0000 • • •• • 1'-0- • UPUFT (106%.) 365 91 3116 ro • • 44ROO NA" • NAILS• • • ROOF (126%) 3116 111385 lb• • rNIJYS NAILS • NAILS. 0000 000 • T.0 (NODE2) CORNER JACK 7--a. • 5' '• 10 ° • ' UPLIFT (100%) 87011111976 111 367111 NNLS NAg.S • NNLS 0000•• • •• •• • ROOF (125%) SIO Ib/ 3000 ro 117011) NA LSO NAIL$ • NAILS •• •• 0000 •• • WS m LUMSER STRESS INCREASE 133 PLATES STRESS INCREASE: MINIMUM GRADE OF LUMBER LOADING (PSE) LL FLO T- 0' 2 x 4 No 2 19 S TOP 30 jFUlL.INGC00) 3'- 0" 2 x 4 No 2 19 S BOTTOM 0 10 W.... 2 x 4 N0 3 19 SPACING 24' O C TRUSS CONNECTORS •« ;1 T -•"r 'i' Osseo •0000• JOSE• 1NAAMNEZ L3.C. :*Soo ONSL M QWNEER CML f�UCTURAL 24 L a th SIR H FL 33010 PHONE 687 8797 FLORft FF 031509 MAY. 2012 T4 9141*6 r USP Cul fear aie (? is e 5 r�RUCTURAL 1-;305 Southcross Drive. Suite 200 • Bumsville, MN 55306 CONNECTORS 800-32&5934. 952-898-8772 • Fax 952-898-8683 .A MiTek'Company www.USPconnectors.com • effwtinfa us connmtdrs.com October 1 l + 2012 RE: Florida Product Approval / Reorganization of USP Evaluation Reports To Whom It May Concern: The ICC Evaluation Service has just recently published a number of new Evaluation Reports for connection hardware manufactured by USP Structural Connectors. Workingwith the, ICC -ES, USP was able to confirm that our connectors are compliant with the 2012 International Building Code (IBC) and 2012.International Residential Code (IRC) while at the same time reorganizing the Evaluation Reports to segregate connectors of similar style, installation and titnction into one report. The end result of our, combined effortis the release of eight (8) new EvaluationReports organized as follows. cry_ Renort FS 1-3414 To ES W3443 Fate ESR -3" S to ES R-3447 :. Ain :. ; 0000 reports listed above. There have been no .changes to the product, .tbe load carryingcipacity, 0000.. Content LM k: — ■ sws s.w c.0r�.vuucwvw - ES 11.3449. Ca and Bises FS 1-346 M. ea acrd 9tra ;: USP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new ICC -ES Reports., During this transition, some Florida Product Approval Reports may reference old ICC -ES reports.' Be assured the information contained in the old referenced and linked ICC -ES Report .is no difl'ereat. froth the inforrnatioa in the eight (8) never evaluation •' • • , :. ; 0000 reports listed above. There have been no .changes to the product, .tbe load carryingcipacity, 0000.. • • 0 fasteners or installation: The reports have just beenreorganizedto simplify the sesb,fpr •,.• ; •. information on USP products.. Ar cross-reference of Old -Report -Number to New-Itep 3-Numbes ••••,• can be found in the `USP Index Report, ESR -2685, available on the ICC -ES web p�.. ; 0 l.. • es.or and the USP web page (www uspconnectors com) •''' 0000 • • • • • 000000 . 00 0 0, . 0 . 0 00.00 . -10- 0'0 0000 Sincerely + 00.000 • 0000.. • -•. -- _000___0 ..-.-_..�.._.. �• .•- "X0.0 �; Y . "s. • .�-, :., ... .._ ;,-r .:,;::"_0.00•. - Steven A. Brekke, P.19. Engineering Operations Manager USP Structural Connectors _ '• c ;i!a Builtiiii., CUlle Online ..°•° �ti . '-iI ,7�iA,"S �i'� IBJ i�.'-�t°t (��.�•�.�'-�' ..r' 0 a.r.. c fa,,:-rznQ alis Home Log in user Registration Hot ropics Subma Surcharge Busines�� Profess 9-Innal Product Approval USER: w,titu user �w •ulation Slats 8 Fads Publications F8C Stan SCIS Site Map links Search ..J . if—! +�', P[o" Aeor•rat Mems > Preauct er Anellrat!•n 5earrA > Arroltratmn tilt > Appqugon Debit Chad - Fl..S FL13285-RI Type Revision s� "ion 4.W e Ve - -.. 2010- _ .. r • .. r • Application Status Approved comments cbtdcer�mN:corit . " - Archived' r. •90►1►: .: _ Product Manufacturer United Steel. Products Company . �... .; Address/Phorte/Entail . 703. Rogers Drive Montgomery, MN 56069 (952)898-8772 ; rswan�ni�tl►t tom Authorized Signature Rex Swanson rswansonigmil.com' Chad - ittp://tivlvw.tloridabuilding.orb/pr/pr app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FF30SU7PyNvz.X... 6/21/201: #%Uwe as/rnane/cman 703 Rogers drive Montgomery, ,HN $6069,,.. r • .. r • ,`.(507) 364-7333 _. . cbtdcer�mN:corit . " - •90►1►: .: _ Si Cttniponents . �... .; ..•Subca R Wood Connectors; Compllanq $latitod Evaluation Report from a Product (<valuation Entity. . ..•.• •.�vafuatron 0GO t. 04414'81110*f7Tir �irQ/ LL{- ...... • ..lathy &!ifRc Entity PFS CorpWBtion •. .Quality AM an6 a Contract Expiration Date 12431/2015 .:. • .. by • .: ::IWaled Terrence E. Wolfe P E 17 Validation Cheddist - Hardci�y Received Certificate of Independence FL13285 RI COI FL1328S rOI Ind tjertdenca cerLod Referenced Standard and Year (of Standard)- Standard ` - AF&PA N.O.S. 2005 AISIS100 2007 ASTM 01761 2000 ittp://tivlvw.tloridabuilding.orb/pr/pr app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FF30SU7PyNvz.X... 6/21/201: inricl t, 3sri tlg C'ndc (Unliite 13285.31 T t14,116, P0t•1•i616,' PCt44816, PCI Pust CapI-16416, PC16616, 11016816, 48416, 11018616, 13018816, 6144, PCI -146, PC4.18, PCM64, hl66, 110168, PC477, P0184, limits of Use Installation instructions. Approved for use In HVHZs Yes FLt3285 Rt t! esrt 781,odf Approved for use outside HVHZ: Yes Verified By; ICC Evaluatlon Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports 0the,n SuNetc to loads and installation instructions FL13285 RI_ AE esri781.odf 13285.32 SKH24L/R limits of Use Approved for Oise In HVHZ: Yes Approved for use outsldeHVHZ: Yes Impact Resistant; N/A Design_ Pressures N/A Othert_Subject to loads and Installation Instructlons outlined In report ESR -1781. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. 13285.33 [SKH1724L/R.SXH2020L/R, KH26L/R, SKH28l/R,' KHZ10LJ1t, SKH17201/R,.. KH2024L/R. SKH2320L/R SKH�32� SKH3EU limits of use Approved for stse in HVHZ* Y' Appecived tar use otlistda HV Design pressurot N, Man Subject taloa outlined In report -ESR. Limits of Use Approved for use In HVH& Yes FL132 R1 ft Approved for use outside HVHZs Ye$ . , s Verified Bys is Impact Resista� N/A _ Design Pressures N/A Others Subject to loads and Installation Instructions rosined In report ESR4781.. Page 1 o c 328S.35 PMI) THO28 THD21b, THD26- THD412, THD414, THD610, THD612, TH +614, THD7210 ' Urnitsof Us* Approved tart use fn HVHts Yes; Approved for use outside HVHZi Yes Impact Resistant: N/A Design Pressures N/A Others Subject to loads and Installation Instructions iutlfned in report to, 3205.36. _ _ - _ HFi5925, THF1Si12, THF1S140, THFI692S,THF16112, THF16140, HF17925, THF17112, THF17140, Created by ependent I d �idr�l4�6sty' ` �• • r .. • • Evaluation Reports - -e. • • •., • FL13285 R1 AE ew1781.cff,,, ..•• • �• ,• .. D Face Mount Hanger • • , • • • , • • • • Irrstallatlo✓A Ynatructlont EL1328S It - ti esr17B1.odf . Verified By: ICC Evaluation Service, LLe • • • Created by Independent Third Party: Evaluation Reports . W.Face Mount Hanger Gelb• tip://tvww,floridabuilding.dtglpr/pr app dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FF30SU7PyNvzX... 6/21/201: --Materials: See chart Finish: G90 galvanizing Options: THD28-2, THD46, THD48, & TH0410 are available In Triple Zinc. To order, add TZ to stock number, as in THD28-2TZ See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3- can have one flange inverted with no load reduction. Specify right (R) or left (L). Codes: ESR -3445, FL13285, L.A. City RR 25843 Installation: - Use all specified fasteners. See Product Notes, page 11. 151 1) UpM beds hers been krpsased 80%ror wird ar salami bads: m fiuft btcrease stmt be l I HIM 2) MU*wxn ad permhft Is 1.5f8' for 16d n9L 3)NALM10dx1-tTrobare0.14rcff x1-tTbnp,lOdnab we 0.148'dietx3'k%iBdrmfbare 0.10rdtaxlfifmrst Naw oraductr or=1W I$dtrd IMamaln are deaimm6d In rad loft • • ••••t• •••• • • Specialty Optly wihart -:refer-to Specialty Options pages 208- 209 for additional details. 06001400 8kewed'� ' s x[t I s►aw.d"' W#wW FbW •••.• Rirt9e • • "V b 45' • • **.1'104r see Stoped Seat snd slmwsd `3 ••••• ••• • •• Wd ts_3cmhm • '•AAawAle •• . . 81%• dfabeo 10dab BS%dtable bad W%dmebed • • 1�• 9 • nNaDwoftwP� • •• •• rwhersandpah SL dope mq*W and up M ardown Add OF, or* Bapa Crdsrlrp Wad fight (Al or Id See Stoped Stmt and Skewed. rW (M and bR #4 (L), bRodr(0). Ex.THD410� OISM bprodudounbsr. bpnodualmmber. fcx THtY11f)S1 EaTHDC1011FR Ex. THD41O1 SK45R f) Skewed hangers wRh skews Dater dfan 15' may have a0 iobl maTryl on fl&Ve. Z %aped or fted / skewed hampers whh Owes weater dtaa 15' may have adddkxtai jdd nab. 3) A0 abped, skewed. or oombi zfts reqLae_bevnl ad or score ad on idd b d =rit 6wdL 1-800-328-5934 • www.USPconnectors.com Typical THD210 Installation I E r _ ^ti]r jjyyyy , T4 GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan rnarcados da nfrngun inodo que frequency or location of temponry lateral restraint idn ifqoe la fiecuenria o xalacidn de eerie coon lateral 1 and diagonal bracing. Follow the recommendations yarriostre,diagonal tempora/es. Use las recomendaciones for handling. installing and temporary ryrestrainin9 de mane o. instalanon restnccioa nu>tre temporal de and bracing of trusses. Refer to I}C51-_Guide-to _ Ins trusses bey el (o„eta r;- Gstracte Buena PrcicLica Good dic€far-HSndlulg, installing, estr _is -m-1 para ansdu Instdldu2n Rsstric9" n y �4s(red�Ip> & Bra ang of f`leta l plate-Cgnneaed Wood Trussff She hladera_Cpnectado£cps Placas-d€ hletpl'" Trusses for more detailed information. para informanon mas detallada. Truss Design Drawings may specify locations of Los dibujos de disefio oe los trusses pueden especificar permanent lateral restraint or reinforcement for las localizaaones de restricoon lateral perrnanente o individual truss members. Refer to the I3CSI refuerzo en los nuembros indwduales del truss. Vea /a B3*** for more information. All other permanent hoja resumen 6CSr-6.3*', para mals informanon. El bracing design is the responsibility of the building recto de los disenos de arnostres permanentes son la designer. responsabiliciad del disenador del edifiao. ® WARNING The consequences of improper handling, erecting, installing, restraining and bracing can result In a collapse of the ' structure, or worse, serious personal injury or death. 11� iADVERTENC1Al El resU?ddo de un mdnelo, levantamtentc, instafad6n, restriction y arnsotre incorrecto puede ser /a caida de la estructurs o aun peor, hendos o muertos. ® Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear Ct ®,� personal protective equipment for the eyes, '' feet, hands and head when working with trusses. r. " Utifice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dan`o a los trusses y preventr /a henda personal. Lleve el equipo protective personal para ojos, pies, manos y cabeza cuando trabaja con trusses. Use al e special care in cuidado especial en windy weather or dials ventosos o cerca near power lines de cables e0ctricos o and airports. deaeropuertos. i' 7 r Spreader bar for truss HANDLING -` L MANEJ® s cirrr� 1 9' AL' ,tea ir • Avoid lateral bending. Evite lia flexion lateral. n� Use proper rig- Use equipo apropiado ging and hoisting para levantar e • The contractor is responsible for equipment Improv/sar properly receiving, unloading and storing the trusses at the jobsite. Unload trusses toy4 smooth surface to prevent damage. t. EI contrabsta bene la responsabilidad de t recibir, descargar y almacenar adecuadamente r los trusses en la obra. Descargue los trusses en x la tierra fico para prevenir el ciano. it ?� (S) DO NOT store NO a/macene unbraced bundles verticalmente los upright. trusses sueltos. 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 s '' en el suelo en aquet montento de entrega o a/macenados temporalmente en contacto con el + :. suelo u desp '9e a. St los trusses estarin s de entry guardados para mas de una semana, ponga bloqueando de altura sufictente debas de la pila de los trusses a B hasta 10 pies en centro (o.c.). (S) DO NOT store on NO almacene en tierra uneven ground. desigual. For trusses stored for more than one week, cover bundles to protect from the environment. i " �,.2:-- Para trusses guardados Por mas de una semana, cubra los paquetes Para Pr0teger105 del ambrente. n ' Refer to SCSI''" for more detailed information --3it�h., pertaining to handling and jobsite storage of -- trusses. ( A Vea of folleto u(SI"' para information mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. 19,111 '0414,041 417,34Yfain HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES r v ' ( t i d d d gg L 8 (ar9.. 1.1 C; K!� 11kI. lc44,filjL4 ) _�°rmi4iCAi da 7.,�3i );�lif DONT overload the crane. Top Chord Temporary Lateral Restraint (TCTLR) Spacing NO sobret:argue la gills. Espaclemlento dal Ardostre Temporal do la Cuerds Superior NEVER use banding to lift a bundle. s !f k, f tY- - (9.1 m) ( NUNCA use las ata teas para levantar n Pa tete. 8'(2.4 m) D.C. max. A single lift paint may be used for bundles of a to chord itch trusses u to 45' 13.7 m and P P P ( ) h parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top 4'(1.2 m) D.C. max. 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 iADVER frNCt . No sobrecargue /a trusses >60' (18.3m) and parallel chord trusses estructura apoyada con e/ paquete de >45'(13.7 m). trusses. Puede usar un solo lugar de levantar para pa- C Place truss bundles in Stable position. quetes de trusses de la cuerda superior hasty 45' 1.1/4" 5' 1.318" 22,9' y trusses de cuerdas paralelas de 30'o mens. Puse paquetes de trusses en una position Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior indmada 7.3/4" 7 11-3/4" 29 2' hasta 60'y trusses de cuerdas paralelas hasta 45 mm 2.1 m 45 mm 8 g m 45: Use por to mends dos puntos de levantar con grupos de trusses de cuerda superior inchnada mas de 60'y trusses de cuerdas parafelas mas de 45: DO NOT proceed with construction until all lateral MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES • Using a single pick -point at the peak can damage the truss, El use de un solo lugar en el pito para levantar puede / 60' or fess \ hacer dafio al truss. / �I}I APprox 1 2 _yl truss length Taglfne T"USSES UP TO 30' (9.1 TROSSFS HASTA 30 PIES 0 Attach Locate Spreader bar 9(3i _ _Sinew berms- above or stuback 1g' (3 m) o.c. max. �%- mid -height- Tuo t rs ' , • f/ Toe -m III�E� 1 Spreader bar 1,2 to j 2f3 truss length - - - Taglice ( ITRSpreatler bar 213 to U -S `. LIP TO 118.7 m) _� `PUSSES NASTA tip PIES I Tagllne Ii_ 3/4 truss length TRUSSES UP TO AND OVER Go- (15.3 m) �'- TRUSSES HASTA Y SCOPE 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 sada truss en posicidn con equipo de gr6a hasta que la restriction lateral temporal de la cuerda superior este instalado y el truss esti asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Trusses 20 ___. ] _ .; 0 Trusses 30' - 6.1 m or less, support less, support at near peak. quarter pgj o So site 0 SOCOAA' cerca al Pico• • • los cuartos Trusses up to 20' •i ` - - - • - /os trusses I • I • de trap 40 • I$f • �- Trusses to 30' i de 20pies 0 (6.1m) ••• •• trusse •4��i menus. Trusses hasty 20 • pies o men Trus a hasta 38 pies TEMPORARY REST:� & BKAwNG TON YAR TR9" PO L;RESTRICC• • • Refer to s:c SI -02 ` for mare • • • • • • • "hitt riTemporary information, 00000% Latera Aestralnt Vea el resumen rt r:5 r- ti 2' `" para mis infot : * / • (TCTLl4 macion. 0 • *(**1I•• Locate ground braces for first truss dktectly•"• • ••.• in line with all rows of to chord temPoI�R• • • • lateral restraint(see table In the next column). Coloque los arnostres de tierra para el primer 90 truss dtrectamente en Anea con cada una de las filas de restriction lateral temporal de la cuerda superior (vea la tabla en la proximal Brace first truss columna), ) E- securely before / erection of additional DO NOT walk on trusses. unbraced trusses. NO camme en trusses @ sue/tos. Qik/FA/'A`G it STEPS TO SETTING TRUSSES LAS MEDIDAS D DE LOS TRUSSES E LA INSTALACION %i I Install round bracing. . 2)Set first truss and attach securely ground bracing. 3 )Set next 4 trusses with short member temporary rylateral restraint r int (see below). 4) Install to chord diagonal bracing (see below). 5) Install web memberPIanedianal bracing to stabilize the first five trusses (see below). 6)Install bottom chord temporary restraint and diagonal bracing in9( see below), 7 Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tree 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los proxrmos 4 trusses con restricoon lateral temporal de miembro corto (veal abajo), 4) Instale el arriostre diagonal de la cuerda superior (vea abalo). 5) Instale arriostre diagonal para los planus de los miembros secundarius para estabilice los primeros cisco trusses (vea abajo), 6) Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo), 7) Repita este procedimiento en grupos de cuatro trusses hasty que todus los trusses esten instaisdos. • Refer to BCS I -Bra"`* for more information. Vea el res6men BCSf n2**' para mals information, RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCI6NIARRZOSTRE PARA TODOS PLANOS DE TRUSSES "r 1 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for tzmporary restraint and bracing of PCTs. Este metodo de restricddn y arriostre es para fordo trusses excepto trusses de cuerdas paralelas (PCTs) 3x1 y 01. Vea la parte superior de la columna para la restriccidrn y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing LongBtud de Tremo Espaclemlento dal Ardostre Temporal do la Cuerds Superior Up to 30' 10'(3 m) D.C. max. (9.1 m) ( 30'(9.1 m) - 8'(2.4 m) D.C. max. 45'(13.7 m) a 45' (13,7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) 60'(18.3 m) - 4'(1.2 m) D.C. max. 80' (24.4 m) * - -Consult a Registered Design Professional for trusses longer than 60' (18.3 m).� Consulte a un Professional Registrado de Diseti para trusses mds de 60 pies. L See SCSI rs , *' for TCTLR options. Vea el 13C-111-5211 ` para las options de TCTLR. 13MRefer to BCS1 2i3 I" for - Gable End Frame restraint/bracing/ iL- 45 A reinforcement information. Para informacton sobre restnccion/ < TCTLR arriostre/refuerzo para Armazornes Hasbales vea el resumen 9C 5I-03__ - Notet Ground bracing not shown for clanry. 10" or > . Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para sada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS ® LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUYIMPORTANTESI Diagonal I bracing SLR splice reinforcement • • • • Truss Member • • - t rax CLR Web memiers • •,,�'• • �y �i 545° �• �'.•• � •• • ? �, t, /viii•• • }••• /• • 4 Bottom d • • • • •'• • t' n.mum 22x Scab flock chords _ • centered over splice Anach •'• • / amfool braces to CLR mill mulimum 8-166 • • • • i - • V2�8 truss spaces 10, 135y3 5'1 nails �mch side •0 (6.1 m) max. of splice or as sptclfed by the 10' (3 m) -45'(4.6 m) max. • • • • • • Buitding Designer. Same s ip bottom Note: Som•rch•rd arty web members SECTION A -A chord lam �r��'aI r3s��&aint • • 0,94 shown fIr clarity. • 3) BOrat�•grrl4D-CUERDA IN?ERIOR r�. • a uss Lateral Restraints - 2x411'% is • P1ember greater lapped over two tru *% or CLR splice reinforce- t,�'� Note: Some chord ment. and web members Bottom , not shown for chords - / clarity. Diagonal braces every 30 truss spaces 20'(6.1 m) max. 10'(3 m) - 15'(4.6 m) max. TR EE MANE -.7 ; FI-NLStTA€EA&I0 r . RESTF - - ` X -- r� Gypsum Board - 2 4�t s =r 4- lapped at least two trusses. fi ( RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES INSTALLING - INSTALACION Gutof-Plane RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 a m) or Diagonal bracing Repeat diagonal bracing 15' (4.6 m)' every 15 truss spaces 30' Refer to -l > 9 .1 m max. 'f c � 7r ) t >f -B7* • r fo more information. n - < or 4-"-��-� �� G 1 E TO - Vea el resumen UCst TO- - r m' inf rm I'n. para a as o ac o P / Maz. Bow p ( z 3 Apply diagonal brace to vertical -- webs at end of cantilever and at Gypsum Board bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 151(4.6 m) o.c. for 42 chords. 0 INSTALLING - INSTALACION Gutof-Plane Tolerances for Out -of -Plane. Outof phularl_b Max. Bow Truss Length Toleranc/as para Fuera-de-Plano. 3/4" 12 5' Max Bow 0/50 D 1&1 19 mm 3.8 m +-- ->~ Length 1/4" 1' 7!8" 74.6' --►�� Max. BowLenth g t ( 6 mm ITT) 0 322 mm 4.5 m 1,2" 2' 1" 16 7' / Maz. Bow p ( 13 mm 0.6 m) 25 mm t5 1 m 7-tr8" 18.8' a- Length-->! $ ; Plumb 3/4" 3' 19 mm 0.9 m 29 mm 5.7 m line 1" 4' 1-174" 20.8' ;. Tolerances for I ' f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. Iy 1.1/4" 5' 1.318" 22,9' Tolerandas para D/5o max 32 mm 1 5 m 35 mm 7 0 IT) fuera-de Plomada, 1-172" 6' 1-1/2' 25.0' 38 mm (IS 38 mm 7.6m 7.3/4" 7 11-3/4" 29 2' CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8 g m CARGA DE COIVSTRUCCION 2" a8' 2" t33 3' DO NOT proceed with construction until all lateral (51 mm) (a2.4In 51 mm O0 1 m) restraint and bracing is securely and properly in place. NO proceda con la construccidn hasty que todas las restnc- Clones laterales y los arnostres erten colocados en forma ,,cc�� apropiada y Segura, yr DO NOT exceed maximum stack heights. Refer to OCSI-B4*** for more information. NO exceda las alturas mixtmas de monton. Vea el resumen L cSl -8,,* * * para mas information. 0 c Mat4muin Stash Height for Material alt Trueae8 Material Height Gypsum Board 12- ( 305 mm) Plywood or OSB 16" 1-106 mm) Asphalt Shingles 2 tundles concrete Block 8-1203 mini Clay Tile 34 ties high LQ NEVER stack materials near a peak or at mid -span. NUNCA amontone los matenales cerca de un pica. DO NOT overload small groups or single trusses. NO sobrecargue pequerios grupos o trusses indivtduales. i Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. yi Position loads over load bearing walls. v a Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES • Refer to RCSI-B5.*** Truss bracing not shown for clary Vea el resumen 8051.115. `** 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 menus que este especificamente permiddo en el dibujo del disefio 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 sobrecargacto durante la construction o han sido alterados sin la autor- rzacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia /imitada del Fabricante de Trusses, n "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance Ti, , raw e non -pr sting PDF of th s document, visit sbcmdustry.com ol. NOTE: The truss manufacturer and truss devgner rely on the presumption that the contractor and crane oP-to t It i; I . orofessc,nals wth the racatrhry to undertake the work they have agreed to do on any given pro)ect. If the contract :, ,tante in some aspect of the construction project, it should seek assistance from a competent party. The ^elh, Is er. - :uthned in this doc-t areintended to ensure tnat the overall construction techniques employed will put the vusse-s Me: : - , ..a. ,•. 'mese recommendations for handling, installing, restraining and bracing trusses are based upon the corlectle a ^c re - ve'socrel nvoNed with truss design, manufacture and mstallatron, but must, due to the nature of resppnsrbdites d only as a GUIDE for use by a qualified building designer or contractor his not intended that ti-econnniendist-1 fie I 1 +s superior to the bu ldmg designer's design slowfication for handling, ,nstaliing, restraining and bracing trusses and a does not Pr, -:,J- , C•,, use of other equrettent methods for restrain ng'brac ig and womd,rtg stability for the walls, columns, f edrs, roofs and ac!he structural building components as determmcd try the contractor. Thus. SECA and Tot expressly disclaim any respons bdrty f r dii ry arising from the use, app) rat on, or reliance on the recommendat- and information contained he, in. SC woontwsstawa TRUSS PLATE INSTITUTE 63iNJ Enterprise Lane •Madison, WI 53719 216 N. Lee St, Ste. 312 • Alexandria, VA 22314 6081274-4849 • sbcmdustrv.wm 703/683-1010 • tpinst.org D -'T/7 CTD"n'� If !7 C�ss�T6i